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HomeMy WebLinkAboutPermit 5701 - Gateway Corporate Center - Building 3 - Shell CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILLUNG I7 I1MIT (POST WITH Iht..'c:. ,.:CTION CARD AND PLANS IN A CONSPICUOUS LOCATION) BUILDING PERMIT NO. L-.fl o M DATE ISSUED: PLA FEES • BUILDING PERMIT FEE PLAN CHECK FEE BUILDING SURCHARGE ENERGY SURCHARGE OTHER: linguilhunen •1111111E1119111=11 TOTAL - 2.550.50 8 - 12644 - 12668 Gateway Dr ��uifldinq 3) 565,000.00 PROJECT NAME/TENANT Gatewa Cor. orate Center ASSESSOR ACCOUNT 0 000480 - 0006 -45 TYPE OF IN New Building ■ Addition ■ Tenant Improvement (commercial) ■ Demolition (building) Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: New. office /warehouse building (shell only). PROPERTY OWNER Bedford Properties / �?fficg, B -2r, PHONE 241 -1103 c'c)t)t ADDRESS 12870 Interurban Ave. South, Seattle, WA lArlc t x ZIP 98168 CONTRACTOR SSG Corporation 'PHONE 367 -9393 90UAFE FEET ADDRESS P.O. Box 33• : Seattle WA SQUARE FEET ZIP 98133 WA. ST. CONTRACTOR'S LICENSE * SSGCO *249J8 SQUARE FEET EXP. DATE SQUARE FEET ARCHITECT David Kehle Architect TOTAL SQUARE FEET PHONE 433 -8997 1st ADDRESS 12878 Interurban Ave. South, Seattle, WA 75 ZIP 98168 USE 4 / �?fficg, B -2r, FIRE PROTECTION: OZSprinklers Detectors ❑ N/A c'c)t)t c'c7r.11'! lArlc t x CONDITIONS (other than those noted on or attached to permit/plans): i COMPANY:\ Le/ •t\ C'H l FLOOR 90UAFE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD . TOTAL SQUARE FEET TOTAL OCC. WAD 1st 37,623 75 37,623 75 TOTAL 37,623 75 TYPE OF CONSTRUCTION: 111 _NUBC EDITION (year)85 SETBACKS: N _ S _ E- W — FIRE PROTECTION: OZSprinklers Detectors ❑ N/A UTILITY PERMITS REQUIRED (through Yes O No PuDlk Works) ZONING:M_1 BAR /LAND USE CONDITIONSr yes ONo SIGNATURE: ( CONDITIONS (other than those noted on or attached to permit/plans): PRINT NAME: i COMPANY:\ Le/ •t\ C'H l / APPHOVED FOR � BUILDING ISSUANCE BY: 1' I �1, SIC, OFFICIAL DATE: c� g'"' B " p� l v/ I hereby certify that I have read a examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating constru nor a performance or work. I am authorized to sign for and obtain this building permit. y SIGNATURE: ( DATE: e, VM 1E, PRINT NAME: i COMPANY:\ Le/ •t\ C'H l This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period 01 180 days from the last inspection_ CERTIFICATE OF DATE ISSUED: OCCUPANCY NO. r BUILDING PERMIT APPLICATION TRACKING PLAN CHECK NUMBER cbC) - 0-10 PROJECT NAME Ircx'rewu.J Corporal- -e_._. CernI`�Pr (Lij SITE ADDRESS SUITE NO. a(DLCL1 - )& o (oS Coo c05 .br INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be tilled out by Plan Checker) (/,//4 SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. SQUARE LOAD FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET • TOTAL OCCU- PANCY LOAD DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. : {: %Y. }� .... F f/� : . .... f •. w :r} F . �t::• : N:: ti4: tii:':' F,.!;:> i::: �;:' i.! y:$?::{: i}:: ?r2iL::::C:::i:i:::'j:i:::ii>il :. • :.• .n{. ..:�:::•{ r..::,:. :. . :� .:< . i: .:.: .{.• :.:.:.:U.:.:.:.:.:.�:..:'.i:.�:..P.:.l.i. . + :..• . ,. BUILDING - initial review S9 (ROUTED) ir.t:i• �r}}a: �.. .O vd.. O FIRE PERMIT EXPIRES PPE PROTECTION: fl Sprinklers ( 1 Detectors FIN/ FIRE DEPT. LETTER DATED: INSPECTOR: I NIT: PLANNING AMOUNT OWING y' W ° Yes USE CONDMONS? Yes [] No/ ZONING: ..1 IB (1 REFERENCE FILE NOS.: f INIT: '' �`4v MINIMUM SETBACKS: N• 8- E- W O PUBLIC WORKS UTILITY PERMITS REOU1 D? () Yes j No PUBLIC WORKS LETTER DATED: INIT: O OTHER INIT: O BUILDING - final review TYPE OF CONSTRUCTION: UBC EDITION (year): INIT: REVIEW COMPLETED PERMIT NO. CONTACTED Do o� S9 �Q BY. (snit.) _c4).. DATE READY DATE NOTIFIED PERMIT EXPIRES 2nd NOTIFICATION BY: (Init.) AMOUNT OWING 19, 550.5O 3RD NOTIFICATION BY: (Init.) w Tukwila, tWashington ulevard BOILDING PERMIT APP "` ATION Control # N-0/A3 (206)- 433 -1849 r� Site Addressl l2(&1 00U2064 1* /Z. Suite# Floor# Project Name/Tenant Y o op , 84101. • nsc0, Valuation of Constructio ftopialviec Assessors Account #etp 4A0 (Q - eii Property Owner p 7 Przopeilie#7 Phone 4-110V Address 12610 16. .U2W iie•/70. `elite io. Zip cjl(�ls Applicant ham- L-�y, Phone �O Reuel Address Architect /Engi neelr �j m, le 1 n il Address Ittl .l iZlidt%jJ i ►,iib, / 6bittJIW.. Zip 1b1(0$• Zip Phone 4104,1e11 Contractor / J►ii• License # 7 Phone %607/i' Address �% jl �/�% j ���qIL /• Zip �1/J4?› Class of Work: New (] Addition [i Tenant Improvement [] Remodel (residential) [] Reroof [] Demolition I] Interior Demolition J Other Describe work to be done (4:04,- 'QU t LL , &PLOIt,.lU 44IE1a. 4M2 btOPAOLUPtS1C7 ke \Nicelc. 144r7 Type of Const. (UBC) 111 -.I4 *fp Occ. Group (UBC) 132, Square footage of entire building ?l71(/'2'Z Square footage of tenant space •--► Building Use GtAkl(lL✓ JELL, Will there be a change of use? 0 Yes NI No If yes, describe change of use, including square footages of changed areas Will there be storage or use of flammable, combustible or hazardous materials on the premise or area of construction? Ei Yes NI No If yes, explain I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT AND THAT I HAVE THE PROPERTY OW3;'5 a 0 ATION TO DO THIS WORK. Applicant /Authorized Agent (signature) (prin name Contact Person (please print) Mt? L Date/7/.14,9 Phone 41j•W1411 OFFICE USE ONLY FEES: Building Permit Fee (000/322.100) $ c2Z/ /5.O()Receipt# Date Paid Plan Check Fee (000/345.830) 1$6 ,(X) Receipt# g"(Ozi9 /Date PaidT3- /2 Bldg Code Sur Charge (000/386.904) 3.50 Receipt# Date Paid Energy Sur Charge* (000/386.907) /5,po Receipt# Date Paid Other ( ) Receipt# Date Paid *New construction only TOTAL fb a,''d (OWES: $ 550,50 ) pcL lu5a.oa SQUARE FOOTAGE /BUILDING USE INFORMATION Square Fo•ta•- •f Entir- , 3-3-89 B i din.. FLOOR USE Occ T .- SI.FT. OGG s D USE Occ T •_ SI.FT. LOAD USE 0 T •: SI FT OCC •p ihL SI.FT. M.L ,,,OCC TOTAL TRACKING DEPT. - DATE IN DATE OUT COMMENTS BLDG Z- 11167 3- ............„.,�,�� Approved for Issuance Type of Const. To Mahan: 3 -0-aq Date Approved: i FIRE /" 3-15-89 Approved (Initials) Per letter dated =p•/8- f Fire Protection: pr n ers 0 Detectors 13 .1 ..., PLNG le' 8-18.815A/F1 Approved (Initials) 7,(,i ■BAR OLAND USE/SEPA CONDITION Zoning rn_/ Setbac s: N� S E W Parking stalls required for: Site 79 Tenant Space Parking stalls provided: Site /V Tenant Space ADDITIONAL PARKING STALLS REQUIRED: p,X5/44 Approved (Initials) V •.4,' - •--- -Per `1 m e /plans date. ie> PWD f "2 Vrigg MAR 1'S 1969 �IAHAN & nESAlVO, INC. 7.1rDMIVIgn APR 0 51989 WAN & DESALVO,INC• REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED BUILDINGS 4, 5 AND 6 KAISER GATEWAY CORPORATE CENTER . TUKWILA, WASHINGTON FOR THE KAISER DEVELOPMENT COMPANY 14260 - 005 -016 APRIL 30, 1986 Dames &Moore RECEIVED CITY OFF TUKWILA MAR 3 1989 BUILDING DEPt r i Dames & Moore Ste. 500, Northgate Exec. Ctr. 155 N.E. 100th Street P.O. Box 75981 Seattle, WA 98125 -0981 r... (206) 523 -0560 t�'1 April 30, 1986 Kaiser Development Company 300 Lakeside Drive Oakland, California 94643 Attention: Mr. Gerald L. Kirkpatrick Division Engineering Manager Gentlemen: INTRODUCTION gagtffign MAR 13189 MpHAN & DESALVO, INC. Report of Geotechnical Investigation Proposed Buildings 4, 5 and 6 Kaiser Gateway Corporate Center Tukwila, Washington, This report presents the results of our geotechnical investigation for Buildings 4, 5 and 6 at the Kaiser Gateway Corporate Center in Tukwila, Washington. The proposed warehouse /office structures will be of concrete tilt -up wall and slab -on -grade construction with depressed truck -wells for dock access. We understand that final floor grades are planned at Elevation 16.5 *. Design floor loads are on the order of 100 to 200 pounds per square foot (psf). Approximately 0.5 to 3.5 feet of structural fill will be required to achieve proposed subgrade eleva- tions. The proposed building locations are shown on the Site Plan, Plate 1. ( Dames it Moore completed a previous geotechnical investigation for the Gateway Corporate Center site and existing Buildings 1 and 2. The results of that study are contained in our March 19, 1985 report.' Buildings 1 and 2 are shown relative to the proposed structures on Plate 1. *All elevations in this report refer to USC 6 GS Mean Sea Level (MSL) datum. f 1 L 1 Kaiser Development Company April 30, 1986 Page 2 SCOPE Dames & Moore M.tF The purpose of our geotechnical investigation is to provide recom- mendations regarding site preparation and foundation support of proposed Buildings 4, 5 and 6 based on the results of our previous investigation, additional site explorations in the proposed building areas, and engi- neering analyses. Specifically, the scope of our services includes: 1. Exploration of near - surface soil conditions by means of backhoe test pit explorations at the proposed building locations. This information was used as a supplement to the subsurface data obtained during our previous investigation for the Gateway Corporate Center site. 2. Recommendations regarding site preparation for the proposed building sites, including preloading and surcharging require- ments. General gradation /compaction criteria for onsite and imported soils and evaluation of the suitability of onsite soils for use as fill are provided. We include estimates of ground settlement due to fill placement and building floor loads. 3. Recommendations for foundation support of Buildings 4, 5 and 6, including allowable soil bearing pressures, minimum footing width and depth requirements, and estimates of footing settle- ment. Recommendations regarding requirements for overexcava- tion of native soils and replacement with soils that will provide adequate'foundation support are included. SITE EXPLORATIONS Subsurface conditions at the proposed building sites were explored by excavating 15 test pits to depths of approximately 12 feet beneath current site grades, using a tractor mounted backhoe. The test pit locations are shown on the Site Plan, Plate 1. Logs of the test pits are presented on Plates 2 through 9. The soils encountered were visually classified in accordance with the Unified Soil Classification system which is presented on Plate 10. Undisturbed bulk samples were obtained at frequent intervals, in several of the test pits. The samples were returned to our laboratory for further examination during review of the field logs. Kaiser Development Company April 30, 1986 Page 3 Dames & Moore ' T The locations of several previous explorations are shown also on Plate 1. Logs of those explorations are contained in our report entitled "Report of Geotechnical Investigation, Proposed 37 -Acre Development, Tukwila, Washington ", dated March 19, 1985. SITE CONDITIONS Surface: The proposed building development is located northeast of existing Building 1 and bounded by the site road loop that is currently under construction. The project area is relatively level with grades generally ranging from about Elevation 12 to 14. The exception is the southwestern portion of the area of proposed Buildings 4 and 6, where the grade is approximately 2 feet higher than the general site area. This area contains thicker fills placed during the grading for Build- ing 1 and the site road loop. Existing grades within and adjacent to the proposed buildings were established by placing fill. The fill materials consist of sand and gravel with a variable percentage of fines (silt and clay -sized particles). Several localized low areas within the proposed development site contained standing water and soft soils at the time of our site exploration. The existing fill is generally near optimum moisture con- tent with the exception of these localized areas where it is saturated. Subsurface Conditions: The project area is underlain by existing fill and alluvial silt and sand deposits. The fill soils are generally about 0.5 to 2 feet thick. However, the fill depth is on the order of 6 feet in the southwestern'portion of the site, near Building 1. Fill soils are generally fine to coarse sands with gravel and occasional cobbles, containing variable amounts of silt. Pills encountered are generally loose to medium dense with moistures near optimum. In their present state, these soils are characterized by low to moderate compressibility and moderate strength. Properly compacted, these soils possess low compressibility and relative high strength. The near surface native soils encountered beneath the fill consist of silt which is generally medium stiff in place and extend to depths of 4 to 8 feet below current site grades. The silt is underlain by deposits of loose to medium dense fine to medium sand with a variable silt content. The sands are interlayed at depth with deposit of sandy silt and soft to medium stiff organic silts. Kaiser Development Company April 30, 1986 Page 4 Dames & Moore The native sand deposits possess moderate strength and relatively low compressibility characteristics. The near surface silts and the deeper organic silts are characterized by low to moderate strength and moderate compressibility. Groundwater was generally encountered in our test pits at depths of 8 to 10 feet below current site grades. We anticipate that ground- water levels beneath the site will fluctuate seasonally with variations in the amount of precipitation and the level of the nearby Duwamish River. CONCLUSIONS AND RECOMMENDATIONS General: Based on the results of our field exploration and analy- sis, we conclude that construction of Buildings 4, 5 and 6, as planned, is feasible provided adequate site preparation is implemented. The structures may safely be supported on conventional shallow footings placed on structural fill. Settlement due to the fill placement and building loads will be variable, but can be significantly reduced by preloading as subsequently recommmended. Surcharging will be necessary to increase the rate of settlement in proposed Buildings 4 and 6 to meet the planned construction schedule. Specific recommendations for site preparation, fill placement, and foundation and floor slab design /con- struction considerations are contained in the following sections. Site Preparations Finished floor grades will be established by placing fill within the limits of the proposed structures. Approxi- mately 0.5 to 3.5 feet of fill will be required within the limits of Buildings 4, 5 and 6. Fill will be required also to establish planned elevations in yard and parking areas. Existing fills are generally near optimum moisture content and suitable for compaction. Several localized low areas within the pro- posed development contained standing water and soft soils at the time of our exploration. Before additional fill is placed in these areas, we recommend that these soils be conditioned to near optimum moisture con- tent and compacted as subsequently recommended. In dry weather, wet areas can be conditioned by removing standing water and aerating the soils. If aeration is not practical, we recommend that soft areas be overexcavated to suitable fill or native soils and backfilled as sub- sequently recommended. Kaiser Development Company April 30, 1986 Page 5 Dames & Moore Groundwater may be encountered during excavation of utility trenches depending on the depth of the excavation, the time of construc- tion, and on the level of the Duwamish River. The extent and volume of groundwater will depend on the depth of the excavation below the ground- water table and on the types of soils encountered. Excavations into the underlying sand deposits will encounter significant volumes of ground- water. Pumping from sumps or installation of well points for dewatering should be anticipated for deep excavations. All fill, whether it is to be used as structural fill or as preload material, should consist of clean sand or sand and gravel with not more than 5 percent passing the No. 200 sieve. The existing near- surface silty soils will not be suitable for this purpose. Structural fill in building and pavement areas should be placed in lifts not exceeding about 8 inches before compaction. Each lift should be compacted to 95 percent of the maximum dry density based on the ASTM D -1557 test procedure. No specific degree of compaction is required in landscaped areas or for soils used for preloading and surcharging. Settlement: The fill soils placed to achieve planned elevations, the weight of the proposed structures, and areal floor loads will induce consolidation of the upper silt layer, and lower silt and organic silt deposits that underlie the site. The magnitude of consolidation and measurable settlement at the ground surface will depend upon the thickness and compressibility of the alluvial soil deposits, the height of fill and intensity of the areal loads induced by the structure and its contents. Based on the results of our analyses, we estimate that settlements within the limits of Buildings 4, 5 and 6 will be in the range of 3 to 6 inches. This is based on an average fill thickness of 2.5 feet to achieve a planned building subgrade at Elevation 15.5, a finished floor grade at Elevation 16.5, and an assumed average floor loading of 150 psf. Greater settlements should be expected if higher finished floor grades are established and if average areal floor loads exceed 150 psf. Differential settlement across the site is expected due to the variabi- lity of the soil types and thickness of the lower compressible layers. We anticipate that the upper range of settlement, as estimated above, will be realized in the southwestern portion of the development area Raiser Development Company April 30, 1986 Page 6 Dames & Moore a with the lower range being realized in the northeastern portion. How- ever, we anticipate a large portion of this settlement has already occurred near Building 1 due to the thickness of existing fill in this area. A portion of the estimated settlement noted above will be realized as post- construction settlement induced by application of building foun- dation and floor loads. The magnitude of these settlements will depend on several factors, including the distribution of loads throughout the building area and the characteristics of the underlying compressible soil deposits. Due to the anticipated differential settlement across the site, we recommend that a preload or surcharge program be implemented to reduce post- construction settlement. A preload program consists of placing excess fill within the building limits to preinduce consolidation of the compressible layers beneath the site. The weight of excess fill should be approximately equivalent to the floor slab and design storage loading. Surcharging consists of filling above the preload fill, and is intended to shorten the period that would be required to preinduce settlements under the preload weights. Our recommendations for each procedure are contained in the following section. Preload and Surcharge Programs: We recommend that each building area be preloaded under a weight of fill that is equivalent to the distributed weight of the building and the weight of the building floor loads. This is in addition to the fill required to achieve planned ele- vations. The preload fill should extend at least 10 feet beyond the building line on all sides of the proposed structure. For purposes of planning building preload quantities, we suggest that 1 foot of preload soil be assumed to equal 120 psf of floor load- ing. A minimum preload height of 2.5 feet above .floor_.subgrade ,is recommended assuming a 150 psf floor loading additive'to a base rock and floor slab distributed load equivalent to about 150 psf. To meet the required construction schedule and to induce a portion of the long -term settlement related to secondary consolidation of organ- ic deposits, we recommend that an additional two feet of surcharge fill be placed in the building areas. This surcharge program consists of Raiser Development Company April 30, 1986 Page 7 Dames & Moore • placing fill soils in excess of the anticipated combined weight of the building, floor load and fill required for building construction. We anticipate that a 2 foot surcharge will reduce the site preparation time to three to four weeks. Settlement markers should be established at an approximate 100 -foot spacing within the limits of each building area. A suggested detail and method of placement for settlement markers is shown on Plate 11. Each settlement marker should be read initially before placement of any fill, daily until fill placement is complete and weekly thereafter during the preload period. Settlement data should be transmitted to Dames i Moore on a timely basis so that we can assess the progress of settlement resulting from the preload program. We wish to emphasize that the period for preloading or surcharging is measured from the time at which the preload or surcharge reaches its full height. Furthermore, the required time period is an estimate which must be evaluated on the basis of measurements of the settlement markers. Post - construction settlement of foundations and floor slabs should be relatively small following preloading and surcharging of the building areas as recommended. However, some long -term consolidation of highly organic deposits will occur resulting in areal settlements on the order of 1 inch. We anticipate that over one -half of this settlement will occur as differential settlement across the site. This settlement will occur at a decreasing rate over the life of the structure. It will be very important that the preload and surcharge soils have a low percentage of silt and clay particles, especially if these materials will be reused elsewhere on the site. As discussed previously a maximum of 5 percent fines is recommended. No specific compaction criteria of the upper portion of the preload or surcharge soils is required except that necessary to maintain trafficability for construc- tion equipment. However, since a portion of the preload fill will settle below planned floor subgrade, the bottom 12 inches of preload material should be compacted to the 95 percent criteria. Foundation Support: We recommend that all footings constructed for support of the proposed buildings be founded on at least 2 feet of clean t Kaiser Development Company April 30, 1986 Page 8 Dames & Moore granular fill material compacted as recommended previously. This cri- teria may require some overexcavation of the existing site soils at some locations. Overexcavation should extend beyond the sides of each foot- ing a distance equal to the depth of soil removal beneath the footing. The base of each footing excavation should be inspected prior to placing backfill. If loose, wet or soft areas exist they should be removed to an additional depth of 2 feet or firm bearing, whichever is less, under the direction of a representative from our office. We recommend that all footings be founded at least 18 inches below the lowest adjacent finished grade. Individual foundations should have a minimum width of 3 feet. Continuous wall footings should be at least 16 inches wide. Foundations designed and constructed in this manner may be apportioned for an allowable soil bearing pressure of 2,000 psf, assuming that building areas are preloaded or surcharged. Post - construction settlement of footings designed and constructed as recom- mended should be less than about 1/2 inch. CLOSURE The analyses, conclusions and recommendations contained in this report are based on site conditions as they presently exist and further assume that the exploratory probes, borings and test pits are represen- tative of the subsurface conditions across the study area, and that the subsurface conditions everywhere are not significantly different from those disclosed by the investigation. If, during any future construc- tion, subsurface conditions different from those encountered in the exploration probes, borings and test pits are observed or appear to be present beneath excavations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. If there is a substantial lapse of time between the submission of this report and the start of work or if conditions have changed due to natural causes or construction operations at or adjacent to the areas, it is recommended that this report be reviewed to determine the applica- bility of the conclusions and recommendations considering the changed conditions and time lapse. This report was prepared for the exclusive use of the Kaiser Development Company and their representatives. It should be made Raiser Development Company April 30, 1986 Page 9. Dames & Moore available to prospective contractors for information on factual data only and not as a warranty of subsurface conditions, such as those interpreted from the exploration logs presented or in discussions of subsurface conditions included in this report. We appreciate the opportunity to provide this investigation and look forward to assisting you during the design and construction phases. Should you have any questions regarding the contents of this report, or require further information, please call. 000 The following plates are attached and complete this report. Plate 1 Plates 2 through 9 Plate 10 Plate 11 4/ei'sss • t 5; if 7 ell { o ..'...w.. ^''r. N {tfSS/o, L :N•-• .... JBH :JWJ :emw 2 copies submitted cc: SSG Corporation Attention: Mr. Mackenzie /Saito Attention: Mr. 14260- 005 -005 Attachments Site Plan Log of Test Pits Unified Soil Classification System • Settlement Plate Detail • Respectfully Submitted, DAMES i MOORE es B. Barakas, P.E. or Engineer Ames Staff George Minniear, Vice Engineering, Inc. Gary E. Thornton, .P.E. (2) W. ,• neon ineer President 12) Depth USCS Symbol 0' 6' 8M - 12'. - 0.5' SP 0.5' 3.3': 3.5' - 9.5' 9.5' - 12' SM SM Note: Elevations are esti- mated from topographic survey by Wilsey i Ham, Inc. and refer to USC S GS Mean Sea Level (MSL) datum. TEST PIT 1 -86 Elevation 15'+ Description Brown silty fine to coarse sand with fine to coarse gravel and cobbles (medium dense) (fill) Grass at 6' Light brownish red slightly mottled clayey silt with fine roots (medium stiff) Grading at 9' to dark brown with some sand, occasional fine roots, and sand lenses Bulk samples obtained at 7' and 11' depths Groundwater noted at about 10' depth during excavation Test pit completed 4 -7 -86 TEST PIT 2 -86 Elevation 14'+ Brown fine to coarse sand with fine to coarse gravel and cobbles (loose to Medium dense) (fill) Light brown clayey silt with fine roots • (medium stiff): Brownish red mottled silty fine sand (medium dense) Dark gray to black slightly silty to silty fine sand (medium dense) Bulk sample obtained at 10' depth. Undisturbed sample obtained at 4' depth Groundwater noted at about 10' depth during excavation Test pit completed 4 -7 -86 Dames i Moore Death 0.5' Uscs symbol BP TEST PIT 3 -86 Elevation 12.5'+ Description Brown fine to coarse sand with fine to coarse gravel and cobbles (loose to medium dense) (fill) Light brown to reddish brown mottled clayey silt with fine roots (medium stiff) Dark brown silty fine sand (medium dense SM /ML. Dark gray silty fine sand to fine sandy silt (medium dense) 4.0' - 11' 11' - 11 -1/2' SM SP Dark grayish black fine sand with wood (medium dense) Bulk samples obtained at 1' and 10' depths Groundwater noted at about 9' depth during excavation Test pit completed 4 -7 -86 TEST PIT 4 -86 Elevation 12'+ Brown silty fine to coarse.sand with fine to coarse gravel and cobbles (loose to medium dense) (fill) • Light brownish ted mottled clayey silt with some sand and fine roots (medium stiff) Dark gray silty fine sand (medium dense) Dark grayish black fine sand with pieces of wood (medium dense) Undisturbed sample obtained at 3' depth Groundwater noted at about 9' to 10' depth during excavation Test pit completed 4 -7 -86 Dames & Moore • Depth 0' - 0.5' 0.5' 5.5' 5.5' 8.5' 8.5 11.5' 11.5 12' uses. Symbol SP SM /ML SM /SP SM • TEST PIT 5 -86 Elevation 12.5'+ Description Brown fine to coarse sand with fine to coarse gravel and cobbles (loose to medium dense) (fill) Light brownish red mottled clayey silt with fine roots (medium stiff) Brown very fine sandy silt to silty fine sand with fine roots Grading to dark brown slightly silty fine sand (medium dense) Dark grayish black silty fine sand (medium dense) Bulk samples obtained at 3', 7' and 12' depths Groundwater noted at about 10' depth during excavation Test pit completed 4 -7 -86 TEST PIT 6 -86 Elevation 13'+ Brown sandy silt, with some sand and .fine roots (soft and medium stiff) Light brownish red mottled clayey silt with fine'roots (medium stiff) Reddish brown silty fine sand (medium. dense) Grayish brown silty fine sand (medium dense) Grades to dark gray at 10' Bulk samples obtained at 2' and 8' depths Groundwater noted at about 10' during excavation Test pit completed 4 -7 -86 Dames Moore 4 Depth. 01.. - 0.5' USCS Symbol Description TEST PIT 7 -86 Elevation 12.5'+ SP Brown fine to coarse sand with fine to coarse gravel and cobbles (loose to medium dense) (fill) 3' - 4.5' 4.5' -.12' SIC Brownish red mottled clayey silt with fine roots (medium stiff) Brownish gray silty fine sand with decreasing silt content (medium dense) Undisturbed sample obtained at 2' depth Groundwater noted at about 10' depth during excavation Test pit completed 4 -7 -86 TEST PIT 8 -86 Elevation 12.5'+ Brown fine to coarse sand with fine to coarse gravel and cobbles (loose,to medium dense) (fill) Brownish red mottled silt with some sand with fine roots and some organics (medium stiff) Dark gray fine sand (medium dense) Light brownish red mottled clayey silt with fine roots (medium stiff) Dark grayish black slightly silty fine sand (medium dense) Bulk samples obtained at 2' and 8' depths Groundwater noted at about 9' to 10'. depth during excavation Test pit completed 4 -7 -86 Dames i More • Depth 0' - 2.5' TEST PIT 9 -86 Elevation 13'+ uses Symbol Description SM Brown silty fine to coarse sand with fine to coarse gravel and cobbles (loose to medium dense) (fill) 2.5' - 4.5':. ML Reddish brown silt with some sand and fine roots (medium stiff) 4.5 - 6.5' ML. .Light brownish red mottled clayey silt with fine roots and organics (medium stiff) 6.5' - 12' 0.5' SM Dark brownish gray slightly silty fine sand (medium dense) Bulk samples obtained at 5' and 10' depths. Undisturbed sample obtained at 3' depth Groundwater noted at about 9' depth during excavation Test pit completed.4-7-86 TEST PIT 10 -86 Elevation 12.5'± .5' SM Brown'silty fine to coarse sand with . fine to coarse'gravel and cobbles (loose to medium dense) (fill) 6' '12! ML /SM: Brown to reddish brown silt and fine sandy silt with fine roots (medium stiff) ML Light brownish red mottled clayey silt with fine roots (medium stiff) SM:. Dark brownish gray slightly silty fine sand (medium dense) Groundwater noted at about 10' depth during excavation Test pit completed 4 -7 -86 Dames & Moore Depth 0' - 1.5' 1.5 4.5' 4.5' 7' TEST PIT 11 -86 Elevation 13'+ USCS. Symbol Description SM Brownish gray silty fine to coarse sand with fine to coarse gravel and cobbles (loose to medium dense) (fill) Light brownish red mottled clayey silt with fine roots (medium stiff) Dark brownish black fine sandy silt (medium dense) SP Dark brownish black fine to medium sand (medium dense) - 10.5' 10.5' - 12' Bulk sample obtained at 9' depth. Un- disturbed sample obtained at 3' depth Groundwater noted at about 8' depth during excavation Test pit completed 4 -7 -86 TEST PIT 12 -86 Elevation 13'+ Brown silty fine to coarse sand with fine to coarse gravel and cobbles (loose to medium dense) (fill) Light brownish red mottled clayey silt with fine roots (medium stiff'to stiff) Grading to brown fine sandy silt with wood (medium dense) bark brownish gray silty fine sand with occasional gravel (medium dense) Bulk samples obtained at 5' and 9' depths 'Groundwater noted at about 10' depth during excavation Teat pit completed 4 -7 -86 Dames & Moore , . . USCS Depth Symbol 0' 1.5' SM 6' - 12'. 'TEST PIT 13-86 Elevation 13'+ Description Brown silty fine to coarse sand with fine to coarse gravel and cobbles (loose to medium dense) (fill) ML - Light broWnish.red mottled clayey silt with fine roots with wood at 6' depth • (medium stiff) • Dark gray silty fine sand (medium dense) Bulk sample obtained at 9' depth.. Un-.. disturbed sample obtained at 2.5' depth. Groundwater noted at about 10' depth during excavation • Test pit completed 4-7-86 •: TEST PIT 14-86 Elevation 15.•'+' Brown laity . fine to Coarse sand with fine to.coarse•gravel'and 'cobbles lmedium. dense) (fill) • 0' - 3.5' 'BM , 3.5' 541 - 11.5' 12' - SM Grass at 3.5' depth Light brown mottled silt with small roots (medium stiff to stiff) Reddish brown mottled fine sandy silt (medium dense) Dark brownish black silty fine sand (medium dense) Bulk samples obtained at 3', 5', 6' and 12' depths Groundwater noted at about 11' depth during excavation Test pit completed 4-7-86 Dames & Moore Depth 4.2' 0.5' ". -, 1 USCS Symbol TEST'PIT.15 -86 Elevation 15' Description. ' SM Brown silty fine to coarse sand with fine to coarse gravel and cobbles. (medium dense): (fill) Grass at 4.2' depth .Light brownish. red mottled clayey silt with fine roots (medium stiff) .5' SM : :.. Dark brownish re&mattled.silty fine sand (medium dense) Grayish. brown. fine sandy clayey silt.'. :(soft and: medium stiff) Bulk samples: obtained at 6.', 9' and ll' depths Groundwater noted at about 10' depth: during excavation Test pit completed .47.7.-85 Manses &: Moore MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS Coarse Grained Soils More than 507 of material is LARGER than No. 200 sieve size. • Gravel and Gravelly Soils More than SOt of coarse fraction RETAINED on No. 4 sieve. CI.•an Gravels (little or no fines) �:►.• .•�.. � GW Well-graded gravels. gravel- and mixtures, little or no fines. '' {4j :: '• :4 :4. :4: wt�'•�' ::0•1C �: GP Poorly - graded gravels, gravel - sand mixtures, little or no fines. Gravels with Fines (Appreciable amount of fines) GM Silty gravels. gravel-sand- silt mixtures. / t, / G C Clayey gravels, gravel -sand- clay mixtures. Sand and Sandy Soils More than 50t of coarse fraction PASSING No. 4 sieve. Clean Sand (Little or no fines) • o ee 0 ' •• •tse0 s • • t , • SW Well- graded sands, gravelly sands, little or no fines. S P Poorly- graded sands, gravelly - sands, little or no fines. Sands with lines (Appreciable amount of fines) P �i :11 S M Silty sands, sand -silt mixtures. %,,�f / / I i SC Clayey sands, sand -clay mixtures. Fine Grained Soils More than 50t of material is SMALLER than No. 200 sieve size. • Silts and Clays Liquid limit LESS than SO - ML Inorganic silts and very fine sands, rock flour, silty clayey tine sands or clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. I O L Organic silt and organic silty clays of low plasticity. • . Silts and Clays Liquid limit GREATER than SO MH Inorganic silts, micaceous or diatomaceous fine sand or silty soils. j CH Inorganic clays of high plasticity, fat clays. . $"°# / � OH Organic clays of medium high plasticity, organic silts. Highly Organic Soils PT Peat, humus, swamp soils with high organic contents. = -.- Note: Dual symbols are used to indicate borderline soil classifications. Unified Soil Classification System Dames i Moore MEASUREMENT ROD, 1/2" 0 PIPE CASING, 2 ",0 PIPE (SET ON PLATE, NOT FASTENED) EXISTING GROUND SURFACE COUPLING WELDED TO PLATE SETTLEMENT PLATE, 16" X 16" X.1/4" SAND PAD I F NECESSARY NOTES: (NOT TO SCALE) 1. INSTALL MARKERS ON FIRM GROUND OR ON SAND PADS IF NEEDED FOR STABILITY. TAKE INITIAL READING ON TOP OF ROD AND AT ADJACENT GROUND LEVEL PRIOR TO PLACEMENT OF ANY FILL. 2. FOR EASE IN HANDLING, ROD AND CASING ARE USUALLY INSTALLED IN 5 -FOOT SECTIONS. AS FILL PROGRESSES, COUPLINGS ARE USED TO INSTALL ADDITIONAL LENGTHS. CONTINUITY IS MAINTAINED BY READING THE TOP OF THE MEASUREMENT ROD, THEN LMMEDIATELY ADDING THE NEW SECTION AND READING. THE TOP OF THE ADDED ROD. BOTH READINGS ARE RECORDED. RECORD THE ELEVATION OF THE TOP OF THE MEASUREMENT ROD IN EACH MARKER AT THE RECOMMENDED TIME INTERVALS. EACH TIME, NOTE THE ELEVATION OF THE ADJACENT FILL SURFACE. 4. READ THE MARKER TO THE NEAREST 0.01 FOOT, OR 0.005 FOOT IF POSSIBLE. NOTE THE FILL ELEVATION TO THE NEAREST 0.1 FOOT. Settlement Plate Detail OAM!• • MOOR= r ICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 JOB SHEET NO 1111 l r :.I . , OF CALCULATED BY Ate. DATE CHECKED BY DATE SCALE .10...C.03.q(R) 1=7 „..i3t.: 4. I Ir!I.i •.3 i ;(z3, .7-!.. 41.11,„-.' j gal 1 + i (31x1 • —; DI`s . •{��. + ...i. (I - - •. 53..'1�.......�.- .IL`�.-�.�... ].- ...6.63` rN�' l }.... . ' 01 S i 10 iMn; t...121111i '2.1.111 121,1” 4= ,(9.t "?it ..... . ...... . ji i 13 1 • i • •i. ..l. •1.• ..i.. I. 1 . X 12.j . CE A 3,,:3g. ►► � • � z•y�)1 - i • 41�� !Fl.3g ............. 4 c `I_ .I u (7/a; .x.i31/a) f..., ONVEn .... 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OF CALCULATED BY DATE CHECKED BY DATE SCALE i..FiN.cP1 2707341 ,i ?I 3�`�o �8 " 139 7" • 2.71• k% 2.0 . 1 ................. ,4d; : 7 tut • 21 t <, , . 4.?8 6 l I 1 1 b v " ..v� = 141$..(` /q .) .. •-• 1..... . z•7 ..� _...N�:.. 1 i t i i . , i t .l. Z,7i1 _.* , 7.7 .....w� l i 2.7 t i ! • 1 .RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 JOB !Ul,. � SHEET NO, L OF CALCULATED BY DATE CHECKED BY DATE SCALE .RICHARD HUDSON' & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB L' (LZ...,e. i • ..'.A SHEET NO L,7 OF CALCULATED BY DATE CHECKED BY DATE SCALE .RICHARD HUDSON & ASSOCIATES, INC. CONSUL'T1NG ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB SHEET NO. L 0 OF CALCULATED BY DATE CHECKED BY DATE SCALE 151Y!el II Ito 1/1-- 38 71'--I-16.0/237 34, 5'.� //00 0 6:0 x, K 3 r 241.514r .I....... 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CONSULTING ENGINEERS 160512TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • JOB SHEET NO 121 t A.ey Z OF CALCULATED BY DATE CHECKED BY DATE SCALE :..........: r 1� j l ron L • i ... t.......... q • r • • ' . • • 1 ,,,RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE \ 1 .............. ... 1. _.1 1 I i .. + i . f : ,?sOHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324.6160 JOB SHEET NO Lo.fEL OF CALCULATED SY 4 a DATE CHECKED BY DATE SCALE i olv- ljlUk . (4 A MrgrIMX -MAR 9 "u 109 `. KHAN & DESALVO, INC. DPOI D . ...yCE1-11.E. , ...: i ................,.... 122.71. ........r.,irfiecatfirl E.NE Ycs t k; : 9 gl ls8 'iPSl(Tn. [ot t to ..... _.......19 $S ... ur.)1o1ZNA ;...........180...j M .....01ah .boat ..... /. a x' ....,..... t20�r...... S0014 ... 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I.. . . . 3 34t, .. . . . ................. 24: „ !._l..2:"...1ii .... . t.= (1o'i)(1)(rl'lt)i= 3!t... • Jr - (49...Stt).11.= 13.;:..... ,.._....;.... it w .....1 Olt) (/3/& ;. i ;IA.... = • a3V..1 i It 1 it i I I I 1 (o 1/4 .1. 1 � I?. I•Pa• 4s1 1 I 1 c. • . 17- C111S) .-: cio •1t: 11 E r 14614;1 ; i uL ' • i= ...........:...._...;....... I........ ..;�........�.........._;..I31� • I i s / — I I I I I 1 •. { ..........1 • {�z 4 L I. z` 1:t..1. • • IIf RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE •SUITE 18 SEATTLE, WASHINGTON 98122 206.324 -6160 JOB (Antry \nsr SHEET NO ? 6 of CALCULATED SY �1 DATE CHECKED BY DATE SCALE &1114 ?S _'SO .� 1.5;1✓ • 11 ..1� .. , A I tm� i . i I=..ji1o.1..r. 2!s .;...; . ;?� _ . .3 ?ZS�a...• } J 39 s , { I 1 • J;= • _)"' i ti i 1 3Z8 } . 205' 2 : 7 ‘ 1 1 — ) ..... /13'x.. g3 %.y.X....3 ...2...._;.t 15/t.... Ili L3 i 1 }..•...... M- ......_x'00 /i..... -- ?�yIS...._... 1 P I ....L 3...._ ..1- i i 1 I • 1 7 j� I A I,..,. ,...I F ... .. 1... i I ' I _ i I 1 { I.. I ' I I ; , .33.. i.. s 1 ' 2if71,....4 ..........: .......1.:._...•........... ,44 i • I 1 ..13 I i ; r i • I . •.'.... ..... I i 1 i1 ' 1 ? • I 1 j RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324.6160 SOS (11' L, 'I OF CALCULATED SYb DATE CHECKED BY DATE SCALE SHEET NO (•o%q" t l) f -Q`} - 91` ,ywl, /"&) ( °1•(.16.) AA -Q/ 3.... .�1:- ;L1b0.;la i . •�(. ; ..tir ... L,, 11 i ..; ! . •Ott Y /�._ .1. .L' ; 147.).1t..10..,:.... ; I . 'S 01 }.(. 3-1)1.4/2. 71.. 6/z. i1 V,4,k ; .. --- .. 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CONSUL'T'ING ENGINEERS 160512TH AVENUE • SUITE 18 SEATTLE, WASIIINGTON 98122 206- 324 -6160 JoS CAAitvSM SHEET NO CALCULATED BY CHECKED SY Of DATE DATE SCALE 6, ekA Zu .1 Fire. ‘. 1 Al I k71t5(44,1 Amt ow? sLat tti .f.3 ML,. 1,41..... �.�...1�..... (P2)&1041..1127 1 ' VSE . • �%4 I FILL$ ■ d►1F1 • glii4 kroa 'i . 1...... ;.......i....... • • • AaCtHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 160512TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324.6160 JoS AAi OA) PO? SHEET NO •( OF CALCULATED SY DATE CHECKED SY DATE SCALE A�~ uduc •,D1 iL 1 e LY4 A"" .34 ...604 t° OwES csu+,N 11)4di34c SHEAR- 1 3It i.�o.l. Sya` RIQ ARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324.6160 roe 61Rif)4t!`f 1V SHEET NO OF CALCULATED SY DATE CHECKED SY DATE SCALE 1 I , 1 I i ilfr#t NEci loi4 ea (M I1c1( eto lac,. { i i I 1 . • ; . I .. I. .. �.. . I . • -I_ t I 12.1 1 ! I . 14 ") xF 0013J(1•tf )C•YSi use It : ..1 L • i z1._1. -k..yN ::.,kti±, rust.. i . ) (�j. ; I...................... s ...... . .i ..... .. t= 7 t ! 1 ....1 1 i ! ! !►i¢"csS o0 1 1+ID Ttit Z Irs..... .51bG.. ��-.. ...t�...j..(.t....t�...�...... yozis �4 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12T11 AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206•324•6160 JOB (iMe'r'/ \%J. SHEET NO 2:7 CALCULATED BY 497 CHECKED BY OF DATE DATE SCALE .• '.. ' • ... ;kJ .......1..........I...............44„,,tei......c...I.......*..11.'; .i.. , k),.e. ..1.c pi. .i...1 ..!. ..iNL.I.,.. 1 I 1 .1.. ! • I I 1 i .i.; i; 4, t t, Ltbiltr,,.. , , . ; 1 ! ..! , ..!. ,,0 ---Ye..... 416..... .......1PJ.; = IaL , .. koStit 1 efoin 1 r ..1..... 1 ?ifs 7 . 24 t.0,11`i,eod a. /4 15 Alb., .i...Z.L...4. It 1..itilLi3 0. 1 14. Ltil '. ! I ii tiet j. i i ! 1 1 ! ! ' .4 • : 1 J. ... .67 ....4.•.ft7'(o_t_I-) . ttli .7)N. . r ti.°71 • 4iS • I (-142)( • r5 V i(.(1) .7 I I ''' 1 —. ;. . — ... V.tt.10(:f ID .6Co. ei. =.1-2.4--;--4. ; , v.116 1 , .t.c6. terh... r ...'1.4,. .-.-. -1...( .. .1,(1 . r 1.4 i 04 si ..,...S)C1 4u.......Q.T.'... .........1sA l'i.i..1.....&LA........e.. -411.! I , , L 2 .._1 s E t'1.1. •11 1 .1.7?'"1 • . .1. 1, 1xt17.',1 '. 4'" 111 . ,'.. :(; !. . -• 4 5. c .C/i1 . ! /e 4 tie , ; • AIL c ................. . .. . , , . . • Q..4.1. It ! .. i(.2.) -; , . . ' ! j ( .. lt,S.s614-41.1) 044> 41. ,01•4 RICHARD HUDSON & ASSOCIATES, INC. CONSUL'T'ING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 4 10; OK lii 1IONIOECIIOA • J IILQt. 1 LeohOS 1 Opt; (Ill)( ' /L; = { %� j lye ( W1, " (� 02,i) ' .V2i) f' 31 i' y I .. 0 . . .141.0.AL . Ldn05 , ...f .. 1 1<It (Se.t,NAt:i :. 1 39;.. k I'... ........015.e...1..... (V..2_ 31....... v.1..... JOB (1A1iAK`f 0 SHEET NO L >S Of CALCULATED SY A6 DATE CHECKED SY DATE SCALE IL tic .$...(L )..I 6 .4.= ....lit . ..41.41 '4 1.1.01... ii.f. (I '411-Xr 4(41' ) s El.. !.. (.4,i1j. ,twt :..(.i1I!,) { C z.) L..........1 S,tic.ta ..of 3 ,'...0..bou_r'. t� ..'1t :%.98! . ' ` .........._.... 'c 1 , .... ..... .... .._ On j t.t 4-A : ;3 .441..1 ! Ni, _ 41 -_,b ._.... 14 ■ .1. 1 8'. _ ARM` ( •....4o•il I ta- G0 .?' . .. I 1. i .._ � h 1.0 14 � •'......11. %; ..... ..!,'.. .).4 1,i S ' r. ......,.4................. JS ... 4 . b M . '.c . ,1 fi i l 1 1 i i , _I i i I I 1 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 160512TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB (01. V-VW — SHEET NO �- OF CALCULATED SY DATE CHECKED SY DATE SCALE LACt'tiA-L brS144 I t CA 16:i 1= ( 7);0• 3 ).Cr) (0. r . `�cISM1 L.: 1 ...I 4. ? .i kc.s to.? 611')0)(113)C 14 i ! ... .. I. FS S: IPr�f�t�a (,4 = C oi1.c�..( ) (�2j ) : 4S ........ .....i$.H.Sffic ...._1..... ... 1.0r1S • ;... .fie . .t• �. ...j.....a.' ..d.11�....( bti"-C *'111fb 31,4 t sal 1 . °�L s .. ................... l.s...... 1 (,22/ to F I b L. .; i)Lk.. ... .......4op.F........_ . opt, 01-1,50 7$ t......... ,, ............... i. 1 �.. I.5 ,A .%.Ir..z.... .is it( (i4S)L .1' 212.....x._...... f i ` S 6 . ,.._.....:.. J .. , sr .......)47...t 1' 3i).....G ....... _! j..... .......1..._ ................... ............!bbl?.........it* e.SC4 })....- ...1.4,...........! i . GHoQ.t) L"ORLI . ' .... , _ gdo 1/4 I.33 X20 y M , ; • ■ 16S A.1.. �.. 1oo��0/ zi 00.. VII ....... . AS....; . i os (iv%) .. ;19 .Fi: i L i Ai. (3r •e04 .: 2o2 FEZ .......... . IvriNt ..' 1315'0 + f 000 ?Yob t511 t tau Icoc 13...1.........x' �y...:...... 1 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 1.,1' 'EC Q ;),11,4 .1. .1 (•os ")�L2�L >(ZS ..s ).' e .411111;' 61 (lit 60(131•s) t'ZL1" JOB SHEET NO OF CALCULATED BY Ag DATE CHECKED BY DATE SCALE , I F. ....F°°, i.pc. i . f o16 (aiy1i) - ..9L . ; . . E s, •w .ahuua...;(�i(��E�1S�(1�c�lz). tlov'! ;.... I. 1 ..;... t�i►n,�L3;58?` i r .... r l 4 1311C)4 r jot 3 �..._ '►.� • 1..,._.- ...tq -_sr 1 AS = tQ.� ....:.•y1..� PIS( 242) ), RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB SHEET NO CALCULATED BY CHECKED SY SCALE OF DATE DATE (gib lQ_s_(3) 3 gj,S" as) Loci ;149 i ............... y,- ........; . iio Oimoo) =..1` 6..1.4Sn:....� 4 i 000l i _ ....."lies ocail . Ji!ii""-1144'. i Sis Ws . • (.zs)(s•3 pJae..i-oiis 4- I • ' ..1 I 1 ' ; r ... 3d!i - (0931(.-1 k_ i i I. Ktlt9ftiirt '2 ut ec t. ,..1......... s • 4 i# I RICHARD HUDSON & ASSOCIATES, INC. • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324•6160 JOB (-1 VEV.S tiq SHEET NO L4 OF CALCULATED BY DATE CHECKED SY DATE SCALE 1 . 1 • • • ; .1 7P41.181,. . 110‘015030 .1 PO* • 1 ; 0 v 70 41 1 1.1.) (4)t. c); = ill 1 io • ! , 1 i 1 i 1 ': j ; • 1 I ' i 1 i 1 , 1 ; , . 1 1 ; 1 1 , # , , I 1 1 1 II 1 1 I 1 It 1 i , P,61ftt& 1. .4ribUl■ 1.136, Rigt-t I n . 1 I 1 , , .. , ................,..loLfgpfAscet. ;Itotilawt4.• ..Plekt.' 1 1 , i ,,• 1 .1 1 ! ! ., . ' 3 • 1 : . ; . •• ..• . • •• . i i , • , , , , , ! .1 ; . . . 1 • ... . . . • ., 1 • 1 : , , . , , , , i : I . ,. , ., • . . . 1 , 1 • , . , ;••;••• . -1-,. '..• t,' . ' •.1.... 1,', , • I. ';..,•■• • - ‘ - • . , , 1 ' • • '' 1 , , 't • '"t ' I " • ' 1: I I ' 1 • ; : • , • .. • . V... 1 0 , . '1 i ' i' t ' ; i 4 ' 7 ' ' I ;' • ; 1 ; - 1 ' 1 • • • I • • • ' ' I• . . RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324.6160 • JOB SHEET NO 1 Of CALCULATED BV DATE CHECKED BY DATE SCALE 'W° ....WT.s :.( (Y..S)0.4 OS) ........`�`��..$F' Z t1 lna. = , b ,,t.. • ; .............: �i ; IL ,.......... , kA lcu4l....� .._ .. !. .. ' `� ti, ?6 ......:..15.6 1 E+�..t). f !..._ ...... ._.. . . .. .. . $. t ! i 1 , 4 y.. t .WS .u.sc. F 6 S �+1. 1` r • -��if I�SON & ASSOCIATES CONSULTING E NG1NEEUS 1501 12111 AVENUE . SEATTLE, WASI IINU'I'UN 98122. 924.0180 eitbvsz cle SHEET HO. -_L. ' OF CALCULATED •Y_ CHECKED SY SCALE . _ _ DATE GATE I t ,. i I .? . srt.sesI } 3 /8'r 7 7 1I I bee} 01 ,4IiC4!• • • I �1 I.. .. ` /D.,Ooo_ pe 1'J ... v!4 r�r 1 tutor •1 • :A rt;0 62 000 P. .. S C �r'4 tv.r,,a •d0orN. Loot, Ai CKivs) F ref (K Ps 1N t Namur 51 ;" E.w.) 1 j......J:_... /8, ;1D. e'0,i0 1M 0 iptr p8.0 ll.firr /?840 So1Li biligin44 /0 .yo /0 to c/O ir C z 1 Z 5.o0 PTA Tot'[ u1►vrd LOAo ! � = /d'✓1 (k,FS), Alatinit •:1• t. t!.. 111 ,“„se 'i .3r4I 1._.°1 4-t r; .4 4- 6 ..4t-O; -41 6' 6..-..4 7.471A .4171 1.. -o Afrobia /,♦S /. r' coo 1.94' 9./9: i•..t r l r) ,Ii /l: RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB SHEET NO. 11� OF / CALCULATED HY "f2) DATE CHECKED SY DATE SCALE • RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 160512TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324.6160 SOS SHEET NO CALCULATED SY CHECKED SY SCALE OF DATE DATE I .I. Lat. t 141 i A'E ift-, tJ • I i Re ..).... • .L M t, W 4, M �, —+� • W M;, .. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324.6160 roe SHEET HO CALCULATED SY CHECKED SY SCALE OF DATE DATE ? ?Ec.ASi unit) cinl Li fy7...ae0. t !.4�. ftv.Zr ts *.....4'f'._� III Oki ..... s ..� 1 e 4 it /� k=.n.w/pi 1 • RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1005 12TH Ave.-Suite 18 SEATTLE,WASHINGTON 981,22 (206) 324 -6160 SheetGATEWAY no. IV14 Z Calculated by nb Checked by Date 2/23/89 5 TILT -UP WALL DESIGN Thtaru fc ■ 3,000 psi.'' fy ■ 60,000 psi/ Actual Thickness ■ 6.250 in. ✓ Design Thickness • 5.500 in. ✓ Height ■ 17 'eft. (Distance between ledger and floor) Height of parapet ■ 5.00 ft. Roof dead load ■ 172'" pounds per width b ( 12'' in.), Roof live load ■ 306 " pounds per width b ( 12'' in'. ) Wind load • 20' pef. . Seismic Zone 3 / / Eccentricity ■ 6 in. / Depth to steel • 2.75 in. 11 2 �r CASE IA U • 1.4(D) + 1.7(L) Wits 0 roof (No P' deflection) Moment under factored loads Mum 380.50 ft -lbe /width b Phi times nominal moment (PhiMn) - 814.19 ft -lbe /width b As... .032 eq in /width b No. 4 0.74 in. o.c. Equivalent As.. .032 aq.in. /ft No. 5 0 in. o.c. Equivalent As... .032 eq.in. /ft CASE IB U ■ 1.4(D) + 1.7(L) M•.6 +P *e + P *deflection Moment under factored loads Mum 909.24 ft -lbe /width b Phi times nominal moment (PhiMn) .1 1,009.63 ft -lbs /width b Deflection under service loads ■ .015 in. < Allowable Deflection Moment under service loads Maw 145.25 ft -lbs /width b Ae.• .049 eq in /width b No. 4 0 48 in. o.c. Equivalent Ae.m .049 sq.in. /ft No. 5 0 76 in. o.c. Equivalent Ae.- .048 aq.in. /ft 2.04 in. RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12TH Ave. -Suite 18 SEATTLE,WASHINGTON 98122 (206) 324 -6160 Job GATEWAY IV Sheet no. Calculated by /t, Checked by Date 2/23/89 CASE II U - .7S(1.4D +1.7L +1.87E) 0 % Live load Moment under factored loads Mu- 1,354.61 ft -lbs /width b Phi times nominal moment (PhiMn)'■ 1,414.29 ft -lbs /width b Deflection under service loads - .069 .in. < Allowable Deflection Moment under service loads Ms- 693.65 ft -lbs /width b As.- .100 sq in /width b No. 4 0 24 in. o.c. Equivalent As.- .098 sq.in. /ft No. 5 0 37 in. o.c. Equivalent As.- .100 sq.in./ft CASE III U - .75(1.4D +1.7L +1.70W) 50% Snow load Moment under factored loads Mu- 1,512.50 ft -lbe /width b Phi times nominal moment (PhiMn) - 1,535.36 ft -lbs /width b Deflection under service loads - .083 in. < Allowable Deflection Moment under service loads Ms- 829.46 ft -lbe /width b As.- .108 aq in /width b No. 4 0 22 in. o.c. Equivalent As.- .107 sq.in./ft No. 5 0 34 in. o.c. Equivalent As.- .108 sq.in./ft CASE IV U - .9(0)+1.43(E) Moment under factored loads Mu- 1,304.72 ft -lbe /width b Phi times nominal moment (PhiMn) - 1,390.49 ft -lbe /width b Deflection under service loads - .069 in. < Allowable Deflection Moment under service loads Ms- 693.65 ft- lbs /widt'h b 2.04 in. 2.04 in. As.- .100 aq in /width b No. 4 0 23 in. o.c. Equivalent As.- .102 sq.in./ft No. 5 0 37 in. o.c. Equivalent As.- .100 aq.in./ft CASE V U - .9(D) +1.30(W) Moment under factored loads Mu- 1,337.11 ft -lbs /width b Phi times nominal moment (PhiMn) - 1,420.77 ft -lbs /width b Deflection under service loads - .078 in. < Allowable Deflection Moment under service loads Ma- 782.04 ft -lbs /width b As.- .103 sq in /width b No. 4 0 23 in. o.c. Equivalent As.- .102 sq.in./ft No. 5 0 36 in. o.c. Equivalent As.- .102 sq.in./ft - 2.04 in. , 2.04 in. 5 RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12TH Ave. -Suite 18 SEATTLE,WASHINGTON 98122 (206) 324 -6160 Job GATEWAY IV1Ay Calculated by gib Checked by Date 2/23/89 TILT -UP WALL DESIGN fc = 3,000 psi. fy = 60,000 psi./ Actual Thickness = 6.250 in./ Design Thicknesss = 5.500 in/ Haight = 17 ft. (Distance between Height of parapet = 5.00 ft.'' Tributary width = 12.25 ft.`s Roof dead load = 4056 ✓pounds per width b ( Roof live load = 6344 " pounds per width b ( Wind load = 15.5`"psf. Seismic Zone 3 / / Eccentricity = 6.25 in. Depth to steel = 3.69 /in. X ledger and floor) 24 in.) 24' in. ) CASE IA U = 1.4(0) + 1.7(L) M =P *e !e roof (No P* deflection) Moment under factored loads Mum 8,574.58 ft -lbe /width b Phi times nominal moment (PhiMn) = 14,245.10 ft -lbs /width b As.= .707 sq in /width b 4 -4 4 As= .79 aq.in. 3 -4 5 As= .92 eq.in. CASE I8 U = 1.4(0) + 1.7(L) M =.6 *P *e + P *deflection Moment under factored loads Mu= 16,306.76 ft -lba /width b Phi times nominal moment ( PhiMn) = 16,334.15 ft -lbe /width b Deflection under service loads • .333 in, < Allowable.Deflection Moment under service, loads Ms= 3,891.65 ft -lbs /width b As.= .956 sq. in /width b 5 -4 4 As= .98 eq.in. 4 -4 5 Aso 1.23 eq.in. 2.04 in. RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1G05 12TH Ave.-Suite 18 SEATTLE,WASHINGTON 98122 (206) 324 -6160 Job GATEWAY IV Sheet no. k1S Calculated by AS Checked by Date 2/23/89 CASE II U = .75(1.0+I.7L +1.87E) 0 % Live load Moment under factored loads Mu= 18,010.77 ft -lbs /width b Phi times nominal moment (PhiMn).= 18,060.44 ft -lbs /width b Deflection under service loads - 1.631 in. < Allowable Deflection = 2.04 in. Moment under service loads Ms= 11,327.04 ft -lbe /width b Ae. =1,215 eq in /width b 4 -4 5 As= 1.23 sq.in. 3 -4 6 As= 1.33 sq.in. CASE III U - .75(1.40 +1.7L +1.70W) 50% Snow load 0,5E 4. 45 ET- Moment under factored loads Mu= 18,332.32 ft -lbe /width b Phi times nominal moment (PhiMn) - 18,405.75 ft -lbs /width b Deflection under service loads - 1.627 in. < Allowable Deflection = 2.04 in. Moment under service loads Ms= 11,808.43 ft -lbs /width b As. -1.242 sq in /width b 4 -$ 5 As= 1.23 eq.in. 3 -4 6 As= 1.33 sq.in. CASE IV U - .9(D) +1.43(E) Moment under factored loads Mu= 17,238.01 ft -lbs /width b Phi times nominal moment (PhiMn) - 17,253.76 ft -lbe /width b Deflection under service loads - •1.769 in. < Allowable Deflection ,= Moment under service loads Ms= 11,515.27 ft -lbe /width b As. =1.140 sq in /width b 4 -4 5 As= 1.23 eq.in. 3 -* 6 As= 1.33 eq.in. CASE V U - .9(D) +1.30(W) 2.04 in. Moment under factored loads Mu= 14,940:47 ft -Ibs /width b '. Phi times nominal moment (PhiMn) - 14,988.20 ft -lbe /width b Deflection under service loads = 1.792 in. < Allowable'Deflection - 2.04 in. Moment under service. loads Me= 10,614.04 ft -lbs /width b Ae.= .914 eq in /width b 5 -•4 4 As .98 sq.in. 3 -4 5 As= .92 eq.in. RICHARD HUDSON b ASSOC. INC. CONSULTING ENGINEERS 1605 12TH Ave.-Suite 18 SEATTLE,WASHINGTON 98122 (206) 324 -6160 Job GATEWAY IU W� Calculated by Arid Checked by Date 2/23/89 TILT -UP WALL DESIGN 71.9x1. fc - 3,000 psi.' fy - 60,000 psi./ Actual Thickness - 6.250 in. Design Thickness - 5.500 in. Height - 17 'eft. (Distance Between ledger and floor) Height of parapet - 5.00 ft., Tributary width - 13.5, ft.,/ Roof deed load - 2268 ✓ pounds per width b ( 24 in.) Roof live load - 4050 ' pounds per width b ( 24 /in.) Wind load - 17.7 pef.✓ Seismic Zone 3 / Eccentricity - 6 in. Depth to steel - 3.69 1n. CASE IA .0 - 1.4(0) + 1.7(L) MmP *e 0 roof (No P* deflection). Moment under factored loede Mu- 5,030.10 ft -lbs /width b Phi times nominal moment (PhiMn) - 10,771.30 ft -lbs /width b As.- .384 sq in /width b 2 -* 4 As- .39 sq.in. 2 -* 5 As .61 sq.in. CASE IB U - 1.4(D) + 1.7(L) M- .6 *P *e + P'def lect ion. Moment under factored loads Mu- 12,371.16 ft -lbs /width b Phi time. nominal moment (PhiMn) - 12,429.93 ft -lbs /width b Deflection under service loads - .104 in. < Allowable'Deflection Moment under service loads M. 2,072.06 ft -lbe /width b As.- .545 aq °in /width b 3 -* 4 As- .59 sq.in. 2 -* 5 A. .61 eq.in. 2.04 in. RICHARD HUDSON & ASSOC. INC. Job GATEWAY IV 40 CONSULTING ENGINEERS Sheet no. 1606 12TH Ave. -Suite 18 Calculated by 00 SEATTLE,WASHINGTON 98122 Checked by (206) 324 -6160 Date 2/23/89 CASE II U = .7S(1.4D +1.7L +1.87E) 0 %Live load Moment under factored loads Mum 18,328.20 ft -lbs /width b Phi times nominal moment (PhiMn).• 18,409.28 ft -I•bs /width b. Deflection under service loads - 1.626 in. < Allowable Deflection - 2.04 in. Moment under service loads Ms• 11,466.88 ft -lbs /width b As. =1.256 sq in /width b 5 -* 5 Ae- 1.53 eq.in. > Maximum Allowable As= 1.42 eq.in. 3 -* 6 As- 1.33 sq.in. CASE III U - .75(1.40 +1.7L +1.70W) 50% Snow load Moment under factored loads Mu- 18,828.84 ft -lbe /width b Phi times nominal moment (PhiMn) 18,875.53 ft -lbs /width b Deflection under service loads • 1.720 in. < Allowable Deflection Moment under service loads Ms. 12,544.91 ft -lbs /width b As.•1.303 eq in /width b 2.04 in. 5 -* 5 As- 1.53 sq.in. > Maximum Allowable As- 1.42 eq.in., 01E y c Ci 3 -* 6 As- 1.33 sq.in. c? S 7n f((• Sit CASE IV U • .9(D) +1.43(E) Moment under factored loads Mu• 17,703.21 ft -lbs /width b Phi times nominal moment (PhiMn) • 17,710.43 ft -lbs /width b Deflection under service loads • 1.751 in. < Allowable Deflection - 2.04 in. Moment under service loads Ms- 11,633.93 ft -lbs /width b As. -1.191 eq in /width b 4 -* 5 As- 1.23 eq.in. 3 -* 6 As- 1.33 sq.in. CASE V U - .9(D)+1.30(W) Moment under factored loads Mu- 16,664.45 ft- lbe /widthb Phi times nominal moment (PhiMn) - 16,746.24 ft -lbe /width b Deflection under service loads • 1.891 in. < Allowable Deflection - 2.04 in.. Moment under service loads Ms- 11,877.66 ft- lbe /width.b As. -1.090 sq.in/width b 4 -* 5 Asa 1.23 eq.in. 3 -* 6 As• 1.33 eq.in. RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12TH Ave. -Suite 18 SEATTLE,WASHINGTON 98122 (206) 324 -6160 Job GATEWAY IV Sheet no. W Calculated by AS Checked by Date 2/23/89 TILT -UP WALL DESIGN fc = 3,000 psi. fy = 60,000 psi./ Actual Thickness = 12.000 in.' Design Thickness ■ 12.000 in. ' Height = 17.87ft. (Distance between Height of parapet = 4.20 ft. Tributary width = 12.25 ✓ft. Roof dead load = 4056/pounds per width b Roof live load = 6344' pounds per width b ( Wind load = 15.5 pa?. Seismic Zone 3 Eccentricity = 6 Tin. Depth to steel = 9 /in. 1 ledger and floor) 11.99 in.) 11.99 7 in.) CASE IA U = 1.4(D) + 1:7(L) M ■P *e A roof (No Pf deflection) Moment under factored loads Mum 8,231.60 ft -lbe /width b Phi times nominal moment (PhiMn) = 30,620.72 ft -lbs /width b As.. .269 eq in /width b 2 -4 4 As= .39 sq.in. 1 -* 5 As= .31 sq.in. CASE IB U = 1.4(0) + 1.7(L) M =.6 *P *e + P *deflection. Moment under factored loads Mu= 11,528.68 ft -lba /width b Phi times nominal moment (PhiMn) = 26,848.08 ft -lbe /width b Deflection under service loads = .034 in. < Allowable Deflection = 2.14 in. Moment under service loads Msa 3,217.73 ft -lbs /width b As.= .167 aq in /width b 1 -4 4 As .20 sq.in. 1 . -4 5 Asa .31 aq.in. RICHARD HUDSON & ASSOC. INC.. CONSULTING ENGINEERS 1605 12TH Ave. -Suite 18 SEATTLE,WASUINGTON 98122 (206) 324-6160 Job GATEWAY IV Sheet no. H11 Calculated by e4 Checked by Date 2/23/89 CASE II U .75(1.40 +1.7L +1.87E) 0 % Live load Moment under factored loads Mu. 28,373.52 ft -lbs /width b Phi times nominal moment (PhiMn).• 37,398.80 ft -lbs /width b Deflection under service loads . .486 in. < Allowable Deflection Moment under service loads Ms. 18,723.17 ft -lbs /width b As.. .771 sq in /width b 2 -!t 6 As. .88 sq.in. 2 -it 7 As. 1.20 sq.in. CASE III U • .75(1.40 +I.7L +1.70W) 50% Snow load 2.14 in. VOSi- ito 1 s✓r Moment under factored loads Mu- 16,403.54 ft -lbs /width b Phi time nominal moment (PhiMn) - 28,145.16 ft -lbs /width b Deflection under service loads • .220 in. < Allowable Deflection - 2.14 in. Moment under service loads Ms. 10,257.51 ft -lbs /width b As.. .376 sq in /width b 2 -* 4 As. .39 sq.in. 2 -% 5 As. .61 sq.in. CASE IV U • .9(D )+1.43(E) Moment under factored loads Mum 27,989.71 ft -lbs /width b Phi times nominal moment (PhiMn) - 36,228.89 ft -lbs /width b Deflection under service loads - .504 in. < Allowable Deflection Moment under service loads Ms. 18,765.29 ft -lbs /width b As.. .759 sq in /width b 2 -% 6 As- .88 sq.in. 2 -It 7 As. 1.20 aq. in. CASE V U - .9(0) +1.30(W) 2.14 in. Moment under factored loads Muis 13,934.05 ft -lbs /width b Phi times nominal moment (PhiMn) do 24,011.71 ft -lbs /width b Deflection under service loads - .193 in. < Allowable Deflection • 2.14 in. Moment under service loads Ms. 9,185.40 ft -lbe /width b As.. .320 sq in /width b 2 -4 4 Aso .39 sq.in. 2 -$ 5 As. .6t sq.in. REPORT OF CONSULTATION PLANNED 37 -ACRE DEVELOPMENT TUKWILA, WASHINGTON FOR THE KAISER DEVELOPMENT COMPANY 14260- 003 -005 JUNE 27, 1985 17-1 16 (0.01 Dames & Moore l Dames & Moore Mackenzie /Saito Engineering, Inc. 300 - 120th Avenue NE, Suite 233 Building No. 3 Bellevue, Washington 98005 Attention: Mr. Lynn Takeuchi Gentlemen: 155 N.E. 100th Street P.O. Box C -25901 Suite 500 Seattle, Washington 98125 -0711 (206) 523 -0560 TWX: 910 - 444 -2021 Cable address: DAMEMORE June 28, 1985 TSW11110 MAR 15109g "'ON & DES00,1NC. Report of Consultation Planned 37 -Acre Development Tukwila, Washington, for the Kaiser Development Company This letter confirms recommendations provided to Ms. Susan Laszlo with Mackenzie /Saito Engineering, Inc. on June 26, 1985 regarding road- way pavement design for the subject development. We understand that the current design consists of the following pavement section: 3" asphalt concrete 4" crushed rock This section will be supported by 12 inches of 1.5 inch (minus) fill and . at least 6 inches of pit run sand and gravel, properly compacted. We are informed that the City of Tukwila has requested that the pavement section be changed to the following design: 2" asphalt concrete 4" asphalt treated base This section will be supported also by compacted layers of 1.5 inch (minus) and pit run fill. Dames & Moore. has reviewed each of the sections noted above to compare. the competence of the current design section to that proposed by the City of Tukwila. Our review was conducted by reducing the two Dames & Moore Mackenzie/Saito Engineering, Inc. June 28, 1985 Page 2 layers of each pavement section to an equivalent thickness of crushed rock using equivalency factors suggested in the literature. Based on our analysis, the pavement section consisting of 3 inches of asphalt concrete and 4 inches of crushed rock is approximately equivalent to 8.4 inches of crushed rock. The section consisting of 2 inches of asphalt concrete and 4 inches of asphalt treated base is equivalent to about 7.9 inches of crushed rock. It is our opinion that the pavement section consisting of 3 inches of asphalt concrete and 4 inches of crushed rock is a more competent pavement section than that suggested by the City of Tukwila. The current design, as proposed by Mackenzie /Saito Engineering, Inc., is also consistent with existing pavements at similar developments in the City of Tukwila. Dames & Moore's extensive experience regarding design and construction of warehouse and office -type developments in the City of Tukwila also suggests that the current pavement section is appropriate. have any JBH: emw 14260- 001 -005 3 copies submitted cc: Kaiser Development Company Attn: Mr. Gerald L. Kirkpatrick (3) Mackenzie /Saito Engineering, Inc. Attn: Mr. Gary E. Thornton, P.E. (3) We trust this information meets your present needs. Should you questions or require further information, please call. Yours very truly, DAMES & MOORE By, ames B. Harakas, P.E. Senior Engineer 1 IJ 2 IriNtagglign MAR 1 MN OMAN & DESALVO, INC. ErErforEIVEn APR 0 b 198g MAHAN & DESALVO, INC. REPORT OF CONSULTATION PLANNED 37-ACRE DEVELOPMENT TUKWILA, WASHINGTON FOR THE KAISER DEVELOPMENT COMPANY 14260-001-005 14260-003-005 JUNE 28, 1985 Dames& Moore RECEIVED CITY OF tUKWItA •wL MAR 3 1989 swum) Den. Dames & Moore Kaiser Development Company 300 Lakeside Drive Oakland, California 94643 155 N.E. 100th Street P.O. Box C -25901 Suite 500 Seattle, Washington 98125 -0711 (206) 523-0560 TWX: 910 - 444 -2021 Cable address: DAMEMORE June 27, 1985 Attention: Mr. Gerald L. Kirkpatrick Division Engineering Manager Gentlemen: RERTIVgn APR 051989 MAHAN & DESALVO, INC. Report of Consultation Planned 37 -Acre Development Tukwila, Washington, for the Kaiser Development Company This letter confirms information provided to representatives of SSG Corporation regarding suitability of fill materials for your planned 37 -acre development in Tukwila, Washington. As requested by Messrs. Steve Quinn and George Minniear with SSG Corporation, we have conducted laboratory testing of several samples from proposed fill sources to evaluate the suitability of those sources for structural fill at the planned development. We have conducted wet sieve analyses, minimum den- sity and maximum density (based on ASTM D- 1557). The tabulations shown below area summary of the information provided to SSG Corporation. TABLE 1 WET SIEVE ANALYSES Sample Number and Percent Passing Name /Designation Date Tested No. 200 Sieve 1. City Transfer 5/22/85 3.3 2. Bob McCann 5/22/85 13.9 3. Hos Brothers 5/22/85 18.2 4. City Transfer (Pit Run) 5/23/85 23.9 • 5. Persen Pit 6/04/85 24.0 6. Bob McCann (Sample E) 6/06/86 24.0 Kaiser Development Company June 27, 1985 Page 2 TABLE 1 (Continued) Dames ,& Moore Sample Number and Name /Designation Percent Passing Date Tested No. 200 Sieve 7. Bob McCann (Sample W) 6/06/85 3.5 8. Jack McCann (Foley Pit) 6/11/85 ' 17.5 9. Jack McCann (Lloyds Milton Pit) 6/13/85 2.5 10. Jack McCann Sand & Gravel, 6/14/85 7.0 Milton Pit 11. Jack McCann Lakeridge Pit 6/27/85 11.9a 6.0b, a) Based on 3/4 -inch minus b) Based on total sample TABLE 2 MOISTURE AND DENSITY RELATIONSHIPa Sample Number Minimum Maximum Moisture Density and Name/ Dry Density Dry Density Content (tons per Designation (pcf) (pcf) (percent) (cubic. yard) 1. City Transfer 94.9 2. Jack McCann (Lloyds Milton Pit) 87.3 3. Jack McCann Lakeridge Pit 129.2 Samples tested 6/24/85 133.5 106.0 149.5 7.5 12.0 8.2 1.28 1.18 1.74 It is our opinion that the best borrow sources include the City Transfer Pit (Tables 1 and 2, Sample 1; the Bob McCann Pit (Table 1, Sample 7; the Jack McCann, Lloyds Milton Pit (Table 1, Sample 9; Table 2, Sample 2), and the Jack McCann Sand ` Gravel Milton Pit (Table 1, Sample 10). These materials are suitable based on the percentage passing the No. 200 sieve. Other factors should be considered also, Kaiser Development Company June 27, 1985 Page 3 Dames & Moore including the range of particle size for each sample, workability during wet weather conditions, trafficability during both wet and dry weather conditions, and cost. We were informed today by Mr. Minniear that borrow material from the Jack McCann Lloyd Milton Pit will be used for building area, yard /pavement area and preload fill. Material from City Transfer (Sample 1) will be used to cap the building pads after preload removal. Dames & Moore concurs with the use of these materials and the sequence of placement. Proper compaction procedures will, of course, be required during site filling. We understand the current schedule is to begin fill placement in building and yard areas on or about July 8, 1985. A representative from our staff will be onsite to monitor the contractor's activities at that time. We trust this information meets your present needs. Should you have any questions or require further information, please call. Yours very truly, DAMES & MOORE By JBH:emw 14260- 003 -005 3 copies submitted cc: SSG Corporation Attn: Mr. George Minniear (1) Mackenzie /Saito Engineering, Inc. Attn: Mr. Gary Thornton (1) ames B. Harakas, P.E. Senior Engineer REPORT OF CONSULTATION PLANNED 37-ACRE DEVELOPMENT TUKWILA, WASHINGTON FOR THE KAISER DEVELOPMENT COMPANY 14260-001-005 MAY 21, 1985 Clames&Moore L • Dames & Moore Kaiser Development Company 300 Lakeside Drive Oakland, California 94643 155 N.E. 100th Street P.O. Box C -25901 Suite 500 Seattle, Washington 98125 -0711 (206) 523 -0560 TWX: 910- 444 -2021 Cable address: DAMEMORE May 21, 1985 Attention: Mr. Gerald L. Kirkpatrick Division Engineering Manager Gentlemen: Report of Consultation Planned 37 -Acre Development Tukwila, Washington, for the Kaiser Development Company This letter summarizes and confirms recommendations provided by the writer during a meeting at the offices of SSG Corporation in Seattle, Washington on May 14, 1985. We attended the meeting at your request to pro- vide clarification of recommendations included in our report of geotechnical investigation for this project dated March 19, 1985. We understand that SSG Corporation is a prospective contractor and has proposed a significant cost savings if Class 8 fill is used as an alternate to the select Class A fill recommended in our March 19 report. The recom- mendations outlined in our report call for sand and gravel with not more than 5 percent passing the No. 200 sieve. We understand that SSG Corpora- tion is proposing to use a sand and gravel with 7 to 12 percent passing the No. 200 sieve. We concur with the use of this alternate material provided that the moisture content of the fill is controlled during placement, and that compaction to the specified degree can be achieved. You should recognize, also, that use of this fill will be limited to dry weather con- ditions. If sustained wet weather prevails during earthwork operations, some delays may occur if the proposed fill cannot be conditioned to the optimum moisture content before compaction. Kaiser Development Company May 21, 1985 Page 2 Dames & Moore Since site filling and earthwork will be undertaken during the drier seasons of the year, it is our opinion that the thickness of fill soils underlying pavement areas can be reduced from 24 inches as recommended in our report for this project to a minimum thickness of 18 inches. This recommendation, however, is contingent upon the ability of the contractor to achieve the specified density of 95 percent for the entire 18 -inch layer of fill. If compaction to the recommended 95 percent criteria cannot be achieved, some overexcavation to enable placement of more fill will be required. Assuming that filling is accomplished as recommended, pavement sections consisting of three inches of the Class B asphalt and four inches of crushed rock should be used in roadways and truck- maneuvering areas. Two inches of Class B asphalt concrete and four inches of crushed rock is appropriate for parking areas. These recommendations supercede the suggested pavement sec- tion outlined in our March 19, 1985 report. We trust this information meets your present needs. Should you have, . any questions or require further information, please call. JBH:emw 14260 -001 -005 3 copies submitted cc: Mackenzie /Saito Engineering, Inc. Attn: Mr. Lynn Takeuchi (2) Yours very truly, DAMES A MOORE By James B. Herakas Senior Engineer REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED 37 -ACRE DEVELOPMENT TUKWILA, WASHINGTON FOR THE KAISER DEVELOPMENT COMPANY 14260 - 001 -005 MARCH 19, 1985 Dames & Moore f } REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED 37 ACRE DEVELOPMENT TUKWILA, WASHINGTON for the KAISER DEVELOPMENT COMPANY INTRODUCTION We present in this report the results of our geotechnical investi- gation at the site of a proposed building development for the Kaiser Development Company in Tukwila, Washington. The project site encom- passes approximately 37 acres of undeveloped pasture land between the Duwamish River and Interurban Avenue South, as shown on the Site Plan, Plate 1. The south property line is nearly coincident with 133rd Avenue South (extended). As currently envisioned, the proposed development will ultimately consist of nine one -story buildings which will be utilized for distribution and office facilities. The initial construction will include Buildings 1 and 2 and a proposed roadway, as Other buildings will be designed and obtained. shown on Plate 1. constructed as tenant leases are The structures will consist of slab -on -grade or dock -high concrete slab construction with floor loads in'the 100 to 200 pound per square foot (psf) range. Finished floor grades will vary for each building. Currently, minimum final floor grades for Buildings 1 and 2 are planned at Elevation) 15 and 18, respectively. Filling will be required to establish planned grades in most building areas. Some cutting will also be necessary in the northeast portion of the site based on preliminary floor grades for Buildings 8 and 9 and near the center of the project area at the proposed Building 4 location. 1A11 elevations in this report refer to USC & GS Mean Sea Level (MSL) datum. -1- Dame :.8 Moore i The purpose of our geotechnical investigation is to provide engi- neering recommendations for site development and foundation support of the proposed buildings based on exploration of subsurface conditions, laboratory testing, and engineering analysis. Specifically, the scope of this investigation includes: 1. Exploration of site subsurface conditions by means of drilled borings, Dutch cone probes, and backhoe test pits. 2. Laboratory testing of the soils encountered to identify their pertinent physical characteristics relative to the planned construction. Our laboratory program has included moisture density determinations and consolidation tests. 3. Engineering recommendations regarding site preparation. We include alternatives for preloading and surcharging proposed building areas, general gradation /compaction criteria for on- site and imported fill soils, and evaluation of the suitability of on -site soils for use as fill. Estimates of ground settle- ment due to fill placement and building floor loads are pro- vided. 4. Recommendations for foundation'support of Buildings 1 and 2 and preliminary recommendations for support of the remaining build- ings envisioned for the development. Allowable soil bearing pressures, minimum footing width and depth requirements, and estimates of footing settlements are included. 5. Evaluation of subgrade soils underlying the alignment of the proposed roadway as a basis for recommendations regarding pave- ment design and construction. We include criteria for prepara- tion of subgrade soils, compaction criteria for on -site and imported soils and recommended CBR values for design of flexible pavements. Dames 1 Moore SITE CONDITIONS SURFACE CONDITIONS The project area is currently utilized as pasture land. A resi- dence and appurtenant farm outbuildings are located in the extreme north portion of the site. Surface grades vary generally from about Elevation 20 along the Duwamish River to about Elevation 9 at the extreme south corner of the project area near Interurban Avenue South. Surface drainage is generally fair to good, except in the aforementioned low area. The entire site surface, with the exception of the fenced barn- yard areas, is covered with a topsoil layer containing abundant organics and a thick root mat extending at least 1 foot below grade. SUBSURFACE CONDITIONS Subsurface soil and ground water conditions underlying the project area were investigated by 2 drilled borings, 4 Dutch cone probes, and 21 test pits. The approximate locations of the explorations are shown on Plate 1. Equipment and procedures utilized during the field program, in 1 addition to logs of the explorations, are contained in the appendix. Soils which underlie the project area are comprised of alluvial silt, organic silt and sand deposits. The near- surface soils consist of silt and organic silt which are generally soft to medium stiff in place and extend to depths on the order of 6 to 9 feet below current site grades at the locations of our explorations. These soils are character- ized by low to moderate strength and moderate to high compressibility. The upper soils are underlain by deposits of loose to medium dense, fine to medium sand with a variable silt content. These soils extend to the depths explored at the locations of our borings and Dutch cone probes. The sand deposits possess moderate strength and relatively low compressibility characteristics. They are interlayered at various depths with deposits of medium stiff sandy silt and soft to medium stiff organic silt. The deep layers of silt and organic silt are moderately compressible and possess low to moderate strength. The extent and thickness of these compressible deposits is variable throughout the pro- ject area. -3- Darne ;: a Moore Ground water levels in the borings were not measured due to the drilling method utilized. However, water was encountered in most of the test pit excavations at depths ranging from about 1 to 10 feet below current site grades. We anticipate that ground water levels beneath the site will fluctuate seasonally with variations -in the amount of precipi- tation and the level of the nearby Duwamish River. CONCLUSIONS AND RECOMMENDATIONS GENERAL We conclude, on the basis of our site exploration and analysis, that construction of the distribution and office buildings, as planned, is feasible provided adequate site preparation is implemented. The structures may be safely supported on conventional shallow footings. Settlement due to fill placement and building loads will be variable, but can be significantly reduced by preloading or surcharging as sub- sequently recommended. Specific recommendations for site preparation; fill placement; and foundation, floor slab and pavement design /construc- tion are contained in the following sections. SITE PREPARATION Planned finished floor grades will be established by placing fill within the limits of the proposed structures. Six to seven feet of fill will be required within the limits of Buildings 1 and 2. Fill also will be required to establish planned elevations in yard areas, parking lots, and along the proposed roadway alignment. All fill soil, whether it is to be used as structural fill or as preload material, should consist of clean sand or sand and gravel with not more than about 5 percent passing the No. 200 sieve. The existing near - surface silty soils will not be suitable for this purpose. Structural fill in building and pavement areas should be placed in lifts not exceeding about 8 inches before compaction. Each lift should be compacted to 95 percent of the maximum dry density based on.the ASTM D -1557 test procedure. No specific degree of compaction is required in landscaped areas or for soils used as preload. -4- Darner 1: Moore The surficial layer of topsoil with roots and organic material should be left in place where at least 2 feet of imported fill will be required to achieve planned elevations. Excavation and removal of the topsoil layer in areas where cutting will be required should be done only during periods of dry weather, using wide- tracked bulldozing equip- ment. The intent of this recommendation is to reduce the potential for significant disturbance of the underlying silt and organic silt depo- sits. Immediately after removal of the topsoil, a blanket of fill, 12 to 18 inches in loose thickness, should be placed and compacted to about 90 percent of the recommended ASTM D -1557 criteria. Construction equip- ment should be restricted from these areas until the initial fill cover is in place and compacted. Placement of the fill should be accomplished by pushing end - dumped, imported material onto the exposed site soils using tracked equipment. Subsequent lifts of material should be 8 inches in loose thickness and compacted to the 95 percent criteria. BUILDINGS 1 AND 2 Settlement: The fill soils placed to achieve planned elevations, the weight of the proposed structures, and building floor loads will induce consolidation of the compressible silt and organic silt deposits which underlie the project area. The magnitude of consolidation, and measurable settlement at the ground surface, will depend upon the thickness and compressibility of the alluvial soil deposits, the height of fill and areal loads induced by the structure and its contents. Estimated settlements within the limits of Buildings 1 and 2 are tabu- lated below based on the planned finished floor elevations and an assumed floor loading of 150 psf. Building Planned Finished Floor Elevation Estimated Total Settlement (Inches) 1 15 8 to 12 2 18 4to6 Greater settlements should be expected if higher finished floor grades are established and if areal floor loads exceed 150 psf. Damn: & Moore r 1 A portion of the estimated settlement noted above will be realised as post- construction settlement induced by application of building foun- dation and floor loads. The magnitude of these settlements will depend on several factors, including the distribution of loads throughout the building area and the characteristics of the underlying compressible soil deposits. If the building areas are not preloaded or surcharged, differential settlements in the range of 2 to 5 inches may be expected at Building 1, and 1 to 3 inches at Building 2. The consequences of these anticipated differential settlements include cracking of plaster, concrete walls, and floor slabs; separation of wall panels; and other detrimental architectural displacements. Without preloading or sur- charging the risk of such occurrences is moderately high. Preload and Surcharge Programs: We have considered, as part of this study, two alternatives which can be used to preinduce consolida- tion of the compressible soil layers which underlie the Building 1 and 2 sites. Each alternative is discussed in some detail in the following paragraphs. Alternative 1: An alternative, which we consider as a feasible approach to site preparation, is to preload each building area under a weight of fill which is equivalent to the distributed weight of the building and the weight of the building floor loads. This is in addi- tion to the fill required to achieve planned elevations. For purposes of planning building preload quantities, we suggest that 1 foot of pre- load soil be assumed to equal 100 psf of floor loading. However, a minimum preload height of 2.5 feet is recommended assuming a 150 psf floor loading additive to a building weight equivalent to about 100 psf. We recommend that the full height of building preload fill extend at least 10 feet beyond the building line on all sides of the proposed structure. At the south end of Building 1, however, the preload should overlap the west end of Building 5 by about 15 feet to reduce the poten- tial for additional consolidation beneath Building 1 if the Building 5 area is preloaded at a later date. The Building 1 preload should be left in place for a period of approximately 4 to 6 weeks after the preload reaches full height, or -6- Damr;: f Moore until the settlement marker data indicates that the majority of the soil consolidation has occurred. We expect that approximately 3 to 5 weeks of preloading will be required within the limits of Building 2. Settlement markers should be established at an approximate 100 - foot spacing within the limits of each building area. A suggested detail and method of placement for settlement markers is shown on Plate 2. Each settlement marker should be read initially before placement of any fill, daily until fill placement is complete, and weekly thereafter during the preload period. Settlement data should be transmitted to Dames & Moore on a timely basis so that we can assess the progress of settlement resulting from the preload program. Post - construction settlement of foundations and floor slabs should be relatively small following preloading of the building areas as recom- mended. However, some long -term consolidation of highly organic depo- sits will occur resulting in areal settlements in the range of 1 to 3 inches. This long -term or secondary consolidation can be reduced by surcharging each building area as described in the following paragraphs. Alternative 2: The period required to induce consolidation of the compressible soil layers underlying each building area and the long -term settlement related to secondary consolidation of organic deposits can be reduced by surcharging each building area. A surcharge program consists of placing fill soils in excess of the anticipated combined weight of the building, floor load and fill required for building construction. We estimate that a surcharge period of 3 to 5 weeks will be required for Building 1, assuming a surcharge height of 4 feet. This height of soil is in addition to that required for preloading to the design floor loading. Two feet of surcharge at the Building 2 site will reduce the site preparation time to approximately 2 to 4 weeks. We wish to emphasize that the period for preloading or surcharging is measured from the time at which the preload or surcharge reaches its full height. Furthermore, the required time period is an estimate which must be evaluated on the basis of measurements of the settlement markers. -7- Darnr.: L' Moore It will be very important that the preload and surcharge soils have a law percentage of silt or clay particles, especially if these mate- rials will be reused elsewhere on the site. As discussed previously, a maximum of 5 percent fines is recommended. No specific compaction cri- teria of the upper portion of the preload or surcharge soils is required except that necessary to maintain trafficability for construction equip- ment. However, since a, portion of the preload fill will settle below planned floor subgrade, the bottom 12 inches of preload material should be compacted to the 95 percent criteria. Foundation Support: We recommend that all footings constructed for support of the proposed buildings be founded on at least 2 feet of clean granular fill material compacted as recommended previously. This cri- teria may require some overexcavation of the existing site soils at some locations. Overexcavation should extend beyond the sides of each foot- ing a distance equal to the depth of soil removal beneath the footing. The base of each footing excavation should be inspected prior to placing backfill. If loose, wet or soft areas exist they should be removed to an additional depth of 2 feet or firm bearing, whichever is less, under the direction of a representative from our office. We recommend that all footings be founded.at least 18 inches below the lowest adjacent finished grade. Individual foundations should have a minimum width of 3 feet. Continuous'wall footings should be at least 16 inches wide. Foundations designed and constructed in this manner may be apportioned for an allowable soil bearing pressure of 2,000 psf, assuming that building areas are preloaded or surcharged. Settlement of footings should be less than about 1/2 inch. Most of this settlement should occur rapidly as the loads are applied. Post - construction dif- ferential settlements will be negligible. FUTURE BUILDINGS Settlement: Filling to achieve planned grades during future devel- opment in other areas of the site will induce consolidation of compressible soils which underlie the project area. Settlements will vary with fill and building loads, and the thickness of compressible -8- F Moore soil deposits. In general, roughly 1 inch of settlement will occur for each foot of fill or 100 psf of applied structural and live floor load, assuming 6 feet of silt soils are present immediately below current site grades. Deeper compressible deposits which exist beneath some proposed building areas also will consolidate, resulting in ground settlements which will be additive to those noted above. Preloading and Surcharging Programs: Preloading or surcharging of other proposed building areas should be anticipated unless conditions more favorable than those encountered in Buildings 1 and 2 exist elsewhere on the site. Programs similar to those outlined for proposed Buildings 1 and 2 will be appropriate. The duration of these programs will probably vary between about 2 to 6 weeks, depending on subsurface conditions, required fill heights and building design loads. Foundation Support: Conventional shallow foundations, designed and constructed as previously recommended, will be feasible for properly prepared buildings areas throughout the remainder of the project area. Overexcavation /replacement of site soils in some areas will- be required to provide uniform and firm foundation support. Allowable soil bearing pressures of 2,000 psf are appropriate for preliminary planning purposes assuming design /construction commensurate with the recommendations con- tained in this report. SUBSURFACE CONSTRUCTION Excavation for utilities, electrical systems, and other facilities for the proposed development which will require construction below grade could encounter ground water. The extent and volume of ground water will depend on the depth of excavation, types of soils encountered and season of the year. Excavations into the surficial silt and organic silt deposits will encounter moderate amounts of seepage. Deeper exca- vations which encounter the underlying sand deposits will encounter significant volumes of ground water. Pumping from sumps or installation of well points for dewatering should be anticipated as a possible method for subsurface construction. Dom.!: F. Moore r f PAVEMENTS The surface topsoil layer and organic silt possess low strength and pavements. We suggest a CBR value of be supported directly on the existing a resistance (R) value of 15. underlying deposits of silt and moderate supporting capability for 4 be used for pavements which will site surface. This corresponds to If pavements are supported by at least 2 feet of granular fill placed and compacted as previously recommended, a subgrade CBR value of 10 (approximate equivalent R value of 40) should then be used for pave- ment design. We suggest a pavement section consisting of 6 inches of crushed rock (approximate CBR value of 100, R value equal to about 85) and 3 inches of asphalt pavement in roadway and drive areas. Two inches of asphaltic concrete should be sufficient in passenger car parking areas. The following plates and appendix are attached and complete this report: March Plate 1 :Plate 2 Appendix Site Plan Detail of Suggested Settlement Plate Site Exploration and Laboratory Tests � ��,..LA jr C. • � �'cCISTER us /Gn',��,��.v i 1% 19, 1985 Respectfully submitted, DAMES ` MOORE By Joseph Lamont, Jr. Senior Partner • EXISTING GROUND SURFACE MEASUREMENT ROD, 1/2" 0 PIPE CASING, 2 ",0 PIPE (SET ON PLATE, NOT FASTENED) COUPLING WELDED TO PLATE SETTLEMENT PLATE, 16" X 16" X 1/4" SAND PAD IF NECESSARY NOTES: (NOT TO SCALE) 1. INSTALL MARKERS ON FIRM GROUND OR ON SAND PADS IF NEEDED FOR STABILITY. TAKE INITIAL READING ON TOP OF ROD AND AT ADJACENT GROUND LEVEL PRIOR TO PLACEMENT OF ANY FILL. 2. FOR EASE IN HANDLING, ROD AND CASING ARE USUALLY INSTALLED IN 5 -FOOT SECTIONS. AS FILL PROGRESSES, COUPLINGS ARE USED TO INSTALL ADDITIONAL LENGTHS. CONTINUITY IS MAINTAINED BY READING THE TOP OF THE MEASUREMENT ROD, THEN IMMEDIATELY ADDING THE NEW SECTION AND READING.THE TOP OF THE ADDED ROD. BOTH READINGS ARE RECORDED. 3. RECORD THE ELEVATION OF THE TOP OF THE MEASUREMENT ROD IN EACH MARKER AT THE RECOMMENDED TIME INTERVALS. EACH TIME, NOTE THE ELEVATION OF THE ADJACENT FILL SURFACE. READ THE MARKER TO THE NEAREST 0.01 FOOT, OR 0.005 FOOT IF POSSIBLE. NOTE THE FILL ELEVATION TO THE NEAREST 0.1 FOOT. DETAIL OF SUGGESTED SETTLEMENT PLATE MME• • MMA■ PLATE 2 APPENDIX SITE EXPLORATION AND LABORATORY TESTS SITE EXPLORATION The exploration program consisted of 2 drilled borings, 4 Dutch cone probes, and 21 test pits. The borings were drilled to depths ranging from 83.5 to 103.5 feet below current site grades using truck - mounted, power- operated, rotary -wash drilling equipment. The cone probes were accomplished by means of a Dutch cone apparatus as described on page A -3. The test pits were excavated with a tractor- mounted backhoe. The locations of the borings, probes and backhoe test pits are shown on Plate 1. Logs of the explorations are presented on Plates A -1 through A -17. The soils have been classified in accordance with the Unified Soil Classification System which is described on Plate A -18. Undisturbed samples of the soils encountered in the borings were obtained using a Dames i Moore sampler of the type illustrated on page A -4. The sampler was driven into undisturbed soils with a weight of 300 pounds falling a distance of 30 inches. The number of blows required to drive the sampler 12 inches into the underlying soils is recorded adja- cent to each sample notation on the boring logs. Bulk samples and undisturbed samples were obtained in the test pit explorations. Undisturbed samples were acquired by pushing a thin wall sampler into the soil. The depth of soil samples acquired in this manner is recorded on each test pit log. j LABORATORY TESTS The laboratory testing program consisted of sample examination and selection of representative soils for testing purposes. The testing program included consolidation tests and moisture - density determinations for correlation with available strength data. The consolidation tests were accomplished to identify the compres- sibility characteristics of the silty soils encountered in our explore- 1)nmr::1 Moore i tions. A description of the test procedure is contained on• page A -5. 1 Test results are presented on Plate A -19. I •Moisture- density determinations were accomplished in conjunction with the consolidation tests and on other selected samples for correla- tion purposes. Results of those tests.are contained on the boring logs adjacent to . the appropriate sample notation, on . the consolidation ' test 'datasheet and on Plate A -20. The following plates are attached and complete this appendix:, Plates A -1 and A -2 - Log of Borings Plates A -3 to A -6 - Log of. Dutch Cone Probes, Plates A -7 to A -17 - Log of Test Pits. Plate A -18 Unified Soil Classification.System Plate .A -19 - Consolidation Test Data, Plate A -20 - Summary of Moisture. Density Determinations. STATIC SOUNDING APPARATUS (DUTCH CONE), • • I Ilbe static sounding apparatus known as the Dutch Cone has found wide application In 'soils exploration. It Is used to measure the static point bearing and friction resistance of soils. An interpretation Of soil types and their physical charac- teristics can be made from these data. The apparatus, as shown at right, consists of • 60-degree cone 10 square centimeters In area, with a trailing tapered sleeve ithich prevents the buildup of side IL MANTLE friction on the cone. The cone section pis fitted over a guide rod attached to a friction mantle, so that the cone and ;mantle may move Independently. An inner sounding rod is attached to the . cone section, with a shoulder which SOUNDING limits the travel of the cone relative ROD to the mantle. An outer push rod is GUIDE ROD 'connected to the mantle. The rods are +actuated by • hydraulic ram outfitted :with'pressure gauges to measure the ,penetration resistance of the soll. TAPERED SLEEVE The test procedure involves advancing the apparatus Into the soil In succes- sive 20 centimeter intervals. Each 'consists of three stages. First the cone is advanced Independently of the !friction mantle using the sounding rod. After the cone has advanced • certain 'distance, the shoulder of the sounding rod engages the friction mantle, and both are pushed further into the soli. 'Finally, the outer push rod Is used to advance the system to the next Anterval, pushing the guide rod and imantle back into the cone. CONE STATIC SOUNDING APPARATUS (SHOWN WITH CONE EXTENDED) Separate observations are made of the pressure necessary to advance the ;cone and that required to advance both cone and sleeve. The friction :resistance Is computed as the difference between the two readings. !The data are usually presented as cone resistance, friction resistance, land • friction ratio which is the friction resistance divided by the cone ;resistance. A-3 Drn Li Moore DRIVING On ING OOU /LR10 DATER OUTLETS NOOTNpDIIS PON P1MIIN0 TOOL NIOPIENE CASKET MEAD NOTE, •MEAD INTENSION' CAN !ENITRODUCID0IY IEN NIAV AND •S ►LIT IANREL• SPLIT BARREL 'tom ( 0/ C011 SAMPLE) RIT — SOIL SAMPLER TYPE U FOR SOILS DIFFICULT TO RETAIN IN SAMPLER CHICK VALVES VALVE CAGE CORI•NETAINII RINOS Is l/!• o.o. IT le 1.0M0) COR E•RE TAMING DEVICE RITYNEI NINO RITAININ (NITINGNANOIAILI RITN OMEN TUNIS) A -4 ALTERNATE ATTACHMENTS SLIT RARR . LOCKING RING SPLIT FERRULE TNNI.0ALLED SAMPLING TURF (0lT`�TM01AILE • CORE.RETAINING DEVICE Dante s 8 Wort. FORM NO. 417.3 (Rev. 1 -75) • METHOD OF PERFORMING CONSOLIDATION TESTS CONSOLIDATION TESTS ARE PERFORMED TO EVALUATE THE VOLUME CHANGES OF SOILS SUBJECTED TO INCREASED LOADS. TIME -CONSOLIDATION AND PRESSURE - CONSOLIDATION CURVES MAY BE PLOT- TED FROM THE DATA OBTAINED IN THE TESTS. ENGINEERING ANALYSES BASED ON THESE CURVES PERMIT ESTIMATES TO BE MADE OF THE PROBABLE MAGNITUDE AND RATE OF SETTLEMENT OF THE TESTED SOILS UNDER APPLIED LOADS. EACH SAMPLE IS TESTED WITHIN BRASS RINGS TWO AND ONE - HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDIS- TURBED SAMPLES OF IN -PLACE SOILS ARE TESTED IN RINGS TAKEN FROM THE SAMPLING DEVICE IN WHICH THE SAMPLES WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CONSTRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED. IN TESTING, THE SAMPLE IS RIGIDLY CONFINED LATERALLY BY THE BRASS RING. AXIAL LOADS ARE TRANSMITTED TO THE ENDS OF THE SAMPLE BY POROUS DISKS. THE DISKS ALLOW DRAINAGE OF THE LOADED SAMPLE. THE AXIAL COMPRESSION OR EXPANSION OF THE SAMPLE IS MEASURED BY A MICROMETER DIAL INDICATOR AT APPROPRIATE TIME INTERVALS AFTER EACH LOAD INCREMENT IS APPLIED. EACH LOAD IS ORDINARILY TWICE THE PRECEDING LOAD. THE IN- CREMENTS ARE SELECTED TO OBTAIN CONSOLIDATION DATA REPRESENTING THE FIELD LOADING CONDITIONS FOR WHICH THE TEST 1S BEING PERFORMED. EACH LOAD INCREMENT 1S ALLOWED TO ACT OVER AN INTERVAL OF TIME DEPENDENT ON THE TYPE AND EXTENT OF THE SOIL IN THE FIELD. DEAD LOAD - PNEUMATIC CONSOL I DOMETER A -5 1114■IVIL!i I: MOCint. ®* -�- b► m V' S G I x•• ' 'E r— DEPTH f SYMBOL OIN FEET a ELEVATION 8.5't 47.9 % -73 Boring B1 OL Mottled brown and gray clayey silt with abundant roots (soft) Water level 2 -22 -85 ML Bray sandy silt with some roots(soft) 28.5 % -89 20 26.5 % -94 30 . 37.0 % -82 SP Dark gray fine sand with occasional lenses of sandy silt and roots (medium dense) 40 60 34.2 % -82 W DEPTH SYMBOL IN FEET e 80 ■ 27 Oa • • 00 -- Light gray fine to medium sand with occasional shell fragments and trace organic matter (medium dense) Boring completed 2 -22 -85 Water level not measured during drilling SM Dark gray silty fine sand (medium dense) OL Gray organic silt with trace of very fine sand (soft - medium stiff) 00 58.6 % -64 70 41.0 % -80 ML SM Gray sandy silt (soft - medium stiff) Gray silty fine sand With occasional shell fragments, (medium dense) Key: IDISTURE CONTENT (LOWS REQUIRED TO DRIVE DAMES a MORE r' rSAMPLER ONE FOOT WITH A HAMMER WEIGHT 1.4.- I• 47.05-73 .0-1 ` OF 300 LOS. AND A STROKE OF 30 !ACMES. DRY DENSITY_--Ij INDICATES DEPTH AT WHICH UNDISTURBED IN FCF DAMES a MORE SAIPLE WAS EXTRACTED. Notes: 1. THE DISCUSSION IN THE TEXT OF THIS REPORT 15 NECESSARY FOR A PROPER UNDERSTANDING OF THE NATURE OF THE SUBSURFACE MATERIALS DESCRIBED ON PLOTS A -1 THROUGH A -1$ 2. ELEVATIONS BASED ON MEAN SEA LEVEL DATUM. ESTIMATED FROM SITE TOPOGRAPHIC INFORMATION OBTAINED BY WILSEY AND HAN. INC. FOR KAISER £EVELOPIENT. Log Of Borings Demos i Moors Job No. 14260 -001 Plats A -1 DEPTH g SYMBOL IN FEET 0 23.6 % -74 28 7 % -76 ELEVATION 16.0'd SM 20 35.1 % -86 SM 30 28.5 % -96 SP Boring B2 Brown sandy silt with abun- dant roots (soft) Brown and gray silty fine sand with some roots (medium dense) Mottled brown and gray silty fine sand (medium dense) 40 21.9% -102 33.9 % -83 GO 32.9 % -85 sm 70 33.1 % -86 Brown and gray fine to medium sand with wood fragments (medium dense) Dark gray fine to medium sand with trace course sand and fine gravel (medium dense) DEPTH SYMUOL M/ FEET 3 4 NL a0- 37.2%-83 35.6 % -82 90 4 ■ ▪ 5 41.8% -76 100 110 5 • Gray sandy silt (medium stiff) Boring completed 2 -22 -85 Gray silty fine sand (medium dense) Interbedded layers of gray silty fine sand and sandy silt with occasional fine gravel (medium dense/stiff) Occasional wood chips Log Of Borings Don.. a No.r. Job No. 14280 -001 Plato A -2 elm PPICTION - IIe /C•0 , a 0,111 t ! 10 Probe DC -1 . COWt Pnaeeulle - P10101 e WPM I 1 I I 'I 811147100 -M Soli Interpretation ' M PITT 1 e e 10110 s0. & 0 4 eta Elevation 14.0! 0 10 _e.E° -• rte .xMe =I: :G Mlp MN .••• 11 NI 0111•11MO.0140. ON IM r.l r•WM=ZC ANI!'� 1•••••••• •• M• M.Z••-'Zr∎ �MIMA �: 4�r::••:� -.7CM. =r..• M� •W.C� NMI rs OMB ••.•..•am =—fir ma Mil MEM ••••• NAM .'::.:C C. ..::CZ: «: lL�tvt f11ICT ON - UICNa If 4 o.s1 It ! p CONn eAtesume - KO /C 1St FFIIICTION Ct /TN I . IA g11ATio - IN I'M 1 a a 10 a0 a0 - 0 A 112 0 10 ====wwl. ow tth. _ W Yw�.:w.•� OM .�"..�3'5w CC:g ma Wilel•M■ •41•11 WW1 MO •• ; CS'� _r TAY 7w •• r-w� O.: l _ Os � +M MMMr. £.::: ,=: :: C. • N•1.• • •...w M epooma w =Y WO. WO rr� air 4/0•111111 MO NW. 1 Probe DC -2 •011 1nlo►orolallon vati.n 11.02 1111 ML SM SP SM ML SP Clayey silt (medium stiff) Silty sand (loose to medium dense) Sand (alediun dense to dense) Silty send (loose). Clayey silt (mediun..sti,ff) Sand (loose to medium dense) Probe : conlpleted2 -26 -85 :op of ,Dutch Cons Probes erm.. a w.r& Job 0.14180 -001 Plato A -4 !LAM r11ICTION - NO/CI? cot Mtttullt - NO /Clig IIICTN�N NM 1 1 1 * Q ah *TIO - el MT 1 t e 1010 60.. ,, .r0 0 612 e mo•mig• 155I 110115=1111115•151! 5M=1•1111011•-41M Mal Probe DC -9 •olt Interpretation 1.n if.Ot == :w.iu: diON• Waal glatoaa •v. P Send (medium dense amnimilee*OHInlimmr•INNSI•••• ••• Job .010;14IS.O -Oq 1 CL 1VE FRICTION - Ro/CU* Ti 4 o,e 1 t1 10 CONE PRESSURE - KjOICMF,RICT ON «PTN I II 1 1 b $RATIO -• tN FEET 1 1 1 10 so so . >Fi .0 4 111 leveti e EalosiligialE NINO •;••WtLC:;L«. C _. " =•sEE MILM•11•IF MEM 111.1,10•1 Mt 11■11111•11.181. MIMI lab MINIM � C �••MY �M� 'MIN ;••1.1�►�•••e�. MOM r. .....1•111•1•=1•41e.....••••.0.............101.00 _'._ - -•• =• :ate "C ■ rte- _ ..r�r•r�= ______.100•••••11• � IRO MO MO: ∎�.i ra' Im w IMber ■ Prob. DC -4 •ol5 4irpretatlon n 111. Clayey silt (medium stiff) Sand (loose to medium dense) MOMS WHIM Sandy. silt (aledium•stiff:to stiff) 'Sand (medium :dense to dense). Grades with occasional,•lenses of :. Andy silt : Sand (looseto.e*diun :stiff) ■• •N•1=1•4•W mow Millis a Nemo Inks A -S TEST PIT 1 Depth Soil (feet) Classification Elevation 10.5+ 0 8.5 8.5 10 ML Grayish brown sandy silt with occasional roots (soft to medium stiff) ML Mottled gray and orange sandy silt with trace roots (medium stiff) ML Dark gray silty fine sand with trace roots (loose to medium dense) Test pit completed .2 -19 -85 Ground water seepage noted at 1' depth Undisturbed sample obtained at 2' depth Disturbed samples obtained at 5' and 9' depths TEST PIT 2 Depth Soil jfeet) Classification Elevation 11.5 0 - 4.5 OL Grayish brown organic silt with abundant roots wood chips b other vegetation, (soft,' 4.5 8.5 ML Gray sandy silt with some roots (soft to medium stiff) Grades with abundant organic matter between!. 6' and 8' depths 8.5 _ - 10 SP Dark gray fine sand with trace silt (medium dense) Test pit completed 2 -19 -85 Ground water seepage noted at 2' depth Undisturbed sample obtained at 8' depth Disturbed samples obtained at 3'. 7' and 9' depths Ramos i Yoors _ �w6 LC. A It Mt It "A A . • .T;:f11`a4.,•tL'Tl ^.;. ... .... ... , . • TEST PIT 3 Depth Soil feet Classification Elevation 8.5+ 0 3' OL Grayish brown organic silt with abundant vegetation and`wood chips (soft) 3 8' ML . Gray sandy si l t, occasi onal wood chips and lenses of black fine sand (soft) SP Dark gray fine sand with trace silt (medium dense) Test Pit completed 2 -19 -85 Ground water seepage noted at .;2.5 depth Undisturbed sample obtained at 2' and 5' depths. Disturbed sample obtained at 9' depth TEST PIT 4' Depth Soil feet Classification Elevation 10.0+ 0 2.3 ML Brown silt with roots (soft) 2.3 4; OL Mottled gray and brown clayey silt with trace roots (soft to medium stiff) 3.9` 9.5 SM ; . Gray silty fine sand with occasional. roots (medium dense) • Test pit completed 2 -19 -85 No ground water encountered during excavation Disturbed samples obtained at 2', 4' and 10' depths D mi s & Moore r. Dept h (feet) 0 TEST. PIT 5 Soil Classification Elevation 10.5+ OL Grayish brown clayey organic silt with abundant roots (soft) SM Dark gray silty fine sand with trace roots` (medium dense) ML Gray sandy silt with abundant organic matter (medium stiff) • Test pit completed 2 -19 -85 Ground water seepage noted at 7.5' depth Undisturbed sample obtained at 8' depth Disturbed samples obtained at 2', 5' and 9' depths TEST PIT 6 Depth Soil feet Classification Elevation 11.5+ 0 . - 4 OL Grayish brown clayey organic silt with abundant roots (soft) Dark gray silty fine sand with trace roots (medium dense) Gray sandy silt with abundant organic matter (medium stiff) Test pit completed 2 -19 -85 Ground water seepage noted at 7.5' depth Undisturbed sample obtained at 8' depth.. Disturbed samples obtained at 2', 5' and 9' depths Nn 4A6RA AA 4 Mimosa Moor. TEST PIT'7 Depth Soi 1 feet Classification Elevation 15.0+ 0 1 ML Brown silt with roots (soft) 1 7.5'.: ML Light brown and gray sandy silt (soft to medium stiff) 7.5. 10 SP Dark gray fine sand (medium dense) Test pit completed 2- 19 -85. No ground water encountered during excavation Undisturbed sample obtained at 3.5' depth Disturbed sample obtained at 8' depth tEST PIT 6 Soil Classification Elevation 14.5+ 1 ML Brown silt with roots (soft) 6 ML. Mottled brown and gray sandy silt with some roots (soft to medium stiff) 9 ML Mottled brown and gray silt with trace roots (medium stiff) 0.5 SP Dark gray fine sand (medium dense) Test pit completed 2 -19 -85 No ground water encountered during excavation Disturbed samples' obtained at 3.5', 6' and 9' depths TEST PIT 9 Depth. (feet) 4.5 ML Mottled brown and gray clayey silt (medium stiff) 45 :5.5 ML Gray sandy silt (soft to medium stiff) 5.5 9 SP. Dark gray fine sand with trace roots (medium dense) Test Pit completed 2 -19 -85 No ground water encountered during excavation, Disturbed samples obtained at.4.5' and ;7' depths TEST PIT 10. ML Mottled brown and gray sandy silt (soft :t medium stiff) SM /SP Dark gray silty fine sand (medium dense)' Test pit completed 2-19-85: Ground water seepage . noted at '10' depth :. Undisturbed sample = obtained; at .4' depth Disturbed sample obtained at 7' depth • Depth Sfeet 0 TEST PIT 11 Soil Classification Elevation 14.0+ ML Mottled brown and gray sandy silt with roots (medium stiff)' ML Gray and brown sandy silt (medium stiff). Dark gray fine sand with trace of silt (medium dense) Test pit completed 2- 19 -85 No ground water encountered during excavation Undisturbed sample obtained at 5' depth Disturbed samples obtained at 2' and 10' depths Depth. (feet): 'Soil Classification TEST PIT 12 Elevation 15.5+ 0 1.5 ML Brown silt with roots (soft). 1.5 - 3.5 ML Mottled brown and gray sandy silt with some. roots (medium stiff) 3.5 7.5. SP Brown fine sand with trace silt (medium dense) 7.5 10 ML Mottled brown and gray sandy silt (medium stiff) 10 11.5 SM Gray silty fine sand (medium dense) Test pit completed 2 -20 -85 No ground water encountered during excavation Disturbed samples obtained at 2', 4' and 8' depths Dames i Moore _Ink Lift • A nen_otn • Depth feet 0 5.5 OL Brownish -gray organic silt with abundant organic matter and some sand (soft to medium stiff) 5.5 9.5 ML Gray sandy silt with occasional roots (medium stiff) Dark gray fine sand with trace roots (medium dense) Test pit completed 2 -19 -85 Ground water seepage noted: at 2' depth Disturbed samples obtained at, 2', 7' and 10'. depths TEST PIT 13 Soil Classification Elevation 9.0 +. 9.5 TEST PIT 14 Depth Soi l (feet) Classification Elevation 12.5+ 0 - 1.5 ML Brown silt with roots '(soft) 1.5 3.5 ML Mottled brown and gray sandy silt (medium stiff: to stiff) Gray fine sandy silt with trace roots and lenses of black fine, sand (medium stiff to stiff) 7.5 10. SP /SM Dark gray fine sand (medium dense) 3.5 7. Test pit completed 2 -20 -85 Ground water seepage noted at 10' depth. Undisturbed sample obtained at 4' depth, Disturbed sample obtained at 9' depth. Job. No.1428.0 -0.01 DIMS 1 Moor* Plate • TEST PIT 15 Depth Soil (feet) Classification Elevation 11.0+ 0 - 1.7 ML Brown silt with roots (soft) 1.7 5 ML Mottled brown and gray sandy silt with trace roots (medium stiff) 5 : 11 ML. Gray sandy silt with lenses of dark gray fine sand (medium dense) Test pit completed 2 -20 -85 Ground water seepage noted at 11' depth Undisturbed sample obtained at 3' depth Disturbed samples obtained at 6' and 10' depths TEST.PIT.16 Depth Soil (feet) Classification Elevation 11.5+ 0. 1.1 ML Brown silt with roots (soft) 1.1 4.5 ML Mottled brown and gray sandy silt with roots and occasional lenses of gray fine sand (medium stiff) 4.5 - 8.5'. SM Gray silty very fine sand (medium dense) 8.5 10. SP Dark gray fine sand (medium dense) Test pit completed 2 -20 -85 Ground water seepage noted at 10' depth Undisturbed sample obtained at 4' depth Disturbed samples obtained at 3', 5': and 9' depths Depth Soil (feet). Classification Elevation 12.5+ 0 3.3 OL Mottled brown and gray organic silt with abundant roots (soft) 3.3 6 SM Grayish brown silty very fine sand (medium dense) 6 9 ML Gray sandy silt with occasional roots and lenses of black fine sand (medium stiff) 9 10 SP Dark gray fine sand (medium dense) Test pit completed 2 -19 -85 Ground water seepage noted at 10' depth Undisturbed samples obtained at 4' depth Disturbed samples obtained at 2' and 9' depths Depth Soil feet Classification Elevation 12.0+ 0 3:5 ML. Mottled brown and gray silt with some roots and fine sand (medium stiff) 3.5 5 SM Gray silty fine sand (medium dense) 5 9.5 SM Dark gray silty fine sand (medium dense)'. Test pit completed 2 -19 -85 Ground water seepage encountered at 9.5' depth Disturbed samples obtained at 2.5', 4' and 8' depths TEST PIT 19 Depth Soil feet Classification Elevation 11.0+ 0 -: 6.5 ML Mottled gray and brown sandy silt with occasional roots (medium stiff) 6.5 9, SP Dark gray fine sand (medium dense) Test pit completed 2 -19 -85 Ground water seepage noted at 9' depth Undisturbed sample obtained at 5' depth Disturbed sample obtained at 7' depth TEST PIT 20: Depth Soil feet Classification Elevation 12.5 +. 0 3 ML Mottled gray and brown sandy silt with some roots. (medium stiff) 3: ,7.5 SM Gray silty fine sand with trace. roots (medium. dense) 7.5 11 SM Dark gray silty very fine sand (medium dense) No ground water encountered during excavation'., Disturbed samples obtained at 2.5', 3' and 10'.: depths Grayish brown clayey silt with roots (soft) Grayish brown silty very fine sand (loose to medium dense). Mottled brown and gray organic silt with abundant organic matter (soft) `. Gray sandy silt with lenses of black fine sand (medium stiff) Test pit completed 2 -19 -85 Ground water seepage noted at 9' depth Undisturbed sample obtained at 3.5' depth. Disturbed samples obtained at 6', 7' and 10' depths r f MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS Coarse Grained Soil; More than 50Z of material is LARGER than No. 200 sieve size. Gravel and Gravelly Soils More than 50: of coarse fraction RETAINED on No. 4 sieve. Clean Gravels (Little ur no fines) i ti N. r • .. '' 4F :.,.:'` '211∎ +7'• ! • CM Well-graded gravels, gravel- sand mixtures, little or no fines. .: * "" ....4441.4. 4 " " :11': • • : *• :• :. GP Poorly—graded gravels, gravel- and mixtures, little or no fines. Gravels with Fines (Appreciable amount of fines) ' GM Silty gravels, gravel -sand- silt mixtures. / e, GC Clayey gravels, gravel-sand- clay mixtures. Sand and Sandy Soils More than 50t of coarse fraction PASSING No. 4 sieve. Clean Sand (Little or no fines) • 0 •a • • • •• •O 0 • • • • •_ • SW -Well-graded sands, gravelly sands, little or no fines. SP Poorly- graded sands, gravelly sands, little or no fines. Sands with Fines (Appreciable amount of fines) 1a 0 ill SM Silty sands, sand -silt mixtures. f Alg S C Clayey sands, s en m— •0 LA 'fl r., = N c a t N .—. I ` «I A) 2 pee 1 cD r 1 = " 0) i o r c Silty and [lays Liquid Limit LESS than 50 M L Inorganic silt a ver sands, rock flo, siclayey fine san or silts with CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. Q L Organic silt and organic silty clays of low plasticity. . Silts and'Clays Liquid limit GREATER than 50 ..i, , MH Inorganic silts, micaceous or diatomaceous fine sand or silty soils. j / CH Inorganic clays of high plasticity, fat clays. �� OH Organic clays of . organic ni high plasticity. organic silts. Hi h) Or an Soils is g y 9 PT Peat, humus, swamp soils with high organic contents. Note: Dual symbols are used to indicate borderline soil classifications. Unified Soil Classification System Dames i Moore Plate A- le l Consolidation In Inches /Inch 0.0 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 0.20 0.22 op Load In Lbs. /Sq. Ft. 00 00 00 00 00 0op Ooo 00 00 000 0 �O ,O 00 0 p �O p0 «O 0 0.24 Location - . Depth • • • J . Moisture Soil Type Content Dry Density (pcf) Before - , After Before After 8 -1 2.5' Clayey silt with organics 47.9 44.8 73 89 8• -1 50.5' Organic silt 34.2 38.8 82 113 TP -7 3.5' Sandy silt 42.4 28.5 74 117 Consolidation Test Data darns i Moore Job No. 14260 -001 l r c o CNO CO CO r- r. o M r 4.0 d 110 CO N r- LO r- in L19 In L0 01 r 119 1s. el get 01 LC) N t0 Cr) r M Co) M N9 Cr) r d a 0 CO 4- • r• ▪ ▪ 4. +3 +-) +r 4.-) a, 4•3 U) r— r r r r r 1. r•- 1,) U) U U U In > Vt . r, V- I-▪ - ▪ QI C C r C C C C r �pCc •r■ 1• b b ' •r• RS b 117 r0 •r- 1Q N O N N N N N N N N N 119 N N CO M • In et M d' 119 r-- M L0 14% O r LL! LO N• O1 Summary of Moisture- Density Determinations , Demos i Moor. Job. No.14260 -001 Plata A -2 ;DRAINAGE':REPORT AND UTILITIES FOR ATEWAY CORPORATE CENTEW.PHASE.IV DEVELOPME BEDFORD PROPERTIES OUR .JOB NO. MARCH 1,:.1989 veil %ti: DRAINAGE REPORT. AND UTILITIES NARRATIVE. FOR :GATEWAY CORPORATE CENTER PHASE IV DEVELOPMENT BEDFORD PROPERTIES OUR JOB NO. :3108; MARCH. 1, 1989. ARGHAUSEN CONSULTING ENGINEERS, .II! 18215. • 72ND AVENUE SOUTH KENT! WASHINGTON 98032 (206) . 2514222. DRAINAGE REPORT AND UTILITIES NARRATIVE FOR GATEWAY CORPORATE CENTER PHASE IV DEVELOPMENT BEDFORD PROPERTIES GENERAL INFORMATION: The proposed project lies in a portion of the Southeast quarter of Section 15, Township 23 North, Range 4 East of the Willamette Meridian, in King County, Washington, and is approximately 2.8 acres in size. The project is known as the Gateway Corporate Center Phase IV development, and is part of the Gateway Corporate Center Master Plan. The site is located at the northeast corner of Gateway Drive and Interurban Avenue and contains approximately 300 feet of frontage along Interurban Avenue, and approximately 383 feet of frontage lies adjacent to Gateway Drive, which is the project's south property line. The north property line of the site is bounded by an existing propane gas development, and the cast property line of the site is bounded by an existing phase of the Gateway Corporate Center. The proposed project consists of the construction of a 38,500 square foot combined warehouse and office space building similar in design and use as buildings on the existing Gateway Corporate Center phases. Dock -high loading will be provided in the rear of the building, and the structure will be designed for multi- tenant use. The existing site is currently undeveloped, but contains excess sandy fill material from another phase of the development which is currently under construction. Prior to the placement of these fill materials, the site was generally flat except for a depression area located at the northwest corner of the site. From field inspection, some temporary erosion control measures have been implemented to control erosion and prevent silt -laden water from discharging into an existing deep storm drainage ditch along Interurban Avenue. ON -SITE STORM DRAINAGE CONSIDERATIONS: Existing roadways and developments bound the property on all sides and, therefore, final grade elevations for the proposed new developed are generally constrained to match existing pavement grades at the property lines. Access to the site will be provided by existing 30 -foot entrance from Gateway Drive, a proposed new entrance near the northeast corner of the property from an existing paved drive area, and further north from a new driveway off the same existing paved drive area. Grades in these areas will be designed to match existing grades with very little, if any, modification to the existing pavement. The on -site storm drainage system will consist of Type I catch basins and 6 -inch to 15 -inch storm drainage tightline. Two separate storm drainage systems will be provided for the new project. The storm drainage system which will serve the building and pavement area on the north side of the building will connect into an existing 15 -inch storm line which was stubbed to the property line from a previous phase of the development. The storm drainage system which will serve the south side of the 3108.05 -1- building will connect into an existing 12 -inch storm drain line which was stubbed to the property line from the same previous development phase. Storm drainage detention has already been provided for this parcel as part of the Master Plan Storm Drainage Design for the Gateway Corporate Center and, therefore, a separate on -site storm drainage detention system will not be required for this development. All building roof and footing drains will be tightlined into the storm drainage system via 6 -inch and 8 -inch PVC. downspout tightline. SANITARY SEWER AND WATER UTILITIES: Sanitary sewer service for the proposed new building will be provided from an existing 18 -inch sanitary sewer line which runs along the north side of Interurban Avenue: Approximately 65 feet of new 6 -inch sanitary side sewer at 2.0 percent will be stubbed 5 feet from the building at an approximate depth of. 9 feet for connection of the interior plumbing lines. Fire protection and domestic water service for the project will be provided from an existing 8 -inch water main which was stubbed to the property from an existing 12 -inch water main in Gateway Drive. The building will be sprinklered and, therefore, a double detector check system will be designed for the building by the sprinkler system designer. A 2 -inch water meter will provide domestic water service to „the new building. LOWER ELEVATION 4 LI' Li V v I I !r II I� UPPER ELEVATION Wn 7 n .II II GROUND W -.W Z Q" r No r l7- M V V. w W I in — r d- o N C N rJ b (\ , r oo %. r' ©o r HO ` II' t� .1" 0 M _: b N . � \ • d- aU TIME AF CON- CENTRATION TC o r cr .1- 14 N o o N 6 Ln o - r O oc, d O 09 o .11 � c J k.0 coo . 11 �►+► uEr,CY: /D -M. M o ' o I b'0 LL n1 M .Q kj m I • bp , 1..z "iYvit%�� CITY OF T WILA Buildin artment 6300�So rater Boulevard Tu0wila WA 98188 (206) 431 -3670 ' O tl' it .416' .. INSPEC ON RECORD PERMIT # 5.7-0/ Date Type of Inspectio Date Wanted ;;1.-41-0111ip ,,i p*IT Site Address je7.:4i 4.t.• 0. -44.7r' Project Ga ekser i t lIi r...44 Requestor Phone # Special Instructions Inspection Results /Comment Inspector Date 7-' v'• clo CITY OF TUKWILA Building Division '6200 Southcenter. Boulevard Tukwila, Washington 98188 (206) 433 -1849. INSPECTION RECORD PERMIT # Date Type of Inspection Ft 7J on__. Date Wanted 4/7-7 /10 Site Address i 2Cx 4(4 ( ' r . . l r , . ,p(s . Proje C A I - K i w i C e p " C o n- Requestor 6r4q -4r— (A 4..-.- C - - . ' •— Phone # Special Instructions Cis , - 9 c---1.....-- 119 6 , ,c,/i ---/Ezdi Inspection Results /Comments: Inspector . Date ---3 e2 --- qC) i�i� : -yy n..;'L`i s1:. {tb �' "e � 4iiP ": "L''.4 a _j.: "�•qyt CITY OF TUKWILA Bvi.ldin9 Division 6200 Southcsnter Boulevard TukMila. Washington 98188 (206) 433 -1849 Type of Inspection /--1).7,z// Site Address /2? 4/el Requestor (1.7- e-,y-f —. INSPECTION RECORD PERMIT #AV.,/ co Date Wanted 44-3(.9-142 . • a�.m} P. Project 6c6� G; Phone # Date Special Instructions Inspection Results /Comments: Inspector Date 3 4) -- G) ' -k 1. �� . V ix i 10 l .•1 tf rJ..i 4k "1l 2 tfti+ . S h . y�.rJi.. u k,:l.�{ +}x. �, :YT tF3 skPL�� �'' E.T`. 1 . 't l�utr. l �l •va • CITY OF TUKWILA Building Division 6200 Southcenter Blvd. Tukwila, WA 98188 433 -1845 Permit .No. C Job Address /2- C 1I `' /� % Ae'ef,r.,ec, CORRECTION NOTICE The following items are found to be in violation of- ©rdinance(. 6 C. and shall be corrected. C!-r..„47 )rc.. s'.G�. S 2 r,• CI F✓/7 ci-•F 6--D Cis ' /' iJ /6-7-471/77 -I 2. �is1 r(�r rr cr msr may_ .�r�ar�rmr • •711111MEAVCIMINIIIIGGillaiWarsiiIIINEr Signed 4--(1-.-e ,f,"7 j. -?J Building Official /Inspector CITY OF:TUKWILA Building Division 6200 Southcantir Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of. Inspection Site Address Requester Y(1� -—' • Special Instructions INSPECTjf,ZN RECORD 'PERMIT PERMIT # Date nor .701 c� -- 2.4/ _9 d Date Wanted 17/-- Project Phone # 9112 Inspection Results /Comments: Inspector Date MIttattlitiviftiostq- CITY OF TUKWILA Building Division 6200 Southcantar Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection Site Address Requestor + ,ro-n Special Instructions INSPECTION RECORD PERMIT # .7 O - / 9 --90 C,Lt, . Date 1cd p, Date Wante Project Phone # • Vh f�� Inspection Results /Comments: /1/4 / z_ %7/z,e ‘*"." Y % CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection Site Address Requestor m;rt?� rGtias r�:+satr�P�7t 4 ' rLw nt eu t? FiydJr: °�6 r�'r A `•3n ;!! t:_ ?Y± .. °a�? apr, Vro niino Ja(04Lk Gikkeway tor. Special Instructions INSPECTION RECORD PERMIT # 5161 Date D- (Q" o Date Wanted -� -q0 p.m. 6495 Project CtMei ) Corp. ent-kr Phone # Q41-1- q @ Inspection Results /Comments: Inspector 0/vhs Date -0/* CITY OF TUKWILA Building Division 6200 Southc.nt.r Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection Site Address j Requestor Special Instructions t INSPECTION RECORD PERMIT # S 7n / Date / - r- Date Wante Project, 77,1, Phone # �S/t/ - Inspection Results /Comments: j Date /2—/96 CITY OF TUKWILA Building Division. 6200 Southcantsr. Boulevard Tukwila. Mashinaton 98188 (206) 433 -1849 Type of Inspection F Site Address 1 2s Or Requestor Special Instructions Inspection Results /Comments: T A,4 kilittatattritenliettettag INSPECTON RECORD PERMIT # Date 57c / Date Wanted (L) (/2 - /,3 —S p.m Proj ectc tZY -32 Phone # o? 5 9 ( / 0 th- /0;c11 4 r �G� f.►e. c,( /Z -/ e55 / 2 i " 4 ) Inspector Aktic.2-- Date /2.--/It -49 CITY OF TUKWILA . Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection Site Address / so Requester Pho # Special Instructions _t�c� 004mtoonrAyesallaViimatreselaamom kYifli�u'i INSPECTI L N RECORD IL PERMIT # 5 70/ Date l 2 7 - ' 4 ' i Date Wanted Project Inspection Results /Comments: 4a"e9 Se€ e4-2( 5-24.7 ad . is / / - /i4 4�!e w )Zk eakl s Assae-( .� s� 1 /ns €Lda— ern 4e- kdciG s Inspector Date % 2 r 8'f CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Meshineton 98188 (206) 433 -1849 k WwieAttwrAe tu' iioiegawi; wAt4+Stt+'1.SastwterogekMaai li! kiwitsliw'e INSPECTION RECORD PERMIT # 70 t&(fl)('€ DateType of Inspection . ro/ -up Date Wanted /f /off- 9/n a.m. p.0 Site Address /2 V4 -44 I nZ e�vv /a,, Ada, so , Project 6,3 ea/dy ,cx& ' 3 Requestor Phone # Special. Instructions Inspection Results /Comments: ko - S d ie /s v& C� <-0‘ Inspector Date /V�✓�� /4�% CITY OF TUKWILA Building Division 6200 Southcantar Boulevard Tukwila. Washington 98188 (206) 433 -1849 Type of Inspection /317e,/ (_/:) Site Address / 2 /9 rae- , Requestor Special Instructions /0.56-0 eft. Stle sticA r a tine ,m%ridr#itigima rm mpewmS ntz..40.4'3 3,At1!. J. igth g INSPECTION RECORD PERMIT # F:70/ Date Wanted ;e /7,�5'% Project (9'd �u`>, 4572o. Phone # Date a.m. p.n Inspection Results /Comments: 1d e, 47: ;vilvt (,J,rl. c.l / v • --, • .P C Jr;/ % l be I.1? /e," Inspector *IA Date / 7/7?' CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 INSPECTCN RECORD PERMIT # LS9-1 01 Date LUnCc. -Q. uJ &t:I Date Wanted 1 1 -- 1 5-S1 p.m ItqIQ 41-1 cktnuc,y ,fir Project Corp. Ce n �Y11 Phone # 1-114-41 146,Q o� �) Type of Inspection Site Address Requestor Special Instruction s '. log jci 6 (BI4 J Inspection Results/Comments: may �I ea 0-Fp CaL.- /Sa 4Sc C � 6--y) • � t �Lv, -tom �� AA ! a ied&L«r. S Tncnor +nr /! I f34d, Agt-e/A,--2 na +o i/) 1..5-)99 1; /.�7i.�YnS''thrdti:ira$?;4`�F•t' 17n�,:. '. VPAi CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 witeivoitazgt Type of Inspection C o rtC_(JLk 2 Povr Site Address Requestor SIYII Special Instructions eNrrm2lkaWaWA±ev.wkar sa tikr2mvrewv a-avim ..mreW auk Oft.M.nnn,°YCU r. fitt.;0r°! `t %1'S t.A.t: INSPECT N RECORD PERMIT # 6-lo Date t `" Date Wanted 1 '" �� �� p.m. Project 1�0 & CO( P`. - enter Phone # Qt{I-t' eGoD 9: Inspection Results /Comments: N �' ' J /_e Uv / / 1 ' - / .4 d1141416.1. 5' Inspector Date /0 4' CITY OF TUKWILA Building Division 6200 Southcantar Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection 5pn\-‘1(- J -- Site Address I a< <—{ ( .pON be \v.G._ P Requestor Special Instructions INSPECTION RECORD PERMIT # Date 10- I ct a; �5 Date Wanted 0-''QC)--`9 a .m. p .• Project Cl&► s 1), C,Pr _f Phone # s 49 31 ( 'j C.oncs':te. f Inspection Results /Comments: c Fee, -74/ Inspector �,Le(`"$OL? Date /o—- CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection Site Address f.c G r Requestor Special Instructions INSPECTION RECORD 5';i6 PERMIT # 411� O/ Date M —I 7 Pi 1)r "A4 /•• el) 7.— Date Wanted 6_ /.��:( w -ir_ j a.m. p.m Project '._ Phone # �/ � F/ Inspection Results /Comments: MR r LL 3 u d 67 S /D r. /16,1'''."0 5, 5 /"A,,y J 4 (4. Date l25)--lg --37 CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433-1849 Type of Inspection 1� c.-6',4 Site Address /2e, "—( .,//X Requestor Special Instructions INSPECTI1 RECORD PERMIT # 57c)/ Date Date Wanted /a- 9,-89 c ' mp ' c( 6'p,4 4;7,,,, d //Project Phone # •III • Inspection Results /Comments: - d Cd��S iS .. 1S°S Date iQ-- Gi--90J CITY OF TUKWILA Building Division . Tukwila. Washinvto Boulevard 98188 (206) 433 -1849 Type of Inspection PO IAA/ Site Address Requestor litat 57tT3,X vg S :�i74��'vY INSPECTION RECORD PERMIT # 70/ Date /4N ffq Date Wanted / / a(4 Yy 4-astietvav,. ,� -�•'' Project G tiIG°C1, Phone # Special Instructions 0I,(i �a� /0,/h1 1 d13/ 9( 7� �0 (i/L. —_ 0 cam' s pay-e. c Inspection Results/Comments: �,e s f�., �-- /!• d/e? • Inspector 41, cA,/,0erlt Date 444gad4:4e CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 u it INSPECTION RECORD PERMIT # 6 4111b Date q - a I .%61 Type of Inspection COriCri2±-e— Pour - V-00-ti n35 Date Wanted `ogD 3:00 I I %3o- IQ:: a.m. p.m. Site Address cam. (o . 60,1'elr0.5 . 1314) 3 Project (. oxt.w0. Corp Cert p Requestor 5 VY» .J Phone # o�4 y �Q Special Instructions r\ 'J �&€ , In5p.ec`�o ( - 0.r 1 SD Test l� J 14Aij Inspection Results /Comments: ,/ /r/s�ee. iA'.Ge &Cr" o ( cV /on SSo C.; 01 e€ _ , /1/6, /91.-06/7 S • Inspector 441.7 c4<,<,„_7 Date /.7.7.74'91) CITY OF TUKWILA Building Division Tukwila,,tWashington Boulevard 98188 (206) 433 -1849 momti 9ditcauf' *c4utittiielvra Yi.e1:?A..0 . :,ste 5ao-k SviOtio I5 thNit : ^:d1se a'aiati . INSPECTION RECORD PERMIT # Cj 0 1 Date q- a0 -1S.j ac Type of Inspection 'O(ti ri Date Wanted q a i - s9 a .m. Site Address ) Q.. U,L 1 C -1-e_ wC1�., bf _6 a 3 Project GQ eWca, Cr. C2 Me `� 19 P Requestor 5 mi-k Phone # a1-1 y— I Special Instructions` p.m. Inspection Results /Comments: Q,/eV t 40...‹ ar» Z, OY 4i)// SGT p /y z //e4-0V1--- ai,-1 s crf- e-ey (4'' A' T/ The e th'd f , 1 P eo-nc,- ec7ce 4.) e. e She( .4 r h _ Ot»/3 w1 // s I7,;d� ��'tS7a.6'� i/or;• (Q2t cv'�TP aro i%, 9t1 14 eQ r eC / ie /of- d Zu / �'!� ? t' / Zit mac / 77.2 �e�i -e1fire .e.X c AP S4 v �i! 444 )GO Z7 1 .s /o'eeef- eicDel e et Gv l ( Ca,'/ , Ale rb kfre' a/'`�io 4.d s c110°' • Inspector 04,t40 ��e�''� Date ,1 EftTRADE FINANCESER CES - CALIFORNIA Bank of America LETTER OF CREDIT - ISSUANCE #6569 P.O. BOX 4104, CONCORD, CA 94524 •4104 11 IRREVOCABLE LETTER OF CREDIT NO. 125052 DATE OF ISSUES APRIL 13, 1990 APPLICANT BEDFORD PROPERTIES, INC. 3470. MT. DIABLO BOULEVARD SUITE A •100 LAFAYETTE, CA 94549 BENEFICIARY CITY OF TUKWILA 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 98168 DATE AND PLACE OF EXPIRY JULY 31, 1990 AT OUR OFFICE AMOUNT, US #48,000.00 (FORTY EIGHT THOUSAND AND NO /100 U.S. DOLLARS) CREDIT AVAILABLE WITH: BANK OF AMERICA. 1850 GATEWAY BLVD. 7TH FLOOR, CONCORD, CALIFORNIA 94524 -4104 BY SIGHT PAYMENT AGAINST PRESENTATION OF YOUR DRAFT(S) AT SIGHT DRAWN ON US. WE HEREBY ISSUE THIS LETTER OF CREDIT IN YOUR FAVOUR. THE NUMBER AND THE DATE OF THE CREDIT AND THE NAME OF OUR BANK MUST BE QUOTED ON ALL DRAFTS.REQUIRED. ALL DOCUMENTS TO BE FORWARDED IN ONE COVER. THIS DOCUMENT CONSISTS OF 1 SIGNED PAGE(S). Please examine this instrument carefully, If you are unable to comply with the terms or conditions, please communicate with your buyer to arrange for an amendment. This procedure will facilitate prompt handling when documents are presented. PROVISIONS APPLICABLE TO THIS CREDIT: This credit is subject to the Uniform Customs and Practice for Documentary Credits (1983 Revision) Interna- tional Chamber of Commerce, Publication No. 400.' P-tr mi "t- , 5101 FORD PROPER .Iii :0 11 WI N Ij) MAY 07 1980 CITY Ui- .TJK'AiiLA F'I.ANfink; DEPT. 1990' Mr.;:Darren Wilson City'of Tukwila 620.0 SouthcenterBlvd. Tukwila, WA 98 Dear Mr. Wilson: Attached is a Letter of Credit to install landscaping at the north end of Building 3. The amount of ;$10,437.00 is one and a half times the estimated cost of $6,958 to remove the Geo -Block retaining wall, construct a concrete retaining wall, and install landscaping per the original permit drawings. As I: stated in my letter dated April 4, 1990, we intend to extend Building 3 to the north early next year. The Letter of Credit. expires 5 -1 -9Z. This is the date by which we will either have . started construction on the extension or will have reconfigured the, north end of the existing property to include landscaping. If neither of those events occur, the City of Tukwila may elect to cash the Letter of Credit. Sincerely, Robert A. Hart. '.Project Manager• RAH /klk enclosure.: Bedford I'raperhes, Inc 12720 Gateway Drive Telephone A`Drvra►fled Meal Estate Sue 107 2061241 -1103 Development and • Seattle, Washington Fax Management Company 481 8 206/241 -2191 AFR 2ioat90ot 10v 9.E. SEATTLE; WA 9B125 12961 36/4393 MAI G ADDRESS P.0 33!)10 SEA WA 911133 773411 •bSGGn• •2419.19 CORPORATION April 26, 1990 Mr: Bob Hart Bedford Properties, Inca 12720 Gateway Drive, Suite 107 Seattle, WA 98168 Re: Gateway Phase IV, Building 3 SSG Job No: 89-01 Dear Bob: P.2/2 MAY .07 190 l CITY Oti- i't1K ftA PLANNING bEPT. Pursuant to our telephone conversation of this date, this letter is to confirm the cost of the proposed retaining wall and associated landscaping for the north side of building,(between Bedford & Par -Gas) on the above- referenced project is $6,958,00 plus Washington State Sales Tax, If SSG Corporation can be of further assistance, please do not hesitate to call. Yours truly, • Donald S. Cunningham Vice President DSC :smc cc: Mr. Steve M. Gwinn Job File Corr, File 0425 -1 • o TRADE FINANCE SERi~ES • CALIFORNIA lallBank of America P.O. 80X 4104, CONCORD, CA 94524 •4104 • LETTER OF CREDIT • ISSOANCE *6569 0 IRREVOCABLE LETTER OF CREDIT NO. DATE OF ISSUE, MAY 02, 1990 APPLICANT BEDFORD PROPERTIES, INC. 3470 MT. DIABLO BOULEVARD SUITE A •100 LAFAYETTE, CA. 94549 BENEFICIARY CITY OF TUKWILA 6300 SOUTH CENTER BLVD. TUKWILA, WA. 98168 PATE AND PLACE OF EXPIRY MAY 01, 1991 AT OUR OFFICE 11111iM [MAY 0 7 1990 CITY lO Ti �t�vr��A PLANNING DEPT. AMOUNT US$10,437.00 (TEN THOUSAND FOUR HUNDRED THIRTY SEVEN U.S. DOLLARS) CREDIT AVAILABLE WITH BANK OF AMERICA. 1850 GATEWAY BOULEVARD, 7TH FLOOR, CONCORD, CALIFORNIA 94524 •4104 BY SIGHT PAYMENT AGAINST PRESENTATION OF YOUR DRAFT(S) AT SIGHT DRAWN ON US. THIS LETTER OF CREDIT MUST ACCOMPANY ANY DRAWINGS HEREUNDER FOR ENDORSEMENT OF THE DRAWING AMOUNT AND WILL BE RETURNED TO THE BENEFICIARY UNLESS IT IS FULLY UTILIZED. WE HEREBY ISSUE THIS LETTER OF CREDIT IN YOUR FAVOR. THE NUMBER AND THE DATE OF THE CREDIT AND THE NAME OF OUR BANK MUST BE QUOTED ON ALL DRAFTS REQUIRED. ALL DOCUMENTS TO BE FORWARDED IN ONE COVER. THIS DOCUMENT CONSISTS OF 1 SIGNED PAGE(S). • coun er signature Auther Cjgr e A VEtio th'SICIF T. 0'00w *tat Please examine this instrument carefully. .1f you are unable to comply with the terms or conditions, please communicate with your buyer to arrange for an amendment. This procedure will facilitate prompt handling when documents are presented. PROVISIONS APPLICABLE TO THIS CREDIT: "This credit is subject to the Uniform Customs and Practice for Documentary Credits (1993 Revision) Interna- tional Chamber of Commerce, Publication No. 400." G Od U)O5 Otd9 tot, - ) lob$ .e us `.-?0 12.14.1989 12119 T Richard Hudson and Associates Inca 1606 12th Ave, Suite 18 Seattle, We 98122 206- 324 -6160 Fax: 206 - 324 -6248 Fax Transmittal Cover Sheet Date: 12-14 -P49 Company: 6179 cF jUL' ‘M t/44% Requested By: Sent By: GNtic(G. �loknrS Project Name: 1■"f1E. cs.41 %J ;it Project Number I Fax Number 433 -11133 Number of Pages (Including this page): 2• Remarks: 'Tier) caws._ .PNcvu COIN 7 Signed: 6#10ell W. cc:1. File 2.4(L( 3. sMIrlr 5S If You Did Not Recieve All Pages Sent Please Call (206) 324 -0100 P. 1 FROM HUDSON 206-324-6248 12.14.1989 12:19 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206•324-6160 Memorandum Date: la-v.4.-E9. Re: estOLIF ■/..111+1 To: DANdo kehLE, A201.• ---3-2,9ZELJATESZate6a t■u . Witt. w-ri E.Mo. AtI.F7 714 . ARDOr lo ct 1 M 'Site% CAPAUrf -boe. To. .0.v.e2....vai.v04:.:..T.i4e.....2givalw_fieak...._.1......FLA-wo To. ac AccepT44.13.1z Signed: cos 1. File 1 a- FROI4 HUDSON 296- 324 -6248 12.13.1989 14:38 P. 2 Richard Hudson and Associates Inc. 1805 12th Ave, Suite 18 Seattle, Wa 98122 206 -324 -6160 Fax: 208- 324 -6248 Fax Transmittal Cover Sheet oate: 12 • l3•&1 To: DAN g_ La1Zsa.1 Company: CM/ of Tu k wLL A _ Requested Sy: Sent By: CtiuCL. 116122A GATE WAI Project Number Fax Number 41.1a- 1833 Number of Pages (Including this page): �. Remarks: l-10.6 IS A 4pPr OF Tod Pm= 12 '4 Project Name: Signed: ,fluc << cc:1. File 2. 3. If You Did Not Rec fsve All Pages Sent Please Call (206) 324 -0100 FROM HUDSON 206- 324 -6248 RICHARD HUDSON & ASSO i' TES, INC. Consulting Engineers 1605 12th Avenue Suite 18 SEATTLE, WASHINGTON 98122 (206) 324-6160 PA•e it ) 14..Ett LE. ,, I e S78 ) KITS2 u 12 lbAt4 AWE OBS02■10:) Tie . NA1L_I&1C9 F 2 a ► 0 1 Cat 21 0 G Te, 1nt (tulle 12.13.1989 14:37 �,.,,4; 12.1Se" Ct 1: fi' SST f L- WA . SScm,. CLour Ni t 1 OP -IKE iaC)C)F -s ttek-p4 N4 eotQ1t . 1'Ie: NA 1L11 -14f P. 1 `'0 I:15 PcQ -nte Goki i 12ac...'7 pocurl j S , okmo sTrzA.P1Ncn LIT zit)eS • SlRwPS p.Lo►.1c1 tZl0 1� v.1 tftrT� 0u.s ( l.Lep SoaM /1+04-1 111- NU-ED of \WW2 /N0A1 b 1=12c Z Roo F, To cout.rraz Ac'T it4is up kALP420 PULL. !4 Lioci (yi1d n Su Nauw TIC o IN s `7'4(D int 7Nt. 110(...T NOLA CL06.667 Kto LS r"44:20c)P (Sk.e'RAO r46. totib L.L.. (see lir c'ME. a/e3Z. 'DR 1 V1NC/ (bp Trta. P4 IL \ j1c$ , l%ll,ZE.4 00.10 TOE ecns 71204,-1c,-A, lit tz1,4A • Pie. Nebo (-tn. lb RsDUe.6. ! ftI. rats& To ►i,r l (tL Tthc ome. iwOiL.tr.lcy , 'rtf C1"442 12i�r: &4 *1400.4.)d r) op * Sfb.(2. 4Tic.buy . u.__L architect April 27, 1990 RECEIVED CITY OF TUKVVRA APR 2 7 1990 PERMIT CENTER City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Duane Griffin Re: Gateway Corporate Center. Building .3 Dear Duane, The inspector has brought up concerns that the .following items will be completed prior to issuance of Final certificate of 'occupancy and that this letter will then allow the inspector to allow an "ok to occupy ". The following items were noted: 1) Roofing cap sheet will be complete as soon as possible, weather permitting, it should be accomplished within a week. 2) Overflow drains will be extended vertically to provide the. required 2" height above roof deck. Sincerely D OA 11 DK /mc cc: Bob Hart Brian Merisko. (206)433 -8997 0 12878 INTERURBAN AVENUE SOUTH 0 SEATTLE, WASHINGTON 98168 MOiN 1 6 1 .1 BEDFORD. PROPERTI ES OFF I( C.;' MAI INfi Ap::1 {k; 12535 IIi1h AVE, N,r It (). BOX 3 :10/8 : ;LAVTLF:,WA W812G SEATTLE:, WA AF11 :1 :t T:Oto ifi7.mlp•1 . >9:1.nts(;if I 249.111 Mr. Bob Hart Bedford Properties, .Inc. 12720 Gateway Drive, Suite 107 Seattle, WA, 98168 Re: Gateway Phase IV, Building SSG Job No: 89 -01 Dear Bob: Pursuant to our telephone conversation of this date, this letter is to confirm the cost of the landscape and irrigation on the above - referenced project is $32,(X)0,00 plus Washington State Sales Tax: Parkwood Green is the subcontractor for this work. If SSG Corporation can be of further assistance, please do not hesitate to call. Yours truly, SSG CORPORATION Donald S, Cunningham, Vice President *FORD PROPERAS P-evrnit 501 PROORR APR 10 1990 CITY Gt• 1'1JKVVILA PLANNING DEPT, Mr. Darren Wilson City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98168 Landscaping at Gateway Corporate Center, Building. Dear Darren: Along the north property line of Building 3, Parkwood Green's Landscaping plan is indicating bark mulch in lieu of shrubs as . shown on the previous landscape plan. We are in the process of acquiring the adjacent property, Suburban Propane, and intend to extend Building 3 to the north sometime next year. Attached is a preliminary site plan showing the addition. At the north property line, the difference in grade between. Suburban Propane and Building 3 is about 4 feet. The grade . is being temporarily retained by a row of stacked Geo- blocks. The distance between the inside of the block wall and the building is 21.'- 8".; With the required 20 foot road paving this leaves l' -8 ".. Our plan is to install a wood -slat fence along the north property line to screen the view to Suburban Propane. We propose that the City of Tukwila accept the temporary fence in lieu of landscaping between the north building face and the north property line until one year after Building 3 is complete. If, at that time, construction of the addition has not commenced, Bedford Properties will replace the Geo -block with a concrete retaining wall at such . a :configuration to allow landscape areas along the building and at the property line. Sincerely Robert A. Hart Project Manager. RAH /klk enclosure, Bedford Properties, Inc; A Diversified, Real Estate Development and. Management Company 12720 Gateway Drive Telephone, Suite 107 :206/241- 110a:' Seattle, Washington Fax 98168 ` 206/2412191;.. Carlson. Assocfates 2/20/90 ,Q X57 & -1 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 City of Tukwila Bldg.; Dept. 6200 Southcenter Blvd. Tukwila Wa. 98188 [VEB221990) . CITY .ur PLANNING DEPT, Res Gateway 4 - Bldg. 3 Permit # 5701 Job # CA 617 We certify that all required inspections have been made and that to the best of our knowledge all items under our surveillance comply with plans, specifications, applicable codes and ordinances, Attached are reports of inspections made between 9/22/89 & 2/19/90 on the above permit # 5701. Sincerely, Frank W. Carlson cos SSG Corp. David Kehle Richard Hudson Carlson Associates .onstruction Inspection & Related Teti P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 INSPECTION REPORT OF CONCRETE ❑, STRUCTURAL STEEL 0, ❑ ARCHITECT Y / D 4444e-/Z FABRICATOR 'tONTRACTOR INSPECTOR DATE REPORT / . i. . .,-,.• . AL ) /A..i / / .� .., ., N All • _, ',Aar OT.t►B-t o.%) C✓4/T d ?+r.••. of is 7 4"o om i ?.ow. /Q Ta / b. A .?carts . i i A-1419 ♦./ .. 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W I6-' v 71%> AO ' - ,QC,- --)1IVM1 1/43S' / 74W� ?su-•- Ga !3 .57 /r ., $..: _Y._ 7 • , . - . s f :4 ti bl S. rri 419)4110 Aefreira -' 411019-427,r psi/ 6..4 ii9V1'n /To/'Aro"- �' r �.c .T/ inlba 44- 1, 9/ 5 �9y�►., � &flO T•Nt� ,w�-,v f 114) Sriu fiwrye grvr•nrri- //J'xiTh't • m 4it IIp,v6 . �,. / f0li6f�Yirfi✓1� uS..ucr Amon *AM" u- riN sy : L.r arv-,v e rC " .6,171441', 3 . INSPECTOR OAT( REPORT 4 _ / . A.-, ..i,e 1 ,• . an-G.7-n P 11 141 t / ./ .. ;II • A 4/ - ./ A 7.0 A, / Co / -. 2,1 • 4. ..,.. .... . • , . ,A, A A ,. 4 ILA" .!.. .14 • 14 • P f..AA. .11I 00 A , .4.7i /111 1 ,Als ....: ..f .....7 .. A ../ I! ■ .././ .4 / , / ,, / A = 7 . . ..rot J.. 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BM . ..11.,P A e•trr ..„&,.. ., G., J . J0- _ ,4' A,' , / leoe • - A A. ; "' . 1 ' ■ It. laddEll Al ). .e.' ir i •14:11rjen .- . • - IMIIIMMIIIIMITOMANM 401 4 • il Carlson Associates Construction Inspection S Related Tests P O. B X 3443 FEB ritm WA HINGTON 98083 REPORT OF CONCRETE TEST SPECIMENS (106) 20 -1018 Date Molded: 1/12 19 90 Job. No. CA 617 Client: SSG Corp. - f Project. Gateway Corp. Cater Bldg. 3 PERMIT; NO. 01 Address: 12644 -12668 Gateway Dr. Contractor: Architect: SSG David Kehle Concrete Supplier. Ocean Sub- Contractor: Engineer: Richard Hudson Cast by Mark Tong Weather: Cloudy Temp. high: 47 Temp. low. Location of Concrete Placement: Perimeter closure slab on line 1 from A to A.5, on A from 1 to 8. on F from 8 to 19. on 19 from E to F and loading dock slab. Strength Requirement: 3000 PSI @ 28 days Slump: Cement Type: I No. of socks: design mix Entrained Air Admix, Amount: Brand: Admix, Amount: Coors• ogg. size: 7/8 4,, Brand: Type; natural Fine Agg. Size. bldg. Specimen No. Specimen Type Test Q Gays Resister Number fete Reed. Date Tested Total Load Area Unit Load PSI Report No. 14 A 6 x 12 cyl 7 6711 1/16 1/19 95.000 28.27 3360 26 B 28 6712 2/9 138,000 4880 28 C 28 6713 2/9 137,000 4850 28 D E F Remarks: FRANK W. CARLSON Carlson Associates Construction Inspection S Related Tests REPORT OF CONCRETE TEST SPECIMENS Date Molded: 1/4 , 19 90 Client SSG Corp. Project Gateway Corp. Center Address• Job. No CA 617-._. _.. P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 PERMIT NO. • . 01 \I:03 16 Bldg. 3 12644 -12668 Gateway Dr. ` 1 Contractor: Architect: SSG David Kehle Sub-Contractor. Engineer. Richard Hudson Concrete Supplier: Ocean Cast by Mark Jeong Weather: Overcast Temp. high: 43 Temp. low. Location of Concrete Placement. Perimeter colsure slab on 1 from A.5 to C, on C from 1 to 5, on 12 from D to E, on D from 12 to 19, on 19 from D to E. 4 / tr Strength Requirement: 3000 PSI @ _ 28 days Slump. l 2 Cement Type: I No. of socks• design mix Entrained Air Admix, Amount: Brand: WRA Admix, Amount: Brand. Coarse agg. size; 7/8 Type: natural Fine Agg. Size. bdldg. Specimen No. Specimen Type Test Q Days Register Numbs, Data Reed. Dohs Tested Total Load Area Unit Load PSI Report No. 13 A 6 x 12 cyl 7 6699 1/6 1/11 109,000 28.27 3860 25 B 28 6700 2/1 151,000 5340 27 C 28 6701 2/1 150,000 5310 27 D E F Remarks: FRANK W. CARLSON c Carlson Associates 'eennictien Inspection S Related Tests REPORT OF CONCRETE TEST SPECIMENS 1/12 19 90 Date Molded: Client. SSG Corp. P.O. BOX 3443 u a f 1 j`! 3 1 1 u 90 ! KIRKLAND, WASHINGTON 98083 (206) 820 -1018 Job. No. CA 617 project. Gateway Corp. Cater Bldg. 3 Address. 12644 -12668 Gateway Dr. Contractor: Architect: SSG David Kehle Concrete Supplier: Ocean Sub-Contractor. Ermin•.r: Richard 1ijdson Cast by: Mark .Teong Weather• Cloudy Temp. high: 47 Temp. low. Location of Concrete Placement . Perimeter closure slab on line 1 from A to A.5, on A from 1 to 8. on F from 8 to 19._ on 19 from E to F and loading dock slab. Strength Requirement: 3000 PSI @ 28 days Slump. 4" Cement Type: I No. of sacks: design mix Entrained Air Admix, Amount: Coarse egg. size 7/8 Brand : Admix, Amount: Type: Brand. tural Fine Agg. Size. bldg. Specimen No. Specimen Typs Toot Days Resister Number Date Reed. D.. Tested Total Lewd Area Unit Lo.d PSI Report No. 14 A 6 x 12 cyl 7 6711 1/16 1/19 a/9 95.000 28.27 ■ 1360 26 B 28 6712 C 28 6213 2/9 D E F Remarks: FRANK W. CARLSON vnstrsction Inspection dr Related Tests Carlson Associates REPORT OF CONCRETE TEST SPECIMENS P.O. BOX 3443 - KIRKLAND,. WASHINGTON 98083 (206) 820 -10'18 Date Molded: 1/4 , 19 90 Job. No. CA 617 � i , PgiRMi1 4O. 5701 Client SSG Corp. Protect. Gateway Corp. Center Bldg. 3 12644 -12668 Gateway Dr. Address. Contractor: Architect: SSG David Kehle Concrete Supplier: Ocean Sub- Contractor: Erminum Richard Hudson Cost by Mark Jeong Weather: Overcast Temp. high: 43 Temp. low. Location of Concrete Placement. Perimeter colsure slab on 1 from A.5 to C, on C from 1 to 5, on 12 from D to E, on D from 12 to 19, on 19 from D to E. Strength Requirement: 3000 PSI @ 28 days Cement Type: I No. of socks design mix Admix, Amount:. Coarse agg. size. 7/8 Brand: WRA Type: Slump. 4 1/2" Entrained Air Admix, Amount: Brand. natural Fine Agg. Size: bdldg. Specimen No. Specimen Type Test. Days Resister Number Owe Reed. Dote Tested Total Lead Area Unit Lead PSI Report No. 13 A 6 x 12 cyl 7 6699 1/6 1 /11 109,000 28.27 3860 25 B 28 6700 2/1 C 28 6701 2/1 D E F Remarks • FRANK W. CARLSON Carlson Associates • sstwetiew Inspection S Related Tests REPORT OF CONCRETE TEST SPECIMENS Date Molded: 12/8 , 19 89 client. SSG Corp. Project. Job. No CA 617 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 PERMIT NO 5701 Gateway Corp. Center, Bldg. 3 Address 12644 -12668 Gateway Dr. Contractor. Architect: David Kehle Enpineet. Richard Hudson SSG Sub-Contractor Concrete Supplier. Ocean Cast by Mark Jeong Weather: Cloudy Location of Concrete Placement. Temp. high: 49 Temp. low. Retaining wall panels and trash wall panels Strength Requirement: 3000 PSI @ 28 days Cement Type: I No. of socks• design mix Admix, Amount: Coarse agg. size 7/8 Brand : Admix, Amount: Type: natural Slump. Entrained Air Brand. Fine Agg. Sissy 4" bldg. Specimen No. Speclmgn Type Test (t Days Ragistar Windier Owe Reed. Dab Tooted Total Load Argo U^il Load PSI Report No. 12 A 6 x 12 cyl 7 6672 12/12 12/15 125,000 28.27 4420 19 B 28 6673 1/5 C 28 6674 1/5 D E F Remork s • FRANK W. CARLSON 7, narxetl** lltupectlort 'Related Testa Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 11/17 , 19 89 Job. No CA 617 PERMIT NO. 5701 Client: SSG Corp., Project: Gateway Corp_. Center Address. 12644 -12668 Gateway Dr. Contractor: SSG Sub-Contractor Architect: David Kehle Engin.. Richard Hudson P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 Concrete Supplier: Ocean Cast by• L. Foster Weather: Overcast Temp. high: 49 Temp. low. Location of Concrete Placement. Tiltup panels # 14,15,16,26,33,34,35,36,37 Strength Requirement: 3000 PSI @ 28 days Slump. 4„ Cement Type: I No. of sacks• design mix Entrained Air Admix, Amount: Brand: Admix, Amount: Brand. Coarse egg. size. 3/4 Type: natural Fine App. Si :e• bldg. oh Specimen No. Specimen Type Test # Days Resister Number Dom Rat'd. Date Tested Total Load Area Unit Load PSI Report No. 8 A 6 x 12 cyl 7 6584 11/17 11/24 97,000 28.27 3430 13 B 28 6585 12/15 146,000 5160 20 C 28 6586 12/15 145,500 _5250 20 D E F Remarks CoasJW W •-•01 CAu l 'nrseniction Inspection S Related Teets Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 11/18 r 89 Client. SSG Cori. Project. Gateway Corp, C1 n ±_pr Job. No CA 617 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820-1018 PERMIT NO 5701 Address. 12644 -12668 Gateway Dr. Rid f. 3 Contractor: SSG Sub- Contractor. Architect: David Kehle Engineer: Richard Hudson Concrete Supplier: Ocean Cast by. L. Foster Weather: Overcast Temp. high: 50 Temp. low. Location of Concrete Placement . Perimeter footings line F. line 9,11 to 16, line A line 1 to line F Strength Requirement: 3000 PSI @ 28 days Slump. 4" Cement Type: I No. of sacks' deli gr1 mix Entrained Air Admix, Amount: Brand: Admix, Amount: Brand. Coarse app. size. 3/4 Type: natural Fine Aga. Size• bldg. Specimen No, Specimen Type Test li Devi Register Number Dem Reed, Owe Tooted Total Lead -4 Arse Unit Lod PSI Report Ne. 9 A 6 x cyl 12 7 6590 11 -19 11 -25 119,500 28.27 -4 4230 14 B 28 6591 12 -16 155,500 5500 21 C 28 6592 12 -16 156,000 5520 21 D E F Remarks' FRAME IA r &Ri SAM C Carlson Associates �nnrwctien Inspection a Related Tema REPORT OF CONCRETE TEST SPECIMENS Date Molded: 11/21 , 19 89 Job. No CA 617 PERMIT NO 5701 Client. SSG Corp. P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820-1018 Project. Gateway Corp. Center Bldg. 3 Address• 12644 -12668 Gateway Dr. Contractor: SSG Sub•Contractor• Architect: David Kehle Eng Richard Hudson Concrete Supplier: Ocean Cast by • Mark Jeong Weather: Fair Temp. high: 49 Temp. low. Location of Concrete Placement: Perimeter footings on F- 19,D- 13,D- 14,D- 15,D -16 Strength Requirement: 2500 PSI @ 28 days Slump: 4" Cement Type: 1 No. of socks• design mix Entrained Air Admix, Amount: Brand: Admix, Amount: Brand. Coors. agg. size. 7/8 Type. natural Fine Agg. Size bldg. Specimen No. Specimen Type Test p Nye Register Number Oete Recd. Dete Tested Tetel Load Ares Unit Load PSI Report No. 10 A 6 x 12 cyl 7 6599 [1/22 11/28 121,500 28.27 4300 15 B 28 6600 12/19 174,500 . 6170 22 C 28 6601 12/19 176,000 6230 22 D E F Remarks. FRAME W. CADi SAN Cinsertreten Instigator S Related Tees Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 11/22 , 19 89 Client. SSG Corp. Project• Gatewa Cor • . Center B1d Address: 12644 -12668 Gateway Dr. Job. No CA 617 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 PERMIT NO. 5701 Contractor: SSG Architect: David Kehle Concrete Supplier: Ocean Sub•Controctor• Eetpineetr: Richard Hudson Cast by Mark Jong Weather: Fair Temp. high: 53 Temp. low. Location of Concrete Placement: Perimeter footin • s on C- C- C -4 C- Strength Requirement: 2500 Cement Type: I Admix, Amount: Coarse agg. size. PSI it 28 days No. of sacks• design mix Entrained Air Brand: . Admix, Amount: Brand Fin. Agg. Size. Slump• 3 1/2" 7/8 Type: natural bldg. Specimen No. Specimen Type Test I Peps Resister Number Dore Reu'd. Dore Tested Total Load Area Unit Loud PSI Report No. 11 A 6 x 12 cyi 7 6620 6621 11/23 11/29 12/20 114,500 172,500 28.27 _4050 6100 16 23 6 28 C 28 6622 12/20 173.500 6140 23 D E F —r- Remark s• FRANK w_ rA@i Sni.i onsensetion Inspection S Relates! Tens Carlson Assocates REPORT OF CONCRETE TEST SPECIMENS ' ' P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 1 ..1 AN 1 G 1990 I(200 820 -1o,e_ Date Molded: 12/8 , 19 89 Job. No. CA' 617. P� i. No, 5701 Client. SSG Corp. Project. Gateway Corp. Center, Bldg. 3 Address 12644 -12668 Gateway Dr. Contractor: Architect: SSG David Kehle Sub-Contractor. Engineer: Richard Hudson Concrete Supplier: Ocean Cast by• Mark Jeong Weather: Cloudy Temp. high: 49 Temp. low: Location of Concrete Placement' Retaining wall panels and trash wall panels Strength Requirement: 3000 Cement Type: I Admix, Amount: Coarse agg. size. 7/8 Psi @ 28 days No. of sacks• design mix Entrained Air Brand: Type. natural Fine Agg. Si:. bldg. Slump. Orr Brand: Admix, Amount: Specimen No. Specimen Type Teel p Day. Reeiefer Number Dete Rim' 41. Data Tasted Total Load Moo Unit Load PSI Repent No. 12 A 6 x 12 cyl 7 6672 12/12 12/15 125,000 28.27 4420 19 B 28 6673 6674 1/5 1/5 163,000 162,500 5770 5750 24 24 C 28 D E F Remarks: FRANK W. CARLSON Carlson Associates istruction inspection S Related Tats REPORT OF CONCRETE TEST SPECIMENS 11/15 j "1- C job.' 1 p .> �)CA 6 j.7 Date Molded: 19 89 i Client: SZG Cprp. Project: Gateway Corp, Cpnter, Bldg. 3 Address' 12644 -12668 Gateway Dr. Contractor. SSG Architect: David Kehle P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 Concrete Supplier: Ocean Sub- Contractor: Engineer, Richard Hudson Cost by Mark Jeoug Weather: Partly Cloudy Temp. high: 48 Location of Concrete Placement: Temp. low. Precast wall panels # 17 thru 24 and 22 thru 32 Strength Requirement. 3000 Cement Type.I Admix, Amount: Coarse agg. size: PSI @ 28 days Slump: 4" No. of sacks: design mix Entrained Air Brand: natural Fine Agg. Size: Brand: _ Admix, Amount: 7/8 Typ.: hldg_ Specimen No. Spoai men Typo Teat • Nye Resister Number Doe Redd. Date Tasted Total Led Area Unit Lwd PSI Report No. 7 A 6 x 12 cyl . 7 6575 11/16 11/22 103.000 28.27 3644 12 B 28 6576 12/13 140,000 4950 18 C 28 6577 12/13 139,000 4920 18 D E F Remarks. F D .I IC W r • DI CPUJ Carlson Associates :onstrwetion Inspection S Related Tern j DEC 1 1989 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 REPORT OF CONCRETE TEST SPECIMENS (206) 820 -1018 Date Molded: - 11/8/89 , 19 Job. No CA 617 /� PERMIT NO. 5701 Client SSG Corporation Project. Address: Contractor: Gateway 4 — Building 3 12644 Interurban Avenue South, SSG Corporation David Kehle Sub- Contractor: Architect: Engineer: Concrete Supplier: Cast Concrete Cast by• M. Jeong Weather: Overcast Temp. high: 56 Temp. low• Location of Concrete Placement• Pre _act wal panels #1 thraupah 1'i; #3f1 through #43. and 425 Strength Requirement: 3000 PSI @ 28 Boys Slump: 4" Cement Type: 1 No. of sacks: Design Entrained Air Admix, Amount: Bond: Admix, Amount: Brand: Coarse agg. size: 7/8" Type:_ Natural Fine Agg. Size. Bldg. Specimen No. Specimen Type Toe a Nye Resistor Number Detm Reed. Detm Tested Tote' Lead Are. Unit Lead PSI Report No. 6 A 6x12 7 6527 11/9 11/15 123,500 28.27 4370 11 6 B 28 6528 11/9 12/6 149,000 28.27 5270 17 6 C 28 6529 11/9 12/6 150.500 28.27 5320 17 6 . D 7 6530 11/9 11/15 115,000 28.27 4070 11 6 E 28 6531 11/9 12/6 140,000 28.27 4950 17 6 F 28 6532 11/9 12/6 14(4500 28.27 4970 17 Remarks: FRANK W. CARLSON Carlson Associates DEC - 4 1989 s\ merlon Inspection S Related Teti REPORT OF CONCRETE TEST SPECIMENS Date Molded: 11/18 , 19_89_ • P.O. BOX 3443 y _._.. -. �•• -- -- -- --- `it RKLAND, WASHINGTON 98083 (206) 820-1018 Job. No CA 617 Client. SSG Corp. Project: Gateway Corp. CPnttr R1 dg, 3 Address. 12644 -12668 Gateway Dr. Contractor: SSG Architect: David Kehle Concrete Supplier: Ocean Sub- Contractor. Engineer: Richard Hudson Cast by L. Foster Weather: Overcast Temp. high: 50 Temp. low. Location of Concrete Placement. Perimeter footin:,s line F. line • 11 to 16 line A line 1 to line F Strength Requirement: 3000 Cement Type: Admix, Amount: Coarse ogg. size: 3/4 PSI @ 28 days Slump. 4" No. of sacks,. design mix Entrained Air Brand. Admix, Amount: Brand. Fine Agg. Site. Type: natural 9E bldg. Specimen No. Specimen Type Test . Reps Resister Number Don R•e'd. Dots Tested Total Load Area Unit Lead PSI Report No. 9 A 6 x 12 cyl '� 6590 11 -19 11 -25 119.500 28.27 4230 14 B 28 6591 12 -16 C 28 6592 12 -16 D E F Remarks. FRANK W. CARLSON 4rmstrwction Inspection S Related Tats Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 11/21 , 19 89 Job. No CA 617 PERMIT NO. 5701 Client. SSG Corp. P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 Project: Gateway Corp. Center Address. Bldg. 3 12644 -12668 Gateway Dr. Contractor: SSG Archaic,: David Kehle Concrete Supplier: Ocean Sub-Contractor Engineer: Richard Hudson Cost by Mark Jeong Weather: Fair Temp. high: 49 Temp. low. Location of Concrete Placement. Perimeter footings on F- 19,D- 13,D- 14,D- 15,D -16 n Strength Requirement: 2500 PSI @ 28 Slump• Cement Type: I No. of sacks• design mix Entrained Air Admix, Amount: Coarse agg. size: 7/8 Brand: Type: Admix, Amount: natural Brand. Fine Agg. Size: bldg. Specimen No. Specimen Type Test ! Days Resister Number Dote Res•d. Dot. Tested Total Load Mea Unit Lad PSI Report No. 10 A 6 x 12 cyl 7 6599 11/22 11/28 121,500 28.27 4300 15 B 28 6600 12/19 C 213 6601 12/19 D E F Remarks. FRANK W. CARLSON > r 'maruction inspection S Related Tests Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 11/22 19 89 Job. No CA 617 PERMIT NO 5701 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 Client: SSG Corp. Project. Gateway Corp. Center Bldg. 3 Address: 12644 -12668 Gateway Dr. Contractor: SSG Sub- Contractor: Architect: David Kehle Engineer Richard Hudson Concrete Supplier. Ocean Cost by Mark JAorig Weather: Fair Temp. high: _ 53 Temp. low. Location of Concrete Placement. Perimeter footings on C- 2.C- 3.0 -4,C -5 Strength Requirement: 2500 Cement Type: I PSI @ 28 days No. of sacks• design mix Entrained Air Admix, Amount: Brand. Fine Agg. Size: Slump. 3 1/2" Admix, Amount: Brond: Coarse ogg. size: 7/8 Type: natural_ R6 bldg. Speclmon No. Sontoen Typo Test. I Days Resistor Number Deb Reed. Date Tested Tote! Load Aloe Unit Load PSI Report No. 11 A 6 x 12 cyl • 7 ---y 6620 11/23 11/29 114,500 28.27 4050 16 B 28 6621 12/20 C 28 6622 12/20 . D E F Remarks: FRANK W. CARLSON c Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 11/15 , 19 89 Client: SSG Corp., Project. Qgteway Corp, Center, Bldiz. '3 Address. 12644 -12668 Gateway Dr. NOV 2719F39 Job. No. CA 617 vtriation Inspecelen 411 Related Tats P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 PERMIT NO. 5701._ Contractor: SSG Sub-Contractor Architect: David Kehle Engin..F Richard Hudson Concrete Supplier: Ocean Cast by. Mark Jong Weather. Partly Cloudy Temp. high: 48 Temp. low. Location of Concrete Placement' Precast wall •anel - ; 1 ,� _ 4 Strength Requirement: Cement Type: Admix, Amount: Coarse agg. size. 3000 I P51 @ 28 days Slump. 4" No. of socks- design mix Entrained Air Brand: Admix, Amount: Brood: Fine Agg. Si :e• 7/8 Type. natural bldg. Specimen No, Specimen Type Test � Days Register Numbs, Date Rea' /, Dote Tested Total Lee/ Ares Unit Lea/ PSI Report Na, 7 A 6 x 12 cyl 6 11 16 11 10 ess • s B 28 6 576 ` 12/13 C 28 6577 12/13 ; D E F Remarks: FRANK W. CARLSON C Carlson Associates ( rnvuctton Inspection S Related Tens 4 REPORT OF CONCRETE TEST SPECIMENS Date Molded: 11/17 , 19 89 Client: SZG Corp. Project: Address. P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820-1018 Job. No CA 617 PERMIT NO. 5701 Gateway Corp. Center 12644 -12668 Gateway Dr. Contractor: SSG Architect: David Kehle Sub- Contractor: Engineer. Richard Hudson Concrete Supplier. Ocean Cost by: L. Foster Weather. Overcast Temp. high: 49 Temp. low: Location of Concrete Placement' Tiltup panels # 14,15,16 .26 .33 , 34.35 r 36 , 37 Strength Requirement: 3000 PSI @ 28 days Slump: 4" Cement Type: 1 No. of sacks. design mix Admix, Amount: Coarse egg. size: Brand: 3/4 Type: Entrained Air Admix, Amount: Brand:. natural Fine App. Slur bldg. Specimen No. Speclmon Type Test. Days Resister Number Deft Roe'd. Date Tested Tool Load Area Unit Load PSI Report No. 8 A 6 x 12 cyl 7 6584 111/17 11/24 97,000 28.27 3430 13 B 28 6585 . 12/15 C 28 6586 12/15 D E F Remarks: FRANK W. CARLSON ■ ytnrctiew Inspection S Related Tats Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Dote Molded: 1018 , Client S.S.G. Corp. Project. Address. Contractor Architect: Ga w Job. No CA 617 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 rlRMIT NO._57 Bld RECEIVED 12644 -12668 Gateway Dr. SSG David Kehle Concrete Supplier. Ocean Sub - Contractor Engineer: NOV 21 1989 TUKWILA PUBLIC WORKS Richard Hudson Cast by. Mark Jeong Weather: Cloudy Location of Concrete Placement. Temp. high: 60 Temp. lows Perimeter footings on line D from 18 to 19, on 19 from D to D.5 and shear wall footing on 12 Strength Requirement: Cement Type: Admix, Amount: Coarse agg. size. 2500 I PSI @ 28 days Slump. _ 4" No. of sacks: design mix Entrained Air Brand: 'Admix, Amount: 7/8 Type natural__ 9b Brand: Fine Aga. Size bldg. Specimen No. • Specimen Type Test p Days Resister Number -. D.,. Reed. D.» Tested Total Load . Area Unit Le./ PSI Report No. 4 _. A 6 x 12 cyl • , 7 6431 t 10/25 • 102,500 28.27 3630 5 4 B' 28 6432 110/19 10/19 11/15 134,500 28.27 4760 9 4 C 28 6433 10/19 11/15 134x000 28.27 4740 9 D E F • Remarks; ft. Carlson Associates `enstrueeten Inspection a Related Tema REPORT OF CONCRETE TEST SPECIMENS Date Molded: 10/20 , 19 89 Client SSG Corp. P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 PERMIT NO. 5701 Project. Gateway Corp. Center Address. 12644 -12668 Gateway Dr. Contractor: Architect: SSG David Kehle Sub- Contractor Engineers: Richard Hudson Concrete Supplier: Cast by: L. Foster Weather: Overcast Temp. high: 59 Temp. low. Location of Concrete Placement. Footings line 1 line C plus 25'. line D line 17, 19, line E plus 25'. line F line 18.10. line A line 1 and 8 Strength Requirement: 2500 PSI @ 28 days Slump. Cement Type: .1 No. of socks desijn mix. Entrained Air Admix, Amount: Brand : Admix, Amount: Brand 3/4 Type: natural Fine Agg. Size. bldg. Coarse agg. size. Remarks. Specimen No. Specimen Type • Test (i Days . Resister Numier Dote Reed. Doe Tested Tool Load �� °O Unit Load PSI Repent No. 5 A 6 x 12 7 6461 ).o /21 10/27 934000 28.27 28.27 3290 4560 .6 10 5 B 28 6462 • 10/21 11/17 129,000 5 C 28 6463 - 10/21 - 11117 130,500 28.27 4620 10 D E• F . Remarks. C Carlson Associates stretchers inspection dl Related Tens REPORT OF CONCRETE TEST SPECIMENS Date Molded: 11/8/89 , 19 Job. No CA 617 PERMIT No. 5701 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 Client: SSG Corporation Project. Address: Gateway 4 — Building 3 12644 Interurban Avenue South; Contractor: SSG Corporation Sub - Contractor: Architect: fngirtw Concrete Supplier; Ocean Concrete Cast by. M. Jeong David Kehle Weather: Overcast Temp. high: 56 Temp. low. Location of Concrete Placement. _ Precas w 1- panels #1 through 13; #38 through #43, and #75 Strength Requirement: 3000 PSI @ 28 days Slump. 4" Cement Type: I Admix, Amount: Brand: Coarse agg. size: No. of socks. Design Entrained Air Brand. Nar+tral^_ Fine App. Size Bldg. 7 /8" Type: Admix, Amount: Specimen ' No. Sp*eim*n Type T*it p Days Repisto, Numb*. Dot* Roe'd. Pet* Tested Tote' Load Are* Unit Load PS' Report No. 6 A 6x12 7 6527 11/9 11/15 123,500 28.27 4370 11 6 8 28 6528 11/9 12/6 28.27 6 C 28 6529 11/9 12/6 28.27 6 D 7 6530 11/9 11/15 115,000 28.27 4070 11 6 E 28 6531 11/9 12/6 28.27 6 F 28 6532 11/9 12/6 28.27 Remarks: '-aAP.K W. f AI.�I..S0N t (NOV 8 1989 Carlson Associates struction Inspection S Related Testa REPORT OF CONCRETE TEST SPECIMENS 10/4 19 89 Date Molded. Job. No CA 617 Client. S.S.G. Corp. Project: Gateway Corp. Center Bldg. 3 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (2061620404-8--, Pfi ERMIT NO, 5701 --T) Address: 12644 -12688 Gateway Dr. Contractor: S.S.G. Sub- Contractor: Architect: David Kehle Engineer: Richard Hudson Concrete Supplier: Ocean Cast by • L. Foster Weather: Overcast Temp. high: 59 Temp. low. Location of Concrete Placement. Ground salb line A to B line 1 to 7, line 7 to line 12 line E to F line 12 to 19 Strength Requirement. 2500 PSI @ 28 days Cement Type. I No. of sacks• design mix Admix, Amount: Brand: Admix, Amount: Coarse agg. size: 3/4" Type. natural. Slump: 4" Entrained Air Brand. Fine Agg. Size. bldg Specimen No. Specimen Tyro Test. Days Register Windier Date Ree'd. Dote Tested Total Load Area Unit Load PSI Report No. 3 A 6 x 12 cyl 7 6301 10/5 10/11 83.000 28.27 2940 3 B 28 6302 11/1 116,000 4100 8 C 28 6301 1.1/1 117,500 4160 8 D 7 6304 10J11 104,400 3680 3 E 28 6305 11 /1 130,000 4600 8 F 28 ' 6306 11/1 130,50o 462o 8 Remarks: FRANK W. CARLSON Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 1020 19 89 Client: SSG Corp. Project: Gateway Corp. Center Address• Job. No CA 617 `.nuwctton Inspection S Related Tests P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 nd 12644 -12668 Gateway Dr. Contractor: Architect: SSG David Kehle Sub-Contractor Engineer: Richard Hudson Concrete Supplier: Cast by: L. J`'',oster Weather: Overcast Location of Concrete Placement. Temp. high: 59 Temp. low. Footings line 1 line C plus 25'. line D line 17, 19, line E plus 25'. line F line 18.14. line A line 1 and 8 Strength Requirement: 2500 PSI @ 28 days Slump. 4" Cement Type. 1 No. of sacks: design mix Entrained Air Admix, Amount: Brand: Admix, Amount: Brand. Coarse age. size: 31'4' Type: natural Fine App. Sissy bldg. Specimen No. Specimen Typo Toot a Days Reliefs/ Number Dote Roa'd. Date Tooted Total Load Ares Unit Lod PSI Repast Ne. 5 A 6 x 12 7 6461 10/21 10/27 93,000 28.27 3290 6 B 28 6462 11/17 C 28 6463 11/17 D E 1 F Remarks. FRANK W. CARLSON �* ;ntnrNction Inspection S Related Tens Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded. 10/3 ,19 89 Client: S.S.G. Corp. Project: Gateway Bldg. 3 Address: Contractor Architect: Job. No. CA 617 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 PERMIT NO. 5701 12644 -12688 Gateway Dr._ S.S.G. David Kehle Concrete Supplier: Ocean Sub- Contractor Engineer: Richard. Hudson Cost by J1ark Jeong Weather: Fair Temp. high: 60 Temp. Iow• Location of Concrete Placement: from 12 to 19 S.O.G. between lines B to C from 1 to 7 and D to E Strength Requirement. 2500 PSI @ 2 days Slump: rt Cement Type: 1 No. of sacks• design mix Entrained Air Admix, Amount: Brand: Admix, Amount: Brand: Coarse agg. size. 7/8 Type: natural Fine Agg. Size. bldg. Specimen No. Specinnn Type Teel p Oeye Resister Number Doe Rec'd. Dos Tested Total Load Af o Unit Levi PM Repent No. 2 A 6 x 12 cyl 7 6319 10/4 10/10 941.,000 28.27 3330 2 B 28 6320 10/31 130,500 4620 7 C 28 6321 10/31 129,000 4560 7 D 7 6322 10/10 78.000 2760 2 E 28 6323 10/31 102 000 3610 2 F 28 6324 10/31 103,500 3660 7 Remarks: FRANK W. CARLSON C Carlson Associates C nstwction Inspection S Related Tests REPORT OF CONCRETE TEST SPECIMENS 9/22 , 19 89 Date Molded: Client. S.S.G. Corp. - P.O. BOX 3443 {,1� T KIRKLAND, WASHINGTON 98083 (206) 820 -1018 Job. CT CA 6I_► i 198 ob. No C � 1 3 PERMIT NO. 57 01 Project. Gateway Corp. Center Bldg. 3 ' nB Address: 12644 & 12668 Gateway Dr. Tukwila Contractor: Architect: S.S.G. David Kehle Sub- Contractor: Engineer: Richard Hudson Concrete Supplier Ocean Cast by Mark Jeong Weather: Fair Temp. high: 75 Temp. low. Location of Concrete Placement: E from 10 to 18 Interior footings column, on line B from 2 to 7 and on Strength Requirement: 2500 Cement Type: Admix, Amount: Coarse agg. size: 7/8 Brand: Type. PSI @ 28 days No. of sacks: des1Yi mix Entrained Air Admix, Amount: Brand. Slump Ott natural Fine Agg. Size: bldg. Specimen No. Specimen Typo Test (1 Days Resister Number Date Reed. Doe Tested Total Load Area Unit Load PSI Report No. 1 A 6 x 12 cyl 7 6247 9/23 9/29 80,500 28.27 2850 1 B 28 6248 10/20 108,000 3820 4 C 28 6249 10/20 109.500 3870 4 • D E F Remarks: FRANK W. CARLSON nstruction Inspection S Related Teen Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 10/18 , 19 R9 Client. Project. Address. S.S.G. Corp. Job. No CA 617 P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 PERMIT NO. Gateway Corp. Center, Phases 3 12644 -12668 Gateway Dr. Bldg. 3 Contractor: SSG Sub- Contractor' Architect: David Kehle Concrete Supplier. Ocean Engineer: Richard Hudson Cast by. Mark Jeona Weather: Cloudy Location of Concrete Placement. Temp. high: 60 Temp. low. Perimeter footings on line D from 18 to 19, on 19 from D to D.5 and shear wall footing on 12 Strength Requirement: 2500 PSI @ 28 days Slump. 4" Cement Type: 1 No. of sacks• design mix Entrained Air Admix, Amount: Brand: Admix, Amount: Brand. Coarse agg. size: 7/8 Type: natures L— Fine Agg. Size. bldg. Specimen No. Specimen Type Test Q Days Resister Number Data Reed. Dote Tested Total Load Area Unit Loped PSI Report No. 4 A 6 x 12 cyl 7 6431 10/19 10/25 102 500 211.27 3630 5 8 28 6432 11/15 , C 28 6433 11/15 D • E F Remarks. FRANK W. CARLSON TO: PROM: DATE: SUBJECT: City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (201) 433.1800 Gary 1. VanDusen, Mayor MEMORANDUM .6)A.A2-q 7/0/g1 b-Okaucai tt3 *5701 bjaii, A9 741.1(11, , =„clan i. ax,ALLtvai _,I . 1/ l /4 / 4 (10 /T2.MEMO) 11 BARGHAUSEN CONSULTING ENGINEERS, INC. "Land Planning, Survey, and Design Specialists" October 11, 1989 N[i[ilu'I` U OCT 1 21989 [OCT 5 ,JNyot-A PLANNING DEPT. Mr. Norm City of 'Tukwila Building Department 6200 Southcenter Boulevard Tukwila, WA 98188 RE:, Gateway Phase IV Building 3 Our Job No. 3108 Dear Mr. Johnson: Pursuant to the request of the SSG Corporation, I am sending you . this letter informing you that the, Gateway Phase IV Building 3 has been staked according to the civil plans approved by the City of Tukwila. If there are any questions regarding this matter, please give this office a calla Sincerely, 7. DJS/bb; 0496.39 cc: Mr. Joe Layman, Bedford Properties Mr. Steve Gwinn, SSG Corporation Home Office:` 18215 72nd Avenue South • Kent, Washington 98032 • (206) 251.6222 Sacramento Office: 3134 -A Auburn Blvd., • Sacramento, California 95821 • (916) 484 -1212 Cityf Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433.1800 Gary L. VanDusen, Mayor Plan Check N89 -040: Gateway Corporate Center (Building 3) 12644 - 12668 Gateway Dr THE FOLLOWING COMMENTS APPLY TO ND BECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER_T32) L___. 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296- 4732). 3. Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (872 - 6363). 4. All mechanical work shall be under separate permit through the City of Tukwila. 5. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 6. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. 7. All structural concrete to be special inspected (Sec. 306, UBC). 8. All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 9. Readily accessible access to roof mounted equipment is required. 10. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 11. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure.). .Gateway Corporate Center Elan Check #89 -040 Page "2, A statement from the roofing contractor. verifying . fire retardancy of rook will be requiref prior to final. inspection (see attached procedure). All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 'Edition), Washignton State Energy Code (1989 Edition), and Washington Stae Regulations for Barrier Free Facility (1989 Edition). 14 A Certificate of Occupancy will not be issued until toilet facilities are installed and available for use by entire building occupancy. Toilet facilities shall comply with U.B.C. Sec. 705 and Barrier Free Requirement of Chapter 51- 10 W.A.C. 15. Validity of Permit. The issuance or granting of this permit or approval of plans, specifications and .computations shall not be construed to be a permit for, or an approval of, any violation of any :.of the provisions of this code or of any other regulation or ordinance of this Jurisdiction. No permit presuming to give authority to violate or cancel the provisions. af. this code shall be valid. City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor March 17, 1989 Fire Department Review. Control Number 89 -040 (513) Re: Gateway Corporate Center Building *3 - 12644 -12668 Interurban Avenue South, Tukwila, Wa. Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is oalculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10 B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) (UFC 10.301b) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinents, or set on shelves (NFPA 10, 1 -6.6), and shall be installed so that the top of the extinguisher is not more than 5 ft. above the floor. (NFPA 10, 1 -6.6) (UFC 10.301) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher," with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.301) 2. Exit hardware and marking must meet the requirements of Uniform Fire Code Sections 12.104 & 12.114. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. (UFC 12.104b) No point in a sprinklered building may be more than City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 2 Gary L. VanDusen, Mayor 200 feet from an exit, measured along the path of travel. (UBC 3302) (UFC 12.101) Exit doors shall awing in the direction of exit travel when serving an occupant load of 50 or more. (UBC 3303) (UFC 12.101) Exit doors serving more than 50 occupants must be provided with illuminated exit signs. (UFC 12.114) 3. An automatic fire extinguishing (sprinkler) system is required and shall be designed, installed and tested. (City Ordinance *1141) All sprinkler drawings shall be prepared by companies licensed to perform this type of work. Drawings shall first be approved by the Washington Surveying & Rating Bureau, Factory Mutual Engineering or Industrial Risk Insurers, then by the Tukwila Fire Department. No sprinkler work shall commence without approved drawings. (City Ordinance *1141 & NFPA 13, 1 -9.1) (UFC 10.307) All sprinkler systems with more than 100 heads shall be supervised by an approved central, proprietary or remote station service or a local alarm which will give an audible signal at a constantly attended location. Approved central stations are those listed by Underwriter's Laboratories, Inc. (UFC 10.309) Hose stations are required. (Plans must be submitted to the Fire Marshal for approval prior to installation.) (City Ordinance *1141) 4. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 10.208) All required occupancy separations, area separation walls, and draft -stop partitions shall be maintained 1908 City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor Page number 3 and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 10.401) If the building is to be used for the storage of high -piled combustible material (as defined in UFC,. Sec. 9.110); automatic fire - extinguishing systems, smoke- removal systems, fire protection and fire separations are required per Uniform Fire Code Article 81. Every exterior portion of a building must be within 300' of a fire hydrant, measured around the perimiter of the building. (City Ordinance #729) Yours truly, The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd RICHARD HUDSON & ASCIATES, INC. CONSULTING ENG IL,ERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 JOB SHEET NO. OF CALCULATED BY 1� * DATE CHECKED BY DATE SCALE 1 .2 1l- 3I.c.` 32,2x` watt :d1.'.2 )(2e,5 n1,,zs, ►!5= 51,1 k iz rouF di- 12: X•Oi.kC`;t5 _. .3,0 • • 1 ................__........ .4 . ...... ±..... !. .. .1 1 ? 1 22. (4,%....#- .;?t? ZS' 2 (5-44 1-1311.- 33.51' 1 .644. aU , s- -. foo. (icA l.._'.)i1)-19 Ce.5a. c',r 1 /t"t'c'l.!t. 58,ejt1,1 'RICHARD HUDSON & ASB RTES, INC. CONSULTING ENGINEERS 160512TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB SHEET NO R -3 to OF CALCULATED BY DATE CHECKED BY DATE SCALE 1 yr foal 1\17)4 . 011 _ c.. crv'....... C. chn, --t 132 — Cp "'/.v z4 ver.... PPO 1 • 1 MAY,. 1! n 19$9.... • /7 1 e =j ..7 1_ • 1 1 eN V" -oyo Mahan &DeSadvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg, Seattle, Washington 98101 (206) 624 -8150 ( ay2L$ 661989 Duane ,Griffin. -city of Tukwila 6200 Southcenter Blvd ..: Tukwila, Washington 98188 Re: 89 -T -03 (Gateway Corporate Center:Bld103)'. DearMr. Griffin, We have received additional information; on.the proposed project and :have: reviewed it for compliance with Chapters 23 through 29 of. the 1985 Edition'of`, the Uniform Building Code. We have no additional comments. Enclosed are drawings, calculations,and soils report for, your use.. Sincerely, Bridget_Smith cc: David Kehle.Architect.. :12878 Interurban Avenue South``' Seattle, Washington :98168':` Mahan &DeSalvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624 -8150 (206) 624 -4488 >April 27, 1989 Duane. Griffin City of Tukwila 6200 Southcenter Blvd Tukwila, Washington. 98188 : 89 -T -03 (Gateway Corporate Center Bldg 413): Dear Mr. Griffin, We have received additional information on the proposed project and have reviewed it for compliance with Chapters 23 through 29 of the 1985 Edition of the. Uniform Building Code. Please have the applicant respond to the following in itemized letter form and resubmit 2 copies of revised drawings and one copy of revised calculations, as required. Structural 1. The calculation pages R3A and L4AA were apparently not included in the submittal. Please refer to our original comments 416 & 4117. . The leg dimensions for the precast panels do not appear to be called out on the structural drawings, other than the panel 5/5A pilasters. This would appear to be a critical dimension for panels 2/2A, 3 and 7 and should be specified on the structural drawings in accordance with the design. 3. Provide a design of the footings supporting panel 1 on Grids 1 and 19 for combined dead plus seismic loads. The .footing at the west end of panel. 1 opposite on Grid 1 is not specified. Refer to our original comment 4114. Sincerely, cc: David Kehle.Architect 12878 Interurban Avenue'. South Seattle, Washington 98168 Mahan &DeSalvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 (206) 624-4488 April 5, 1989 -1� Duane Griffin City of Tukwila 6200 Southcenter Blvd Tukwila, Washington 98188 Re: 89 -T -03 (Gateway Corporate Center Bldg #3) Dear Mr. Griffin, • [nd [ r1 { t / Flil APR - 61989 We have received plans and calculations for the proposed project and have reviewed them for compliance with Chapters 23 through 29 of the 1985 Edition of the Uniform Building Code. Please have the applicant respond to the following in itemized letter form and resubmit 2 copies of revised drawings and one copy of revised calculations, as required. Structural 1. Please verify that the recommendations of the soils report are also applicable to building 3. Since the design is apparently based on the assumption that the preloading option will be followed, this information should be specifically stated in the general notes. 2. Special inspection of all field welding is required unless it can be shown that each weld, under combined loads, qualifies for exception 2 of Section 306(a)4B. The special inspection requirement must be stated in the general notes. 3. The allowable bending stress specified for the 2x4 stiffeners does not appear to be correct. 4. Please address the potential problems with roofing and diaphragm nailing due to the variable size of rough lumber purlins. 5. Show that the deflection of the 4x14 purlins is acceptable. 6. Please verify that the cantilevered GLB members are adequate, considering the slenderness factor may control over the size factor per Section 2504(c)5 and (c)6. 7. The bearing length shown in Section D -4 does not appear to be adequate for the reaction at beam B6. 8. Why is Section C -4 called out along Grid 19, on Sheet S -2? 9. Are the precast panel horizontal dimensions, indicated on the structural drawings, in accordance with the design? 10. Provide design calculations for all precast panel connections. .�:, ,.f:.. ..'...Y. ...F� .:c. ...'r. ,.,, .(ASE} $e., .•.. April'" 5, 1989 .. • City of •Tukwila Rea: 89 -T -03 Page Two ,y. 11. Several connection call outs are incomplete in the panel 7 elevation. 12. How does the'type '"A' connection called out in panel 2 elevation relate to the`Section A-4 beam support detail? Provide design of the pilasters shown in Section D -4 and panel elevation $, in.accordance with Section 2610(d) and 2610(k) or (1), for vertical load combined with lateral load parallel to the plane of the wall. Please clarify the input for the slender wall design method program for panel 5. 14. Provide design calculations for the footing FA and for the footings supporting panel 1 at both locations. Is it intended that footing FA be used on Grid D between Grids 18 and 19? : :15. Provide calculations for a sub - diaphragm design to show compliance with Section 2312(j)2C (last paragraph). 16. It appears that the calculated chord force for the N -S seismic load should be based on the 78 kip .value rather than 69 kips as shown on page L -1. 17.. Provide design of the drag struts and connections, and design of the diaphragm nailing requirements. 18. Specify the extent of nailing pattern C on the .key plan. Sincerely, Bridget Smith cc:`. David Kehle Architect 12878 Interurban Avenue Sout Seattle, Washington 98168 Mahan &DeSalvo" tt Sheet.jot_i,_. Date: 5-5--81 *.01 -040 Caeako(lpiA444.<4 -rurA,t-3.eAtA4 \-3kLak .f3wauao -4 aJott.P t mee.Y/- Chi 40-t, ,6(1/0- do Coat G 4/0o-veA 4. e 14 4 I e Lid ,tz -‹Jo pig ( , — •� . caatize4--0-1441govocit4 72atu— 4 etinile4;14e4,v /dGQ;Dbirti- pto? Cvd -lc%.r - Grad do.6e d4aitateM awl's cow„� -4)/ igCrLd- 2 auol e�� oe / f \�� .a w 5 a LI' • i:• • °c «•• E •� �.E •= E c. c o i • ° 0 � `O.. So • «a �• .': o• a. O.« •.0 00 • «: «> .2 s u i •r, •. o2 36 1.� 1.0. Old 00. a. CO CO CO C i • N N Ih i a m o Proposed Buildings Q �m 413 CO r: m�a\ �/ ▪ l'' mom ~ a. a Existing Buildings I co ��` an ao o `V; (0 1- co Et�#g0 co m r ''" ao es .O �� 1 N;4, H r m L. it • e O • 3 3 1 I I LJ 0 0h • : Xs0 • ▪ 47 Et▪ on O Inc" 1 e- 0 <" ••ei • �y 0 w•i ov 0 per• • o°Q g v N e. • '- .• z 0 n^ • • • W 3 • 0 *. R3 EL- 0 0 4 v le O o O • • u. c • To ✓ co�U':. yr s • Date:4-1I -6q File: #-040 Sheet ( of ORDINANCE COMPLIANCE CHECKLIST Uniform Buildini Code, 198S Edition. PROJECT • Gt1 &A TE CEtq R .2 — Cps 1 Ca 1 44 1 e, I>`ITEV.UP..�Atl 40E. OCCUPANCY GROUP: 1;3-2 TYPE OF CONSTRUCTION: U'4, argAtAK _R A") LOCATION ON PROPERTY: 14:13016=efel 1A� = � 1<= 20 U � K Ft.g. 5A ONE S-ip BLDG. HT./ NO of STORIES• FLOOR AREA• OCCUPANT LOAD: I6E'- ► 0 766,c6, EXITING REQMTS.IZGI = 75 > °a C)EX11 ��, ZE5 " e.5 1►oeo v O. K. 'Dt6i ce. 1311)314 o. K, ✓ �X1T1 NCt 'C-,C' t E.LL 0. K. DETAILED REQUIREMENTS u 8. OCCUPANCY: ry/ IT 'EI.1- DV.°51 hENT U14°E12.T441S rF ZM1t` °"11 a9. TYPE OF CONSTRUCTION: vvam a0. ENGINEERING REGS. & REQMTS t Ieu) StA Cot,ISULMNT : M -- At4 ❑ 11. COMPLIANCE w/ W.S.E.C. a12. COMPLIANCE w/ Chapter 51 -10 W.A.C. Ni ES: TO: FROM: DATE: SUBJECT: City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (201) 433 -1800 Gary L. VanDusen, Mayor MEMORANDUM Fr l� 8G -t?1-10 : (rep, aocu ,, tatclOrk4P3 ,eer.b4 0a vl 5, 19e,cr 14 Coor 'j ilia tc, `Ow /Fee. ally35 f sec 6tu' /19 Uc a''epv ,9 a_ (c a'I, 19'8) Ouidi Tabl6 544, r m.a4-75ry. 60'1(1149 .6)Ote. f / q $ et) 6 UC,Ji.FJ 31) 6.v v o 7IT -n1 Wa : 024,710g pcv 1/4591.416, 4 ao. ?la . 3 7, L0 a = 13 7 8l, 351-I VaA,u c 'vvt 1 t a5 0? ate_ CGre c,-, 2,Ll /5,OC) I�5IPQ.G) 8.50 al 5-9.00 ILI •, • .,L '2 550,5d (10 /T2.MEMO) BUILVING PERMIT (POST WITH INSIii,, jTION CARD AND PLANS IN A CONSPICUOUS LOCATION) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. 57,61 DATE ISSUED: 3404 S 126 FEES - 1 , , , r , ADDRESS Mt. McKinley Drive S.W., Issaquah, WA ZIP 98027 BUILDING PERMIT FEE PHONE ADDRESS ZIP PLAN CHECK FEE EXP. DATE ARCHITECT N/A PHONE BUILDING SURCHARGE ' ENERGY SURCHARGE OTHER: Inspection 25.00 1712 8 -28 -89 TOTAL. - 25. an PLAN CHECK #89 -232 N/A ASSESSOR ACCOUNT N N/A PROJECTNAMEITENANT Goldstar Acquisitions, Inc. TYPE OF U New Building LJAddltion U Tenant Improvement (commercial) U Demolition (building) O Grading/Fill WORK: 0 Rack Storage 0 Reroot O Remodel (residential) ® Other Pre - inspection DESCRIBE WORK TO BE DONE: Move House (Pre - inspection). PROPERTY OWNER Goldstar Acquisitions, Inc. PHONE 391 -8433 ADDRESS Mt. McKinley Drive S.W., Issaquah, WA ZIP 98027 CONTRACTOR N/A PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT N/A PHONE ADDRESS ZIP c'OOt>I c:or.11'I inrJc I USE 41 FLOOR 4 SQUARE FEET OCC. LOAD OCC. LOAD SQUAFE OCC. FEET LOAD SQUARE FEET occ. LOAD SQUARE FEET occ. LOAD TOTAL SQUARE FEET TOTAL OCC. LOAD TOTAL TYPE OF CONSTRUCTION: UBC EDITION (year) SETBACKS: N — S — E — I hereby certify that I have read and fined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this pe • • e= • t presume to gi - - uthority to violate or cancel the provisions of any other state or local laws regul ing const io-or the , orm = ce or work. I am authorized to sign for and obtain this building permit. FIRE PROTECTION: OSprinklera Q Detectors ®N!A UTILITY PERMITS REQUIRED �] Yes N 0 (through Public Works) ZONING: BAR /LAND USE CONDITIONSryes ®No CONDI ION (other than those noted on or attached to permd/plans): APPHOVED FOR -,. BUILDING ISSUANCE BY: 9 2..) OFFICIAL DATE: �1 I -" 2 C.-Y/ I hereby certify that I have read and fined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this pe • • e= • t presume to gi - - uthority to violate or cancel the provisions of any other state or local laws regul ing const io-or the , orm = ce or work. I am authorized to sign for and obtain this building permit. SIGNATU `' i��►: �' �_���� DATE: F r 30 r PRINT NAME: \ D N 4-1-7 AD , 1i I :1 COMPANY:Gd i, 5719--(2— This permit shall become null and void if the worn is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. DATE ISSUED: CERTIFICATE OF OCCUPANCY NO. uw arm BUILDING PERMIT APPLICATION TRACKING PLAN CHECK NUMBER PROJECT NAME C SITE ADDRESS 511 0 L1 I a nc S ITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ". BUILDING SQUARE FOOTAGE/OCCU Y INFORMATION (to be filled out by Plan Checker) aigaao SQUARE OCC. FEET LOAD • SQUARE OCC. FEET LOAD SQUARE OCC. FEET LOAD SQUARE OCC. FEET LOAD SQUARE OCC. FEET LOAD TOTAL SQUARE FEET TOTAL OCCU- PANCY LOAD Mw DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. v O BUILDING - initial review O FIRE ROUTED INIT: O PLANNING INIT: O PUBLIC WORKS INIT: O OTHER INIT: tO BUILDING - final review INIT: n '+ ors ' electors FIRE DEPT. LETTER DATED: INSPECTOR: ONING: IBARILAND USE CONDRIONS? r]Yes REFERENCE FILE NOS.: MINIMUM SETBACKS: N- S- E- W TILITY PERMffS REOUIRED? [-T Yes PUBLIC WORKS LETTER DATED: WiSTRUCTION UBC EDITION (year): REVIEW COMPLETED PERMIT NO. • CONTACTED DATE READY DATE NOTIFIED %� c�" 9 BY: init. PERMIT EXPIRES 2nd NOTIFICATION BY: (init.) AMOUNT OWING 3RD NOTIFICATION BY: (init.) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDIN3 PERMIT APPLICATION PLAN CHECK c� _ NUMBER D5Q /11'1'1 IC/1 TION IllU ;1 1 ?1 1111 FU 0U1 C.,0111PLETT-LY SITE ADDRESS JV/o 1/ S . I of b ;'47 FEES (for staff use only) DESCRIPTION::::: RCPT:.. # DATE BUILDING PERMIT FEE:. PLAN CHECK BUILDING !SURCHARGE • ENERGY:SURCHARGE :: OTHER 1 VGe la TOTAL as 'JO SUITE # N/4 VALUE OF CONSTRUCTION - $ N /04 PROJECT NAME/TENANT brtla+. 1- ASSESSOR ACCOUNT # Q0 LDS AC,QUIS17iats (fie_ pN2 �a N/4 TYPE OF JNew Building U A s ddition U Tenant Improvement (com ercial) U_ emolition (buil•ing) WORK: ❑ Rack Storage ❑ Reroof ❑ Remodel (residential) C' Other DESCRIBE WORK TO BE DONE: M OJ,;, a s1 ■9 -rte∎ %v reS (424Q.0 KSI.cA) k) 4- w' t;is �s o f 7' IA); icf (pre � t ,ru, ov ) BUILDING USE (office, warehouse, etc.y 12S(,e._v NATURE OF BUSINESS: WILL THERE BE A CHANGE IN USE No U Yes IF YES, EXPLAIN: Ns e. SQUARE FOOTAGE - Building: 0?, it,--0 Tenant Space: Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? jXj No ❑ Yes IF YES, EXPLAIN: PROPERTY OWNER Lps LZ / L t4Cl�Zi 7. ADDRESS c.34(0 pi_ %tomPC►%�. !.� - S w . N/4 CONTRACTOR i PHONE 44 l)n 14IP Fr961 a7 PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # ARCHITECT ADDRESS A N/A EXP. DATE PHONE ZIP BUILDING OWNER OR AUTHORIZED AGENT SIGNATURE att PRINT NAME nouq�o W . At2T DATE PHONE/ g. y33 CONTACT PERSON ADDRESS ay 0 M j tI c_ k J tJ r S U . R as CITY /ZIP`S s oQjl %'&27 PHONE (3 5;4/ APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department.of Community Development prior to application submittal. Contact the Permit Coordinator at 433 -1851 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architectengineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. 1/ you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 433 -1849. DATE APPLICATION ACCEPTED -G2g -Fq DATE APPLICATION EXPIRES a -2 x-470 COMMERCIAL S . BMITTAL CHEMIST ootyMENCUt euao ai tAL ;appNotl COMMER 1AL TENANT IYPROVEM i dMo perm Ewa Soil FLACK STO. tad building permit applica COfIfpIN14d Ifni t llQ 0.0.011 t Asae=tor'Aocount`Numt+er ............... ............................... Narrative de:cnbinp existing .. m.terieE deinp imtaled, . _ . fE A oprdNcatlon Iefteris required prigs tc final lnspeation and s roof,,materiel.beinil removed; :a Tetarnt space.: *Me ago Nayt .:..... . t . nl 0101Idons atam_ lfnwfr ((tdi •%rape 8` and:o� RESIDENTIAL nay which �owl�� a�wi aq 1en niUaatel lit♦ dl i antenna/satallite: d atihlnptonstate;foena LEE..FAMILY:;DWEWNG$1AD • Flcbr p.qn • Root plan • Building elevations (all ewe) ,......... • Structural framing plans NOTE ll any udhty wo* Is to b done provide utility permit appflccat and plans must be aubmltprd .6.009104 :Stairs Energy: Code: led utility permit application of site plans showing uthia E :: 8ulldihp sloe plan and uglify site plan may bi oomttlned.: oQ ky pesmlt Oppllcstlon and checkllat foe apochlo aubndttal sego • AddliOnd apop�Rphkral and soils nM'matlort mqy be oils QoodYr .:. orta rated; buildrip permit Asaesso'`AccounNii Narrative dascnbiN matelot being instaflel NOTES A atdllcaNOn letror off o/ the loermlt CITY OF T WILA Building .. `;rtment 6300'Sou fater Boulevard Tukwila, 98188 (206) 431 -3670 Type of Inspection J.�,• Aor 4,,C. Site Address 3 tet . /2.641/4" Requestor Special Instructions INSPECT ..ON RECORD di PERMIT # Date Date Wanted 7-14-110e Project C• /.,e y /so. Phone # .u� Inspection Results /Comments: Inspector flat" Date 7'' /V* ww+vxabweue.ans.�w...'.+,w CITY OF TUKWILA Building Division 6200 Southc.nt.r Boulevard Tukwila, Washington 98188 (206) 433 -1849 Cti: -ew wstonwunrtU0101.111=4 INSPECTION RECORD M ` PERMIT # 5-jo1r7 Date 9 - %- "69 // c�, q l o: n �r� �I� L ±ion l Neon Moue) Date Wanted Ci " �11- 0 t .m p.m• Project id5t ' NC.(1Uiltip115 3o Type of Inspection Address I o? 5 Q5 3�1 Requestor Kale) EWo,r t Special Instructions Phone # 3q I -. c L Inspection Results /Comments: 80, 7� f -7� c S` ?Q,i, s 5-, j h i e ' ,44,2 A s 4,7 %o v St 4"t-1 ,e2/4"--es Inspector Date 9-- /9- -- City f Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433 -1800 Gary L. VanDusen, Mayor 'October 10, 1989 Mr. Ronald Ewart Goldstar Acquisitions, Inc. 340 Mt. McKinley Drive S.W.. Issaquah, WA 98027 Dear Mr. Ewart: The house located at 3404 South ,126th St.reet, Tukwila, WA 98188 was inspected on September- 19, 1989 on 8ui.lding Permit No. 5709. This inspection determined that the building may be moved within the City of Tukwila subject to the following: 1. 1Plans are submitted and a building permit for the new foundation is issued subject to the current Uniform Building Code in effect. 2. That an electrical inspection and plumbing inspection are done at the new location to insure that electrical and plumbing currently meets these code requirements. That smoke alarms be installed:to comply with Section. 1210 of the 1988 Edition of the Uniform Building Cade.. :Sincerely, Norm Bray Building Inspector i r 1/,/11 �L L I/IM - H1_- $EVELOP/4ENT • IBUT RREA /414P 1M• H,07 ch.)" I:51A. ",EW CB #1 TYPE 11 W. +Lii d/ OVER EXIST. 1 2 - S i OHM LINE A' '∎//OWN. REMOVE REMAINING PORT0 JR ABANDON PER CITY 5 -TAN; /•ROS RIM = (ADJUST TO FINAL GRADEI I.E.^ 9.I,H n ST. Cl RIM = L.E.= 9.6 IN I.E.= 9.1 •UT /1 #2 YPE L W/501113 11. R1M = /6.01 IAUJUST t 0 r ir+r. ,•,AaEI E.^ 9, 9 \' \ \4� \ N.) y0 \t”' 1!x.60 16.00 I•)I+11 I1f. 1 + .r 16.20'Th ■)„ ti F,.0 - a I'VI 00 11 u • 1 ■I'L. 4 BUILDING F.F. = 17.0 / N/1 / / 1 1 I / EXIST. cB i i � �RIIv1- = -f5.77 I.E.- 11.71 I l 0 rYPL 1 HIM - /.',0 1,1 II 22 N 48 °13'44" W ,111.1 • ' INTERURBAN AVENUE 1 1 1 I \1 1 # 1 �� 1 1 \ \. I. '.' CONC. J— l-- - -- \F"\..-"'' \l) /' , \ 1 TYPE I RIM 15.10 I.E. //, /S c 0 (2E:'=At mr r," P: r • a I ... __ 8 j 1'j 1,�'I'I'I'I'1'i'1 1 1 Il'� 1 I I I f 1'� I' 1 r +1 ,.�, (�,l,l,l,l,l,I I,I,1 I I I 1 I I;I i,1 I I 1,l,l;l,l, ,.,I Q is 1 2 3 4 5 6 7 ) FLEXIBLE RULER - 302AW f Qc 6Z Be LZ 9Z SZ hZ CZ ZZ lZ OZ 6L Bt Lt 91 SI 41 El el 11 QL ....1IIII1IIIIIIIII1IIIIIIIII1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 l 1111IIIIII1111 i IF THIS MICROFILMED DOCUMENT IS LESS CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT oUU`I!■ru rcrtnlnu u (POST WITH II!i ,;TION CARD AND PLANS IN A CONSPICUOUS LOCATION) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. 51o1 DATE ISSUED: FEES PLAN CHECK ,89 -040 PROJECT INFORMATION 126,, 126.8 Gatewa D :ui kiln PROJECT NAME/TENANT Gatewa Corsorate Center v ASSESSOR ACCOUNT • 000480 - 0006 -45 565 000.00 TYPE OF (0 New Building • Addition ■ Tenant Improvement (commercial) • Demolition (building) ■ Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: New. office /warehouse building (shell only). PROPERTY OWNER ; ed ord ro • r i • s PHONE 241 -1103 aii WM •t S iai BUILDING PERMIT FEE 111111aMarannismaffl 3.50 PLAN CHECK FEE BUILDING SURCHARGE ENERGY SURCHARGE I r 11111M11 - •_ - • OTHER: SQUARE FEET ARCHITECT David Kehle Architect PHONE 433 -8997 TOTAL - 2_550.5_0 ZIP 98168 PLAN CHECK ,89 -040 PROJECT INFORMATION 126,, 126.8 Gatewa D :ui kiln PROJECT NAME/TENANT Gatewa Corsorate Center v ASSESSOR ACCOUNT • 000480 - 0006 -45 565 000.00 TYPE OF (0 New Building • Addition ■ Tenant Improvement (commercial) • Demolition (building) ■ Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: New. office /warehouse building (shell only). PROPERTY OWNER ; ed ord ro • r i • s PHONE 241 -1103 E - ADDRESS 12870 Interurban Ave. South, Seattle, WA ZIP 98168 CONTRACTOR SSG Corporation PHONE 367 -9393 (through Public Work) ADDRESS P.O. Box 33978. Seattle, WA ZlP 98133 WA. ST. CONTRACTOR'S LICENSE # SSGCO *249J8 EXP. DATE SQUARE FEET ARCHITECT David Kehle Architect PHONE 433 -8997 O OCC. LQ D ADDRESS 12878 Interurban Ave. South, Seattle, WA ZIP 98168 USE I4 Office /J3-2, E - CODE COMPLIANCE FIRE PROTECTION' {?ZSprinklers 0 Detectors 0 N/A 1 �. Yes Q No (through Public Work) ZONING* BAR/LAND BAR/LAND USE CONDITIONSr 85 ONo ft,p w $QUAKE OCC. IA D , SQUARE FEET OCC. SQUARE FEET O OCC. LQ D SQUARE FEET OCC. SQUARE FEET OCC. LOAD . TOTAL SOU ARE FEET 37,623 TOTAL LOAD f EET 1st 37,623 75 _Lop _ rQCC 75 ,TOTAL _ _ _ 37,623 75 TYPE OF CONSTRUCTION: UBC EDITION (year ) IIt -N 85 SETBACKS: N- S- E - W- FIRE PROTECTION' {?ZSprinklers 0 Detectors 0 N/A UTILITY PERMITS REQUIRED Yes Q No (through Public Work) ZONING* BAR/LAND BAR/LAND USE CONDITIONSr 85 ONo CONDITIONS other than those noted on or attached to • rmit/. Tans : ISSUANCE BFY: 4//60)/(1Z4 U OFFICIAL GATE: 7-B - V 1 I hereby certify that I have read a examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work wiU be complied with, whether specified herein or not. The granting of this permit does hot presume to give authority to violate or cancel the provisions of any other state or local laws regulating const • n or e performance or work. I am authorized to sign for and obtain this building permit. SIGNATURE: ( DATE: •'� - t Eip PRINT NAME: 1,6%0 VE,141,6 COMPANY U. 117 ' E Le, .6C+1 treLi This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CERTIFICATE OF OCCUPANCY NO. DATE ISSUED: rr VICINITY MAP! --TECA/A\ 3fft.7) • 1-5 Lot 3 as shown on Plat of Gateway Corporate Center, recorded in Volume 144 of Plats, pages 23-25 under recording number 8901230879, records of king County, Washington, iILDkc1 j; 'T '517AcTITIC.5 04.442iL1 al dec. e)r 1,14,04-1- 11,1r.)1..iirpiti 6a-p36c.g.s: rfoNIT -1447...0 eb11:›e -0,1?-2 0 12.6ARYkr...0 wpdok„fe ; F,Tost-r YAP, Ti sw.Eir 0 A.F0 0 2.11 -611S -eiNefAVIE : (10147u-1cl) Aps,P.A- -.31,-es;21. 6r A(.11,1AL acciirv,14-?e.130.Or .4)..pp (.6/144v,.,4cii.$E, • '`.1.-f re; ar oat4s-rgicliot,i /al] 41C44. .)er,E;46K ru .09 c.e.5.1_.f=th 41,12. ‘47t-d1-1E12.L.41... 11-30 .2.5/1a22 $.F I4 AL -1/i0c.70 rArsKidoi forial41,1 11 1,6 -II ..vrA.Gt.e$ Jaw AlsEr LoAiv : ,1145.1.1„ ‘iotie..De; 'Aoo pePrOgri nitOrgiq-le& Z7411411, Itti=141'.\\4;:1 11.4fr110S i_ VAGLI. Pr. QT.10tJ 00.4.4211,1 11 *4o0,,ock/,00 oratiA4r mr.r.ovr,ma.44-rs i PE 1.)1?4-11-rrZt2 -- ‘E" 6-140 • ExINC(4) 44.I'VXIC cAilt6 444 Oi HAWK. '44; ams46ftirsooWr riga; Oveil.. 1.4NOW.44P114 ><-iguoto colicf-ivro, "2* 144144414 air WA; MOtiP.k4 11-co . pnoi976 6.14a0(.4 • To- a TA --..../ 41-1 ' .. gArsni-6i - • J 7r 11.0!•11 412 j4) a4R VA 1,747 4:111110....* •-■:::-' (:) 7- . it) ..,__:_--. 106)6IC -oil 12 e I I:- 167,1-all 0/1 10,6)11- 05)-00 fl'f''' 87 -1 7 1 ■■■••■■=1*01.1.*1.7111,1111...... - '..-.-•..-----.• .;:„. ..,.,- ._: 1. ?•,,,....":..t.;:•••>,-.4-:-..:7, - 4 'i.e'. 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Ikkene-vo tztimAH rt&X‘ 1 • , 06 6Z CC L 9Z 9F. 17Z CZ ZZ LZ oz 6L 91 L,I, 9L GI 471 CL ZL Li. 01, 6 9 L 9 •7 C Z VIVI 0 111111111111111i11.11 11111,111111.11,111111,61111111111111111111161IIIIIIIII1111111111111 . x 1•RtJi5Q a 1511-4E, ?Ian atui Lan4o4Apa Plan. • REP CITY OF TUKWILA MAR 1.6 1$90 PERMIT CENTER ,. 113 f1i • ”t", -•••• . • • ' ' , 1. Automatic, full coverage irrigation to be provided to all landscape areas except as noted on plans. Irrigation design costs are included. Sleeving is included. The water meter and 110 Volt electrical hook up to the irrigation controller are not in contract. Sawcutting, asphalt demolition and paving are not in contract. 2. Subgrades to be provided to landscape contractor at ±.10 foot, 6" below finish grade; by General Contractor. 3. Topsoil to be placed at six inch depth. Topsoil to be provided by general contractor, placed in piles on the west berm, and spread by landscape contractor. 4. Bark mulch to be placed in shrub /groundcover beds and at tree wells at 1 -1/2" average depth. 5. Trees to be staked with double 6 foot stained 2 x 2's, black hose and wire. 6. All lawn areas shown within the property lines to be sod. 7. Berms will be sprayed with silva fibre mulch upon completion of the project to give pleasing appearance to the exposed earth. When weather allows (probably after April 1) berms to be hydroseeded. 8. New sod and grass seed varieties to match existing sod. 9. It is assumed that the stockpiled topsoil will be of good horticultural value and relatively free of debris. If amendments to the topsoil are needed, they will be provided for an extra charge. 10. General Contractor to provide proper drainage in the subgrading process. 11. Boulders to be 2 - 3 man -size granitic boulders, 5 each. 12. Header to be pressure heated 4 x 4, staked at 6 feet o.c. center with 24" 14 rebar stakes. 13. This plan represents the contractual scope of work. It is assumed that this plan will meet city code. If additional work is required by the city, this will be as an additive change order.. Plan date as of this note is December 5, 1989. 24X3E PR INTEO ON NO, 1OOOH CLEARMAIHT s :Z" c,. L . Wit\ t:.. 4S•1,.4.) C `-) 6e-4J r r (i-,4, Id 0 I • :j.. lJ Eiv �j, A.I l e e4.J.( "T -7 �", � Vl1�1e1 -1 115E 74 I i,,[ F I'¢. L..) .. fy C: i \—. o c ) ('J 0 0 IIIIf IIIIIIIIIIII III IIIIIIIIf IIIIIIIIIIIIII` ,1I:1' IIIIIPp IIIf 111I1IIIIIIIII1II I II1I1I III IIIiIIIII 11111111 1 IIIIIIIII'III1I1 III 1111 IIIIIII1 ' III IIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII 0 l"" INCH 1 '''.1 \ ,/ 1 N P ) U 1 h I` •,Parkwootl Green I.. 12510 128in AVENUE N E KIRKLAND WA 9833: 12061821.1922 3 4 5 6 7 8 9 10 11 .40€.0ER6WIT 12 NOTE: If the microfilmed document is less clear than this . notice, it is due to the quality of the original document. 08 6Z 8G Lz 9Z SZ •z CZ ZZ 1Z OZ 61 81 L.L 91 SL bl El Zit U OL 6 8 L 9 S +i e Z 1 r 0 (1111111111 III !111111111111111111111101111! 11111111)111111111!111111111 11111!IIII(I1!!1Ii 1611111! 111111! 111111111111111 !111111!111111111111111111l�I! 111111 11111111111 11!111111h1111111111111111111 !111111111!!1 11 1 1111111111! 111111111!111111111:1!111111111 !1 III IJ 1111111 J1111 i 111!11111lI VIII 0 rJ .) cze t ` ; �✓ lowizsrcov* ■ek.A\A\PA--) Lee it (41 -TO P3 U 1 r r: t'= w' ' c), 12510 128thAVENUE N Sheet ts o1 eets 4 ts • 4. • ,,. , . • VICINITY MAP 1-5 Sc7e tot' LEcit/A\L- Lot 3 as shown on Plat of Gateway Corporate Center, recorded in Volume 144 of Plats, pages 23-25 under recording number 8901230879, records of King County, Washington, f --AcncSriC..5 vill..01j61 cepa 1-11- LT st..1 Lle."Ficz! AsL. rizoKIT ni#5.12.D ,L:) rzode4.,YARt7 0 m.139ye ; prz01-1-r yA,g.r) 619E -rAp ruklz `r.44;) I 0 Exit. Ar4,-, : 4.rs .5r) 61-rs $14/4k (eciti.on-ki) e)01.1-43iijcn AA 11,60ZI,S) 6r. 61pak: ThfP. 8r e.0,19pzik-pot,i 111 • I-1 AT?, 1,1k-Lft.F...17 41 c* 6C-r,e4,1‹ rb.g.K.41:161 15.64J1 rep .. opnce.,5, ,41.12 e.am 1911c11 2, 5/10X? 2,') Ikicii-rE4A%L e2tin,Pikkis - V; 0,7, rANO-101 ?I4G1.41-1 ! K11° -r0TAL, I '6 - I 020 r. owr* LoiNg) *len- Aiyai-lotisE Ata7 ax-tirAt-t-rB op.-We-1z : e,e Prow rrFr...% Item 114TWFLi Ava .e2MAIV,Z, IAJA.6 11-10M-1 citqLoe? vik14.1 ced crrio,1 edit/131OG 761.1Ash- vi Pr,ova mekiTs PE; iyOrer..A.74:1' 'I 7:44- pos roi 1.•-•■••■ I I I a tivaT r\r4:11_161 t,TA.LL 1„r v'e • 1. pcinicAr-0 ca-4,(1.‘ ir oJze 0311,r 111 2! Atialita,g ralt:#44, ON/. 4/I C.1103 EX1RUDeD C.0114-M- GoP45 • ,2e40 1 V!6,0 r• /21 Air 9' 72 • 1° ty9/ F f 4 " 0 (cf, 07' 7 rzt,,t0,/[.., 5,1,151-114(-1 fr)171441.1-r I riA14-w- ,r,,Y-Ir! I '14:'• / 7 ' N. 0) 0) CO ' co n if , i,liest;e7u011/ 46 1 (1 GA 1e;. j„,2.1-(kkal-; 11.1 r.,4-1-011 I II loecil. v.0 el 1.71-- 0" 1- 1' (i) 1.4-1c77/61:r riVo. 0). Iv:11.dt / FILE COPY understand that the Plan Check approvals, ar subleCt-to errors'and omissions and approval plans does not authorize the violation of any adopted code or ordinance. Receipt of contractor's copy of ac owledged. BY Date Permit No 019 (1 0K% Pc44-.:22 r,41.4 rric-Tigreatetv / :•,'-v-:"; - • 1111111111111111111111 111111'1111 11111 0 16 THS INCH 111111 I • 2 ; 3. 4 5 6 7 NOTE: If the microfilmed document is less clear notice, it is due to the quality of the original OC 6Z 8G LZ 9Z SZ '17Z CZ ZZ IZ 03 6L 9L 4/1 11111111111111111111 11111611111111111111111111 111111.11011,11 1,10101!Illrfillid11111.1P,J,J1.1)1,1!)11.1,11,1t11111,11]iii{11,11111111111 1 11 Ill 111 8 than this document. 11 9 111111111111111 11111111111 1 1II111111111111 12 1 - 10 11 WD4Ofltqff Et L 14 Ol 6 8 4 9 S C Z LtvlO IIIIIIIIIIIIIIIIII1 IIIIIIII! !!!!!!!IIIIIJIIIIIIIIIIIIIIII ••*/ "Vje't 1. "n , io rea yoittai vyt, o,& p6 5 PYi.inOtta/Y 1 pcba,frI4 ti/-6 s 0t-at-t.5 vlemdiA yti,tki kvi-toie r)5046 (114 wirj, bov-.0seweri tty.ottemmit tPrveAA't portrAt5).. UF itinVVILA APPROVED AUG 2 5 1989. AS NOTED 'BUI DING DIVISION PLAN REVIEW FOR COMPLIANCE WITH .THE FOLLOWING ORDINANCES ONLY _.1-12:4,41.. SUBJECT TO INTERPRETATIONS OF THE GOVERNING AUTHORITY, ERRORS, OMISSIONS AND INCONSISTENCIES. DATE INI,±10 BY DATE OUT .+i MAHAN & DeSALVO, INC. Flegna " APR 0 5 1989 MAHAN &DESALVO,INC. rellelOgIgNitotei, 443%.49 REcovED CITY o •uiwALA .MAR 3 BUILDINO •••:. „ • ,o'r • .'• 'T. • -•f• - • : ; r 1 - Q2-rokl <1,1ummlz> 0,1D166,-T64. -ror tjvil-Ife, 1c7 lf' OF Tor op. rA.r..Arel / Ti? of- 'Nf-Tr:F1Yi.iiii)nVY61315 ...`1)317!b —Tor or rAlzdtfv,T /2.1.00Aff rorpt147Lopele. rrJ4Y-lef. r4 X <0 L4-I 4 1 Ict) CD (AO tP t 49, --„ - r r-. CI GI 4.X) CO :) OC UJ -t (0 OD ui CCI cc 241,0211 4-4W--- 714.11 101- 11 II 2-1 I II I II. 10-0 .72. •101100-• /ND IL,C71 ±nff-A\ • ,,,5,LE....--7;11:111_,,i1 1 ly alr r -7r • -J. - LAr i.sp, gsfv5g47 tiur r625 &LoilAr AIR-rAp) xcos L P tt12 -Mears I WS 14414),h • 4 6 • er.:."-- -: 1 _ ,Le„!1), „ id ....„ wa .. 1 -1 4-rff: CE .1 etecr 64;PP4z. Ake41 6 /1,&601,11. IP 0/11...ko LAIN2 ?s gr.. rui.t-144mLI2ro L JA-tjet• ri Op, r, L 45- cA-446.1- pcvg. 0/r,a7g, •a&rra-I • CITY, QF TUKWILA 'APPROVED 11(16, 25 1989- itYNOIED • ---171)7571.n5NT§Terr--- 0- tv 1" itr.."kr-N0 A141%) SUPE, 11 Tire, A. 241,011 1.4i-440{1 o0 17111 ltfre.A "Tfre, vile) 1 • IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIVIIIIIIIIIIIIIIII 11111 Il 11 IIIII IIIII/IIIIIII II 0 la THS INCH 1 2 1 3 4 5 6 7 NOTE: if the microfilmed document is less clear . notice, it is due to the quality of the original • ••- Oe 6Z Ete LZ 9Z GZ 47Z CZ Z2 OZ 1 I 1 I 111 8 than this document. 01 6 11 9 111WPIIIIIIP11111111111111111111011111 10 11 mAameER.0NY 12 . . • • .. • . • indli)I milli!! intim, willifliirdInithinllinitinIptil RECEIVED CITY OF TUKWILA 'AA 2 BUILDING LEK. r • L 0461 feetsyrkm r to41P-r. 34011-16t MalPF _ - - tobtif 4/r624 fAcii,14 Pr ikkitAmaNi 1.14TIL itaiA Pleto revrapittE peAA-rti,111-1*-7 K-01.4 , A4V 01965 gt71 g)(60-5.2 ott 6011,14 -10,110,-Top 14 • 74-AmI4Lim .014 ctize? rA4( 110 Po or ?AMUR. .91Kr .1011,06,1f efe-otti I olI' .11 011 4_ ",-r, aiferal T.Azise, 1N1 12.422 -Mr 614;r2- 117 et.11.4,104,1 co4.I cer f. ftl Iv • TITS ; 1444740re oe.-Meekl aiTtelaS 11.-(rIc4L an■JC,, roNsiei. 14/r.OVP-AL C'rzisi-rEV) T-fricAL -p1/1-tir OMG. rA44eLs v,t/ ,vAL 0411460 (3:1741*e 11.1,2SO4). ri,EvAmoL. _FLA6140.161 (r'DJ-r') - orticco (rAilliaP) ztto-r.*IirTgrAL c,A,L cotslc, , p:4,1e.L v4/ Fz.eve.4.1. (13\04-rap) TYr. 1 (rio-Ttp) re5.06e".. 1 = 11-o" &hue; fr,07-110. ,64164-S ji(Al(. Qo) •-111411-L TIT* codc;, 140, 1/4/gEs/E41.- ovA4ralt19) 1461 (rkoile9) \10-71-_it aot,e: I I Ita"."' I'-o -fr-12164,L -VA+ CrAlki-Tto ;611.1(40 611-111C1bctrir(rh-00) 12.w 41.4441um .1411419a06 pi/ — ob 4 %Ser< C.14.7.14 Vref- ti,N641/,-14 yilt,"; 1.0" --rirtcAL eof rk ,ic, t.iaL FgveAL (r-r Apiet3) rihsA (r4,41.F.2) , erownw., CITY ()F TUKWILA APPROVED AU G 2 5 1989. As iiurED BUILDING nIVISInN Hip 0 le THS INCI4 2 3 OC 6Z ee L2 9Z SZ r Z ze 1111111,1111111111111111111111111111111111111111111.1111,1111111111!1111,1111!ffillIpilflihlj1111,1111111111,111111111111111 " - 4 . 4+1414,2 tLeybtal $ortri (rA1lJT5„D) AkVIZEzt? AWM1Wri k410PIP14$ • !al w1014e-Aiiazitp aota.41.161 1. 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IroPT • --r-rn6AL cnoJ rAlt417...C) .414" r-,ge:Tt rma- 14cl 14/ r-m6H r0-7z FA-TtAA,..,ve--vesezpi.-11-1 ,V64TI-rFarigsf4,:.‘ izeiszlitrao :7 `-ALMINAZT*0 : 4tyirt 1711111-M5ier6( -44pecrotI H tiND o ceoWcrz-r li t-e-Ascro4 31=i_o 1.4445,s Ramp arpz6E, 1 1417.42 40.km-re 11 Ur ro4-16- 1-kt414 ma-T&L rwrz. MJP cor JA,fr1g2(fffecmc'E wptir-kle- MIP(P..t+gAP) CITY (,)1: TUKWILA APPROVED AUG 25 1989 AS NOTED BOII DING nivi5loN cp 111-tal •. . .• • IN. • • t:tt • • • 0 IS THS 'nem 2 ! 1111111111 4 NOTE: if the notice, it is 06 7 z , 9Z GZ te 0? 61 111111I1,111111111.11111111,,PIL I 1111 III 11 IIIIIIi11111111111.111 1 W11111111111 III! 5 6 7 8 microfilmed document is lese clear than this due to the quality of the original doctment. • 81 LL 91, GI 471 el Zi. It Q , ,;,---,,,'",:-':`,4":4..q. ,7'..-f ':;-;';7',.7;.:( '` ,,--'' ,r.) ..:...„'_.;,...?•.:1,,,=, ' .`::::,•.„'2...:4,4r*4..: . . ,. J 11 9 111111w1u111011 10 rammihni 11111111'1111111111 11 11 womeERwm 12 FIECENED Cm/ OF 13gkeot..6 3 BUILIALW DEPT' • ' • a • . FOUNDATION . PLAN NOTES I) SCALE I/ 16'1=11-0 FINISHED FLOOR SLAIN AT ELEVATION 15 REFERENCE DATUM 2) ELEVATIONS SHOWN THUS'. ( ) INDICATE TOP FOOT1N GI ELEVATION BELOW l REFERENCE DATUM. TYP. GRID 0 137L6" OF 0,, Apo. „ cO8) F6.0 ( ' TYP, c ORI 0 F6.O F. F6.0 IO1l CLOSURE. STRIP / F6.0 *b- CON 4 /, FG.5 •w ‘b F6.5 ,--„, a: 7i -------.,-,... z- 43 (V / F6.0 / F 6.0 Si ‘.,IL„::•.„ 1 F6.0 TYP. F6.0 (- 4 6") (frpP. $0.M. F6.5 F6,5 OPP. F6,6 F6.0 F 6.0 8") (-,-;:\ TY?. e GRID Q-) F6.C) F6,0 1_4.1 sob 4- S 20L0-11:01-4 MAX. 71/411P.C. PANEL- ( SHEP■R WALL NO OPENINGS ALLOWED FO 1 1 al° 421 F6.O • 1- -4 136.0 co V e.- • k ,F6,0 F6 .0 Fr.) F6.0 4 F6.O F6.O 1 4 1 1 1 1 1 5" CONC. SLA5 N/ SUB-GRADE CONDITION PER OILS.'.) REPORT IA/ x, 8- kJ I. 41-/W1,4 V1.14M. 5LAE, ELEVATION IS REFERENCE DATUM 167C-3 FG .0 / 1 `ram. fig.% Ilmq■■■. 61■■■•fte 4^ - .1. F6.0 "71-11171-737.6 -2 1-6")-' F6.0 (-01-84)7 F6.0 5 TYP. ) - 0 '- 8'1)-4_6 F6.O CL4-3 24'-6" F6.0 241-Q • F6,0 F6.0 24 " 241-6" FC,.0 TYR (- 0'- a ") F6.0 • . 0 UTH5INCH 1 2 "; 3 F6.0 F6.O e• f 0 OT I N G SC HEDl..1 LE Mi\RK SIZE REIN FosoN G F E:, .0 6' - O" )k 6' - 0" )k 1'- 1" 6 - 5 E-. VI. bOT TOM F6.6 C>L. 6' . 6`--- 6" ).. I -2 7 - 4 5 E IA 5 OT TOM FA 51- 6" A. 32'-O" A„ 2t-0" 4- 6 4 - it 6 L. 14, TOP 4 60T. 5 5.14. (TRA.N5VER-'6E)- L, ( LONG ITU DI NI boT TOM REINF, IS ?>" CLEAR TOP RE1NF, IS E.. W. (EACH WAY) TRANSV ER$E REINF, 10 TOP OF 50T TOM REINF. ;OTTOM OF TOP RENF4 TYPICAL FOOTING REINFORCEME 30INT LOCATION PER FOUNDATION PLAN (20' - 011 yc, Mpo..) \T PLACEMENT ,,--- I/2"d) )k - 011 PLNN bAR / c'i 24" GREPZE ONE SLA.6 ON GRADE 14/6x6-141.4/141,4 CENTER IN SL ) STOP Q.). C.J". CONST R U CT I ON JOINT ( C, k74 JOINT LOCATION PER FOUNDATION PLAN (20 0" %. MAX.) SANN JOINT, OR FORMED TT, P STKI p ptb,psTic JOINT OR EQUAL CON T R ACTOR MAY USE &T. IN LIEU OF C, J. SHRINK AC-JE TONT (S, T.) JOIN T LOCATION PER FOUNDKrION FLAN tO CM OF RIWIL,A APPROVED AUG 2 5 1989 mitt) BUILDING DIVISION 3-011 DO1AIEL 2. 24' 7‘. CLOSURE. STRIP (C. ) PLAN REVIEW FOR COMPLIANCEAVITH THO FOLLOWING ORDINANCES ONLY Z.-5 - 7.1 SUBJECT TO INTERPRETATIONS OF THE GOVERNING AUTHORITY, ERRORS, OMISSIONS AND INCONSISTENCIES. DATE IN,.1")',F5113Y DATE OUT F0.2.4. MAHAN & DeSALVO, INC. 1 • 1 I 111111111 111111111111(1-111111111111 1111111111 11 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is clue to the quality of the original document. 11111111111 11111111111111 11111111111111111111111111111111111 9 10 11 mAmN0E0401/ 12 4, O.0 6Z se Z,Z 9? GZ 47Z CZ ZZ 03 61 91 a 91 H. pi, 9 £ Z V4 0 WHIlmdmilmilimhmhollipdloilmiliplopillimhumknimlidp411611101m4[101julmhni66111004q(1,111.1;61011110111)mhipipillynulliglimIhmIlmillAndulliiiphm.61110161mil , ■";' , . . , . , • , R@M1 . MAY I 9 1989 MAHAN & DpALVO, INC. RIG-IADAUDSON8eASSQCTTES,TX10:.:: CONSULTING ENGINEERS 605 12T11 AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 . - , ROOF FRAMING PLAN SCALE I /16"= ILO'' NOTES : I) ELEVATION SHOWN THUS C ] ARE TO TOP OF FRAMING (& TTOM OF PLYWOOD). A5OVE REFERENCE. DATUM, 2) ELEVATION SHOWN THUS', < > ARE TO TOP OF PARAPET, 3) NAIL ROOF PLYWOOD AS PER ROOF DIAPHRAGM NAILING' SCHEDULE. 4) USE. 4 ;4 ROUGH DENSE. D.F. i.I e. 8c01/8"% (37/a X i37/8 MINIMUM). 5) FOR SP'f\NS, 13E.T1AEEN 8'-O" !�'- 0" USE 2,.10 D.E. 2 e 2410 °A. . FOR SPANS LESS TI-IP N 8'-O" USE. 2.4 D.F. Ix 2. e 24, it >� <22'-d" 4 A -4 13-P-- G." __® A- 4 C- 4 :// / sot / i d' 4,d 4- RoUG H --- DENSE F , 4 1 qC -4A tTY� r6 -1/8 MI N.) C16' -311 4xb LEDGER 17' -3''] CIS, -S' [17' -3" lie PELICAN ----, MILLS OSE) 4OTE: FURNISH FULL Vs''THICKNES`. 2x4D.F. *2 a24 "/, W /F24N HNGRS EA: END -s 0 4 >< 6 LEDGER%YR L-4 Sig ;"1-G FOR :MOIST SIeE SEE RaoF NOTE It 5. on M_4 [19 -4111, 0 4 K221-01' 4 2+446" 24 4 ! 2 4'42 " 241-6" SIMPSON HWU SKEWED \ HNQ R _ °'.,J; ? - :, :'sl fir. ., .. I111I1111' 11111111111111I11111111111111111141 11 1111111f 1 111II11[111 2 3- 4 NOTE: If 0 JdTHS INCH 1 . 06r7 MiNKK qv NAIL ZPACING AT OTHER t PANEL. EDGES Q6" "/c .� ;' %c m �W x m s U o, �Ni x. tl- o L-4 Sig ;"1-G FOR :MOIST SIeE SEE RaoF NOTE It 5. on M_4 [19 -4111, 0 4 K221-01' 4 2+446" 24 4 ! 2 4'42 " 241-6" SIMPSON HWU SKEWED \ HNQ R _ °'.,J; ? - :, :'sl fir. ., .. I111I1111' 11111111111111I11111111111111111141 11 1111111f 1 111II11[111 2 3- 4 NOTE: If 0 JdTHS INCH 1 . _---- _-.___ 444--- 4444 -- PHRAG M NIN LING SCHEDULE MiNKK NAIL SPACING ALONG CONTINUOUS PANEL. EDCE`, NAIL ZPACING AT OTHER t PANEL. EDGES Q6" "/c .� ;' %c %, /c NOTE S 1) AL-L NAILS, TO eE IOd COMMON (, 148'' x 2 is " LONG) 2) PZGVIDE. IOJ 12" %. ALONG INTERMEDIATE FRAMING MEM 5E.f S. 3)PROvIDE 2 ROWS 10,1 4" `4, AT DIAPHI;AGNI UNDARIE ,, CONTINUOUS --\ F\NEL. EDGES ARE ALON * 4 x PURLIN S (TYP.) PLYWOOD OTHER" PANEL. EDGES ARE ALONG 2". STIFFENERS (TYP.) _..__ INTERMEDIATE FRAMING PLACEMENT DE A,L 111 � 11 1111 1111;II11'f II1(�11I1� 5 h 7 the microfilmed document is less clear than this notice, it is due to the quality of the priginal docurzeat. 1 ay ti ,qtr:.. III 11111111111111111111111111.111111 10 11 g INGERMANY 12 40 81, LIII 9t 5I 471 £t zt R Ql 6I 8 L • 9 S i) £I I " 0 111111111 JIII J I!!IlIII11111!n1lIIf I 11 11 11IIIIIIJIIIII1IIII11111111I I1Illli�I lIIII III) IIIi ullnll�lnlili �l{J ��I�n�LI�IIIJl;i 1lJ) IIIIIIIllllililll�l iil�111111I11111111II!� CITY OF TUhWILI1 APPROVED AUG 251989 Ito I�l1 Divistrw RICHARD =SON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324.6160 P.C. PANEL REINFORCE PER PAN E.1- EL E.VAT ION VAR IE. a ASPHALT — PER ARCH. • 3" GROUT COVER (MIN.) N 46eAR - - -11? 5/16 . z1/4x 33iq' BAR) 3" 4 Coil T. 5' CONC. SL.A6 4, PANEL JOINT -4 4 2'-0" a 2.44% (MIN. 3 E.A. LEG) L 4 x 3 x 5/I6 x 11.24 W / 3-46 x 31 -01, Ft.. 5/16 X A 0'— ! I /4'I GROUT (TIP,) (PER PLAN) x 6 x 2'- 4'' - - -- W/5 °%8'4 )( S''W•H,S. . e Ei "GA, 3`'CLR� CONT, FTC., W/4-45 (2T.42.B.) e A-35IM. FTG SIZE 4 REIN F, PER SCHEDULE @ A -3 SIM DE.TN I. d J e SKE1r4ED PANEL SIDE WALK -.__ MI , ARCH, 11_X6" MIN, SECTION A- 3 SCALE.: .3/4 ":. DETAIL d d PI LAST E R *�. 11.3 @ 6 I I • ' - -O LOCATE CONNECTION ca EA. PANEL JOINT DETAIL, . o -.4 -47 VERT, BARS - EA. PILASTER ----- t3 1 STIRRUPS 8" °/C ft. REs b -3 DET JL. !d - L4X3A. 5/16 xO' -8'' W/2 -fib x31 -0” BARS b "CA. (NEL) REBAR TO FL RE: /\ -3) —Ft 5 /I6 x 3 x 8 3 "CLR 11 -0" MIN, FREE. DRAINING & CK FILL FUEL. HT, OF NALL SEE F'TG SCHEDULE. FOR 31 E 4 REIN F. SECTION SCALE. ; 3/4- b--= O 3- 5 CONT, ERECTION PAD- - YON D • SECTION SCALE.: 1/2 " = I -0" R D-3 x 4x8 N /2-%8''c! x B "W.H.S. 5" COiq C: SLA6 (i) - ______ -._ 3'x0 ______ - SIDE WAL K RE ARCH. 12" L3x3A3/16 W/ 3 /&' b 4' W, H .S, c 24 "7. OVER HEAD DOORS'i ONLY e B- 3A - 5 " CON C. SLAB Oi_ POE 3 "CLR 4u h .= SECTION B -3 — 2 •- 4 CONT B -3A SCALE ; 3/4 "- st P. C. PANEL - 7 4 ' P. C. PANEL REFER TO PANEL ELEV. FOR HALL REIN F -0" Q DETAIL ee C8 x 11.5 CHANNEL ---� 5" CONC. SLAB 12'1 4 12" I! • /4" BRG -- -� 3 /4 "0KI.J(K EOLTS (EMBED 5" MIN,) I" LEVELING ---`� GROUT DEPTH PER FTG SCHED, 3''d: f ISOLATION JOINT AS REQ.' D DRY PACK AFTER COL. IS IN PLACE.. %?- T.S. COL, RE - PLAN - 5" CONC, SLAPS SEE. FTC ..-CHEDULE, FOR SIZE t REIN F. SECTION C -3 SCALE; ')/4 11 -0" 1/4 f %z x 2 x 1'- I0" EA. SIDE OF REI5AR C 8 x 11.5 3 ''%8A3).7�4 W/2 _ #7 x31 -0" f- %a x2.x 1,1- 10" v •- ------- 3/4 II GROUT 21-0" DEPTH RE. FTG SCH ED. 7.--- 3 /IG / !At/ 3/8I' x 4 "W.H,S. / c24"% 2' -o" 44- • z.L o" DOWELS cc 24" /c. id' IT. CONC. NALL #4 -;,, C I2 "% 'v`ERT. c 14" °/G HOPJ 2 "CLR 3 "CLR PER AP.0 N. ASPHALT PER PLAN (PER PLAN ) 2-- #5 CONT, 5ECTION r- SCALE: 3 /'f "= IIIIIIIJI1I1I1I1I111I1I11111IIIIIIIII111111 p1111I1111IIiI1111Ir1 111 1 i1�1JII1I1I1IIlI�1111111�111 1IIIFIil SEE FTG 5C H E DU LE FOR SIZE 4 REINF. SECTION. E-3 516 A - PANEL EDGE 16" 9" CHANNEL- e9" G "GA, 3/4" 3/4" EMBEDED I -- - N/ -?/8" x8 "14.14,S. SCALE ; 3/4 ": I' -O" DETAIL ee • ll l I i 1.., 0 16 THS INCH 2 3 4 5 6 7 NOTE: If the microfilmed document is .Less clear than this notice, it is due to the quality of the original document. q„ G E N E R! L NOT E S CODE: UNIFORM BUILDING CODE, 1985 LIVE LOADSY ROOF 25 PSF WIND 80 MPII ZONE, EXPOSURE "8" SEISMIC ZONE III FOUNDATIONS: D N UNOUN TION DESIGN PER REPORT #14260 BY DAMES AND MOORE ALL FOUNDATION WORK PER THIS REPORT. ALLOWABLE SOIL BEARING 2000 PSF PER REPORT. ALL EXTERIOR FOOTINGS TO BE -A MINIMUM OF 18 INCHES BELOW LOWEST ADJA- CENT GRADE. SOILS ENGINEER TO INSPECT AND APPROVE FOUNDETION EXCAVATIONS PRIOR TO POURING. ALL FOOTINGS AND SLABS SHALL BEAR ON COMPACTED STRUCTURAL FILL IN ACCORDANCE WITH THE SOILS REPORT. SLe to I T it∎WEC ION P T PROM DiNtlks EY.CAVAT Q!9 SiE 3U RCHARGE IN P ACC©RO NCE ... > „,,..,,' ' c0 0 psi FOR FOOTINGS -^�-- f'c = 2500 poi FOR ALL 'SLABS ON GRADE fie E 3000 psi FOR PRECAST WALL PANELS MAX. SLUMP x 4” PLUS OR &INUS 1" MIXING AND PLACING OF AIJL CONCRETE SHALL BE IN ACCORDANCE WITH-THE UBC AND ACI CODE 318.77. PROPORTi CE OP AGGREGATE TO CEMENT SHALL BE 4s SUCH TO PRODUCE A DENSE, WORKABLE MIX WIIC4 -CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. 3/4" COWER ON ALL EXPOSED CONCRETE EDGES', UNLESS _XNDICATED OTHERWISE ON ARCHITECTUL DRAWINGS. REINFORCING STEEL: ALL' EINFORCEMERT SHALL CONFORM TO ASTM A615-8201). SLAW DOWELS SHALL BE GRADE 40 (Fy E 40,000 psi; Fs = 20,000 psi). OTHER REINFORCING SHALL BE GRADE 60 (Fy = 60,000 psi; Fs = 24,000 psi) . LAP CONTINUOUS REINFORCING BARS 3(:; BAR DIAMETERS IN CONCRETE, 40 BAR DIAMETERS IN MASONRY, l'-7" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1'-7" BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH THE ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES. MELDED WIRE FABRIC TO CONFORM TO ASTM A -82 AND .A-- 5. WELDED HEAD STUDS SHALL CONFORM TO ASTM A -100 (Fy = 55,000 psi). COVER TO MAIN REINFORCEMENT TO BE: . FOOTINGS 3 INCHES FORMED SURFACES -- WEATHER FACE 1 -1/2 INCHES -- INTERIOR FACE 3/4 INCHES -- EARTH FACE 2 INCHES WELDED REBAR; WELDED REBAR ( #5 AND SMALLER) TO BE GRADE 40. OTHER WELDED BARS MAY BE GRADE 4 OR 60. USE FRESH E70 LOW HYDROGEN ELECTRODES TO WELD REtNV'ORCING; CONFORM TO PROCEDURES OF AWS D1.4 -86, STRUCTURAL WELDING CODE - R.I3INFORCING STEEL. SEE PREHEAT REQUIREMENTS OF l C ' : IVALENT (C.E.) IS UNKNOWN, FOLLOW PREHEAT RECOMMENDATIONS FOR C.E. GREATER THAN 0.75%. ALL WELDS TO DE BY W.A.B.O. CERTIFIED WELDERS. MISCELLANEOUS STEEL: TUBE COLUMNS SHALL CONFORM TO ASTM A500, GRADE B (Fy = 46,000 psi). MISCELLANEOUS STEEL SHALL CONFORM TO ASTM A -36 (Fy = 36,000 psi). WELDS NOT SPECIFIED SHALL BE 3/16" CONTI'.•US FILLET MINIMUM. ALL WELDS TO BE BY W.A.B.O CERTIFIED WELDERS. USE FRESH E70 ELECTRODES. SUBMIT SHOP DRAWINGS TO ARCHITEC' FOR APPROVAL PRIOR TO FABRI ►N,jOF MISCELLANEOUS STEEL. MISCELLANEOUS STEEL AS SPECIFIED BY MAN TO HIE A -307; ANCHOR EQUAL, ON CONDITION 26-G. FRAMING LUMBER: X;4 STIFFENERS HANGERS BE SIMPSON OR APPROVED EQUAL, FASTEN ALL HANGER. UFACTURER UNLESS SHOWN OTHERWISE ON DRAWINGS, MACHINE BOLTS BOLTS INTO CONCRETE MAY BE "KWIK BOLTS', "PARA BOLTS ", OR OF APPROVAL BY ENGINEER. MINIMUM EMBEDMENT PER UBC TABLE D F #2 � Fb = 1450 psi (1650 PSI RE'PET IEE E) LUMBER NOT NOTED TO BE D.F. #2 OR BETTER. ALL GRADES SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN LUMBER -•- 1979 EDITION. ALT, BOLTS HEADS AND NO'S BEARING AGAINST WOOD.: SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY ;SHALL BE PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT INSTALLATION FOR ALL LUMBER. GL,U- LAMINATED WOOD. MEMBERS : GLU- LAMINATED WOOD ROOF BEAMS, KILN DRIED, INDUSTRIAL APPEARANCE. STRESS GRADE COMBINATION 24F -V4 f Fb' = 2400 psi; P'v, = 165 psi) , AT SIMPLE SPAN ROOF BEAMS. STRESS GRADE COMBINATION 24F -V8 AT CANTILEVERED BEAMS (Fh = 2400 psi) FV =.165 psi) . GLU- LAMINATED WOOD FLOOR BEAMS, KILN. DRIED, INDUSTRIAL APPEARANCE, STRES` GRADE 24F-V4 (Fb = 2400. psi; FE E` 1,65 psi). GLU-LAMS MUST BE OBTAINED FROM AN APPROVED FABRICATOR. SUBMIT SHOP DRAWINGS TO ARCHITECT PRIOR. TO. FABRICATION. PLYWOOD: ROOF SHEATHING... ...... 1 /2 IFDLE 1/2 ".THICKNESS) PELICAN MILLS ORIENTED STRAND BOARD ROOF SHEATHING SHALL CONFORM TO ICBO - REPORT #_4225.. NAILING SHALL BE AS INDICATED ON :'%,AN. CONTRACTOR IS TO CALL THE ENGINEER FOR INSPECTION OF ROOF DIAPHRAGMS PRIOR TO COVERING. PRECAST PANELS: ` PANE LIFTING STRESSES ARE TO BE CHUCKED ;BY THE REINFORCING 'STEEL AS REQUIRED FOR HIS METHOD OF PRECAST PANELS. USE STRONGBACKS AS REQUIRED AT CONTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO DRAWINGS FOR ADDITIONAL NOTES REGARDING PRECAST map PANE : PANEL Mina—STRESSES ARE TO BE CHECKED BY THE REINFORCING STEEL AS REQUIRED FOR HIS METHOD OF PRECAST PANELS, USE STRONGBACKS AS REQUIRED AT CONTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO DRAWINGS FOR ADDITIONAL NOTES REGARDING PRECAST CONTRACTOR AND HE SHALL PROVIDE HANDLING AND ERECTION OF EXCESSIVE PANEL OPENINGS. I3E A NON -- SHRINKING TYPE. SEE PANELS CONTRACTOR AND HE SHALL PROVIDE HANDLING AND ERECTION OF EXCESSIVE PA, OPEN1 i$f OF TUI�W NEL H -A BE A NON — SHRINKING TYP .p Pqffi .V f D PANELS AUK, 251989 INSPECTIONS: SOILS ENGINEER TO TAKE COMPACTION TESTS WITHIN BUILDING AREA AND IN PARXII 'ty Nt11t0 LOT 'MALL FILL AREAS. COMPACTION TO BE AS REpOpo$0 BY SOILS REPOR LNG DIVISIO" SOILS ENGINEER TO INSPECT FOUNDATION EXC,UATIONS PRIOR'TO POURING FOOTENEE. • AN:� INDEPENDENT TESTING LAB APPROVED BY THE ARCHITECT SHt INSPECT CONCRETE,WELO1NG '•'if/fdAR. Acr S.,f1t t nt..� - _ _..... •s+. i..w+'"^"'- `+ems.__ ___...,....+,.� ,-..-+ ..d_�:•.,..,.- ..a- .^.'.^- +._... C Ec aCIA,LIFI ION OF HELP(iS AT. THE TA T Ott WORK ANC MAKE. FINAL ;? INZ,PE CT1; N 0I AL.t. NEEDS . FoR q>P1PL COI1P.GI`1C31ti1. ""�C�St RETT3 IN P .T RET3AR 1-:"IT"---t IOR�T- POURING. TAKE 3r fnERs FOR EACH CONCREFE 'PO ' UR, CYLINDERS TO 'BE TESTED AT 7, AND 28 DAYS. )SOLD 3RD CY1,INDER FOR FURTHER TESTING, ' IF REQUIRED , • SPECIAL CONDITION$.:. DURING COAL TRUC9 ION THE CONTRACTOR SHALL PROVIDE ADEQUATE:.STIQRING, BRACING, AND CODES. CONTRACTOR TO COORDINATE ` ALL TRADESs AND VgRIFY DIMENSIONS IN F'I'ELD. OB1`d10N 'rPCHITECT'S;. APPROVAL PRIOR TO• ALL: FtELt CRANGES. SEE ARCHITECTURAL DRAWINGS FOR-ALL FLOOR -AND WALL OPENING. DIMBNS ONS AND ` LOCATIONS, FLOOR AND WALL FINISHES, ETC. 11111111 9 r 10 I. III 1111111111111 1111111111111111111111111 11 MADE W O RNNt, 12 00 6Z SG LZ 9Z SZ 173 CZ ZZ tZ OZ 61 9t !.l 9I! 5t VL CL ZL Lt II!III1!IIIII!I[III 1111!! MITI.! IIIJI III�IIII�IIIIIIIIII lI,IIIIIIIIIIIIlIIlIII III! IIl 11l illllll�IIIIIIIII�III► I ►IIi�IIIIIIII111111I!IIIIIMHIII llll!II &IIAM ,, .. -.:u Y�l4Y.!`.'.5Y' �tY3A '•!i.= f.- :tir.Ci»<t�/IAaY!'� �� { "TFli•+�:riJl fi egeh < PER PLAN P,c, PANEL PER PLAN 3x TOP W1/ 5/8 "$ A, ea. c 48'' (EMBED 6" MIN) [PER PLAN 3 ito yi11 0.°i lam. (TYP.) FP- %z A. 8 a:' S" SECTION GLB PER PLAN �� -" I- EA, SIDE )/4"4) 3/41` P3RG F . 6 x4'2. x 2-1 -0" W/ 3 - Y2."Ip ,< 4" N. H.S. 6 - # 6 y. 3; -p:, @ 4 "i:'A, N/6 - yi ") ,k. 41' W. I.S. 4 3-115 y,41-0" SI M. SIC. 1 PURLIN PER PLAN W /He HNGR GLP� PER PLAN • GLB A.- 4 -0" [PER PLAN] GL pa ---- PER PLAN 316 " EA, Sipe, W/3/44 3/4x8 AU-1o" BRG. yf GUSSET It 1/4" fl'. EA, SIDE 14/ 2 .- 3 /•'I' M. B. i &" 5RG F .. T.S. COL. • PER PLAN SECTION E- 6 - SCALE : 2/4 I i- 10" 1" PLAN 2 -10d e 51'1'4 If -OIST PER PLAN - ft. ILO" X /2 11 -6" VI/ 6- Y2''{) A 4''W.H.S,. a- n5 s O" -- P. c. PANEL PER PLAN SECTION K-44- 5 C A.L E. 3/ IL 0" slrx,�s...vwa9c�Y... _ �S4WY�8:.+c- :;..zo.ti,r•v,.w,.,� o-"�. a +:�a�X','�?'fe^.�*;•i•±c±g;Rlib x7?uc�s ....r::•:. PER PLAN 3/4 " CI) 041 BOLT T HRU STRAP (TYP.) (EMBED 4" MIN.) P.C. PANEL PER PLAN 2ROWS 10 X4" %. MTT 28 (1 :3TRAP c 8' -0Y8" Q /` $4 PER PLAN•4> k 24- 16 CDMMON UNDER %2 "O.5,6. [PER PLAN) - 3" " 5" STAGG. 4 )< PURLIN PER PLAN 14/1.15 HNGR EA. E.ND -- 4 x 12 LEDGER W /4/4 "4) c? 24 "% (EMBED 4" MIN) SECT ION B- SCAL. 3/4'':-• -0 3xYI6X 2' !" STRAP EA, SIDE (LOoS,E) • 'kV 4 - 3/41' M. B. NO WELD,/ 14" f- EA. SIDE -" DAP TOP ft. FLUSH GLB PER PLAN ----- 3/16 "F EA, SIDE W/ V490 M. B. (TYP.) _1y21' \•,._ 34 " 8RG f . TOP 4; E OT TOM (DAP TOP It FLU5H ti SECTION F- 4 SCALE % SKEWED TIE 4 BOLT PER SEC . C- 4 2- 10d CG 4" kTOI ST --- PER FLAN W/ L.U24 TI-115 END .3 f1 — -0" 3/4" KW 1 K bO LT --- TH RU STRP•P (TYP.) (EMBED 4" MN) P.C. PANEL - PER PLAN ``-2x4 k24tk W /F24N HNGRS (u24 SKEWED HNGR cC -4A) LTT Icl STRAP @ 4 a" % N /6 -IOJ -- -4 n.6 LEDGER W/ 3 /4 "cbA.B. @ 48''%. (EMBE.D 4" MIN.) SECTION C -4 C -4A 10 d c 6" % (2- i€4 "7 @G -4C\ GRI D 0d ►2 [VARIES PURLIN PER PLAN W/ HE. HNGR (TYP.) I.SKEWED PURLIN E SINI . SEC. USE Hid SKEWED/ HNGR @ G -45 USE. : SiMPSON I-ID7A W/ G - 7 /a"c M. e), ONLY e GRIDS ALONG l8 ALON G G L$ - - -- <PER PLAN > P. C. PANEL PER PLAN [ PER PLPN], EXTEND 2- 47 ----- BARS TO PARAPET 2 -43 J STIRRUPS -- @ 6" // 4 -n7 VERT.. BAR - - --- DET. d- i 3/47 6" GL5 PER PLAN f2 EA . SIDE W/ I-- 6/4 "4M.B. 3/4" x 6n 0' - 8" ft. (1/4 , 6 0. I'- 6" Ft. D- 4 SIM) 2 - 3/4" BRG. (ONE G EA. PILASTER W/ 3-46 x 2'- 6" VERT, 4z,'M STIRRUPS. X121, L13 4' P.Z. PANEL 2 -10 a . 4 "°ice GLB PER PLAN SECTION SCALE: 3/4- 1; 1 0" 61 :I f, 1�' PLAN D -4 SKEIN/ED BEAM D- 4 31 M, j" AA. GI..B GLIB PER PLAN DETAIL- d 4-47 VE.RT,, �3ARS .. EA. PILASTER PANEL -- ._ — 4 -46 CONT. (8 TOTAL) X 7%4 X i'-2" EMBED Ft. ,- 4 X TOP ft W/ 3/4 "4A.5. a24 "1. (EMBED 6" MIN.) 2 -10d @ 4 "D /G `2X4 @.2.4;•% W/ F24N HNGRS (TYP.) —GL6 PER PLAN y4‘' EA. SIDE W /5-- 1 "(1)M.S. 43/4'' BRCS W/ 2 - 45 x 2'- 6 "VERT, e 3 "GA. 4 2-#5 n 2'-- 6" HOR F , & ?a" GA, P.C. PANEL PER PLAN SECT ION G -4 4G -4A G -45 SCALE_ 3/4 "a II- O" - PURLIN PER PLAN SKEWED TIE BOLT PER 3E C. 5- 4 PLAN ------------ 2 -10J e4 "9,, LEDGER PER SEC.. C -4 • PURLIN PER PLAN SECTION L -4 SCALE : 3!4 ,, -,11-01 HNU SKEWED HNGR LEDGER PER SEC. B - 4- DAP 7/ GLB PER PLAN III 111111111 1 11111111111111 1 1111111( 11111 +�I� 1 1 1 11111 2 3 0 ,0 THS INCH 1 GLIB PER PLAN %4» EA. SIDE W/ 2 - 3/4 C MI Pa. -W4" 6R G f ---- --- T.:3. Wit..-, PER PLAN SCY1ON M-4 3CrALE. ; 3/44. 11 111111'1111 I'll 1, 11111111111111111 1 1111111 1 11111111 11 ! 11 111 11111 1111 1111 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the priginal document. BOTH SIDES OF REBA& 6 -y4" Y8)(3„ i' - 2 2 -IOd @ 3 "% -� SIMPSON STI2-� 248 "/� -- 43 D STIRRUPS e 12 " DETA I L. ci - 4x TOP ft. 1/4/'4" /A.B. e 24" X. (Ei�l bED 4-" MIN.) 3Ol5T -if. - PER PLAN N/ HW SKEWED HNGR THIS END 4--n6 CO. NT EA.. FACE STIFFENER ft. SIDE) 3 "p 1W /4- 6x3'-O" P. C. PANEL G 4-" GA. PER PLAN SECTIO �! H -4 SCALE: 3/4 "_ - p'' GL e) BEYQN D GL� • . PER PLAN SECTION N- 4 SCALE.: 3/4." ; - 0" is 4,• 4" 11 I" PURLIN PER PLAN W/ HS HNGR EA. END 'TOI ST' PER PLAN 1 1 ` -- 31 RI PSoN LTT 201 STRAP W /10 --'Ihd NAILS SE CT ION SCALE ; BA." II -0" 5/13/89 I $L, 3/4" KWI ALT THRU STRAP (TYR ) (EMBED 4" MIN.) -lod @6t %: G L.E ---- -� PER PLAN 0C 6Z 8t. LZ 9Z sz Ire CZ ZZ LZ OZ 61 9L !.t 91 5t 'lit CL Zt IIt 01. 6 1111111111h11111111III1I1111I1111H1IIiIIIII 1111 111Ij111! 11111IIII111111! 1.I I11111II1111 I11111111111111111 1i1111111111111111111P1111111111i11111111111111111111UII111111111111111111111111111i111111 11illllll!!ilillli11111 .?0 1ST 1TY OF TWtWIUk PER PLA1 APPRnEt D AUG 25ig89- BUILDING DIVISIf) 5t::.ALIe : 3/4 "• 11 -0" RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12T11 AVENUE SUITE' 18 SEATTI9E, WASHINGTON 98122 206- 324.6160 ?. Syr >•�� a -?1^'31 4 >< I DRAG STRUT PC. PANEL (.,LYON D r } v4 t\ L 5 A.5 ,,5/16 (SPLICE . 16' -O" E N/ 'S "C1) K4 "LAGS e2 . sEC. D -5) / 12:-/‘ / 7 714" ?C, PANEL -� P.C. PANEL. - 5/8' x 61/4 x - 3 +, EMEEDED ft. 6.14 Eat 4 x 6 LEDGER (� CONT c ALL NALLS ALONC-a GRID 3-�t�STIF EN ER C EA. SIDE (6 TOTAL) - %2',X3, %1, -3},f. W/4 - V-0" DOWELS 4 GA. SECTION , A -5 SCALE : 3/4 " = I' - O" PURLIN PER PAN kJ/HE) HNGR PER PLAN SECTION E-5 E - A SCALE 3/4 "= 1' -O" SECTION K -5 SCALE: S /4-." I -0" TIGHT F1T - -� L-4 A -5 2-I0d @ 3 "�'� 2- ICJ c 3 "%. P, C. PANEL. PER PLAN A 7 %q-" P C. PANE L V4 f.I/2. 6x 4I4 - DRAG STRU i SECTION B -5 14" f EA. 51 DE N /8- 1 "(tM,f. 2 -1Od @ 314. - o _. __� - GLb ------ PER PL AN %4 f_ E'.SIDE W/ 2- 3/4"(1)141.5, 7/8" 13RG iI PER PLAN SECTION F -5 SCALE : 3/4 11 - I'- Ca" %a. A4 x I l- 6" ---_- EM 5EDED MIS \ N /3-12. "d) x 4 "W.H.S, GL5 PER PLAN SHI M AS REVD BALANCE PER SECTION A -5 6" I MIN. . -ih.. i �J t`•w a - PC, PANEL / PER PLAN SECTION G -5 SCALE.: 3/4 "= PLAN PLAN pr SECTION L-5 SCALE : 3/4 " = I' -CO" SECTION M - 5 3/4 " I' -O" fill I I III ICI ICI ICI ICI ICI I�l I�1 1�1 ,t�II� ill HIT Willi ICI I( Ijl 11I ICI I)I �I ICI 1�I 11 I I I�I�II I I I I 1 1 I WI WI �' 11 I( I l ( I IiliIiI 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality- of the original document. 0 16 THS tHCH 1 2 - 3 JOIST ----- - PER PL,D.N D -5 2 -IOd 3'114 4x14 DRAG STRUT PURL! N — L-545x5/16 VI/ ? /8 "Ct,.4 "LAG C I2 "% SECTION C-5 3C.P\L -E SPANDREL. PANEL PER ELEVATION PAN E L- 1 M .1` EM&EDEL) I . W j 3 - ,c 4 W,H,S, PLAN 4. SPANDREL PANEL W/ 3-1/2."4) x41' N. RS. - - PC. PANEL PER PLAN SECTION H-� SCALE : 3/4 " -11- a" 3I M PSON He> SADDLE. HN3RS PU R L_1 N PER PLAN 3/8 ' 4 EA, SIDE - W / 2 /4 ct X3 5 BOLTS II/P4',5 `II I 4 SHOP WELD THE OTHER END TO THE ANGLES -404 DRAG STRUT --- SPLICE. @ I6'- O" 3E: CT IQN D-6 SCALE ; '3/4 " 11- O i1 F. 0. SPANDREL F.O. L5 A3 n I/ - - ----- PLI\N -PC. SPAN DRE L PANEL ( ®) LS 3 A W/2 -45 n21- 0'VERT. e3 "GA."`N 4. 2- 45 x 2' -O" MORN . e A % I�l/ 2 - 5 >, 2 LO" VERT, 4 2 - "5 x 2' -O" HO P. i 3 "GA. %4V 3/6 lIi(1 1111111111111111111111111111111111111111111 10 11 14GErg' 12 e L 9 s f, c z t v,W0 I, Iilllllilllllllllll�ill�lllllillllllilll 11111111 111111! ilIIII 111111IIIInI1111I1111111i11 08 6Z 8G LZ 9Z gZ _ IIIlililllllf�lll 111111! IIIill�lllill111I1111�1�1111111 !(ill ez zz tz 0z 61. Ell LA 91- GI *, e1 zG a 01 �Ii1 11i����L�IiII�I�llllll 'lliil� {i�II1111i111 11111 111111111 I1 11! i /111IIIill11111111 61111111111 JI�IIIfI! ! IIIIIIIIf JIII��IIIIIIII1111I11111Iu 3„ 'SECTION Toy SCALE : 3/4''= I'- CITY OF TUKWILA APPROVED AUG 2 51989 fu, Witt) _L l_f rr W1rar RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 • [ROOF ELEV. J SEC. L- 5 SEC. L.- 5 SE.C. L. - 5 4 -45 E,F,_- (8 TOTAL - 4 (RE : PLAN). .4 - # b CHORD S1'E.E.L _•_. ...:..��.,,....,,,,m .......,.......-.....1,- ., .,_. ...-..........,.... . •,__.4............ ---._ II fl it 111 ..104■1Y,,a, ...C.7,.t....._ 4._,. 4(.r .,.w,.._ _ II i H i DI 1111. Ea. Ea, E,Q.._ l L 3 0 — 1 I • [PER PLAN 3 _tsio 121- OI, 6'-° • 12` -O" TYPE 'B' 61-0" TYPE 'E 4 - 45 E.F, (8 TOT AL) ONN. PER E -3 J CONN. PER /a -3 (TYP.) PANED. • (ibYTHICK 4 - t6 CONT. SLOPE 4_ E,F..- (8 TOTAL) 6 — # 6 CHORD STEEL -�.6 a_._ .------ ...... ,_�.,... _ .4,•111141.5 ..104■1Y,,a, ...C.7,.t....._ 4._,. 4(.r .,.w,.._ .... • .= l L 3 0 — =CS AM VI /�` 1V- i A 3' -O„ Mlle li 7 / , ,, c7 ■ , . (eM SEAT PER SEC.. H- 4 CONN, PER SEC, K-5 CONN. PER_ sec. J -5 - 4 -#SE,F _.._. (8 TOTAL) ,., •tiftR PLRN TYPE. FA FTGJ, • 4 L3 "3 x%4 xo1 -6 " -- W/ 2 - #6 . 3' -0 . 4 "GA, (LAP {/i/ CHORD STEE.L) PE.R.. PANEL. 'r ELEVATION TION CONN. PER SEC, E --3 PANEL.' CHORD STEEL - --�' - SEE PANEL ELEV. Ft) _f4-s. 4X. oL5'" SEE PANEL ELEVATION FOR CONNECTION LOCATIONS ELEVATION %2" JOINT (TYP‘) • PL .N SRE/ K L .,� a�. TYPE 'A' CONNECTION CTION ioisr: YS. x' �: r::✓r:..'3A•J <,.J..rys�'3'_s�`. ��•...�v :.'_...e:J..i //':.tea � :.u�rsy�'"' ?sy!., a b�..ryr..:....7;. �^ ...•., zar;•r..`S •Fr`.� =Y �r'sri,R_`I al!!5..y .!'? >� : r,:._. J I - F. TOTAL--) (4 TOT /NO 71- 2" I Id- 0" NcL_ 3 -46 CHORD STEEL -4-45 E.F, (8 TOTAL) _ 414 x V-6" DIAGONAL ALL CORNERS TYP, -4 -45 E.F. (8 TOTAL) „(6),;;:tc-F4=1-1eK) -15 CHORD STEEL. E,F, (8 TOTAL) u -o 231-0" PAIN E � J25) 0 --*-14cR) • 3- 4SE,F, (6TOTAL) 4 -11 -, fa. F• (8 TOTAL) 1 1 T- E.. (4 TOTAL) °�� .•PAN -:I.. � ��_,�,4 ��T� K CONN , PER r ,' SEC.. K -5 CONN. PER SEC. G -5 OR H -5 ,- 6 -46 CHORD STEEL 2 -45 CHORD &E.EL CONN. PER SEC J-5 4 -445 E., F. (6 TOTAL) L 2y. 2 $.3/8 s. O'- 0 II /,- -1 N/2 -#5 $ I+ -6" 61IGA / (DO NOT I END GARS) I 4 x x , 0 ,I 3" PANEL_ L 2 x2 x3 /8 s. 01-84 W/ 2 - V &' (1) 6" W.H,S, L EJ "GA, @ PILASTER TYPE '5' CONNECTION • 3 - #(a CHORD STEEL BM SEAT PER D -4 NOS SEAT1 `- 4 - 5 E. F. (8 TOTAL) W/ 5TNNDARD HOOK Qt EA, END OF p\LL BANS 2 -45 E, F, (4 TOTAL) EA, END CONN, PER E -3 TYPE FA FIG CONN, PER SEC.K -5 CONN. PER '–SEC. j-5 TYPE 'C ° CONN ECTION IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111 ,i1.i'IIIIIIIII I 11. 1111I1I111111111111'Ii11111'111II111I111I I1I (II111 Ill1111 4 5 6 7 NOTE: If the microfilmed document is less clear notice, it is due to the quality of the vrigtnal 0 i THS INCH 1 2 7 3 Ib oc 6Z 8G LZ 9Z SZ 7; £Z ZZ lZ OZ 6L 81. LL 91 GI 'IA Il Ll 01, 11111!.!i!11111111n1►1. 11111! 111111! 1111 11111111111 111111 111 11111IIII1 11In1lIII1II1111IIIIIIIIIII11nIII1I Ii1111!1! 11111111111111 1111�1l11111111��1!11lIIn111 ill!! 1111! ! I! �!1i11u111111!111111!llli!i11n1 ('i" THICK) J PANEL (6"THicK) PRECAST PANEL. RE N F. NOTES !) TYPICAL_ PANEL REINFORCING 4 e 12" % V ERrI CAL ; 4 G14" Vc, HORI ZONTA L FOR 6'14 " AND 7 %4 " PANELS . 2) PROVIDE # 5 VERTICAL. EACH FACE AT PI.•EL OPENINGS AS SHOWN ON PANEL ELEVATION S • ao 3) PROVIDE HORIZONTAL E'>ARS AT OPENINGS AS SHOWN M ON PANEL ELEVATIONS. 4) PROVIDE 4-4- 2'- 6" DIAGONAL AT CORNERS OF ALL OPENINGS. 5) PROVIDE CHORD STEEL AS SHOWN ON PANEL ELEVPJION LOCATE. cHORD STEEL AT ROOF LEVEL. 6) VERIFY PANEL DIMENSIONS w/ ARCI- ISTECT URAL DRAWINGS. INTERIOR FACE VERT. 5AR. ,-- -HORN. BAR ---- - 3/4- "CLR 172'' CL R '`— REVEAL LINE OUT SIDE FACE. TYPICAL DOU5LE AT REbAR PLACEMENT I T JQ FAC E VERT. ESAR , _ HORiE. 5AR OUTSIDE I =AC E CM OF TUWtLM AUG '2 51989 by �kUI[U BUILDING DIVISION ""` TYPICAL SINGLE MAC REBAR PLACEMENT NOTES : I) ALL PERIMETER PRECI .T PANELS ARE 6 %4" THICK WITH 3/4" ARCH I TECTURAL. REvEAL, 2) SHEAR WALL !S 7Y4 THICK WITH NO REVEAL.. 8 than this document. 1' ' 111 11 1' 1' I' 1' I'1'I'1111111'1'I'1'1'1'I1I1111 9 10 11 MADE N GERMANY 12 C\! CIS Z Zco 3 co ao „ L N CJ) CX, RUCN.ARD HtTDSON & ASSOCIATES, IN CONSULTING ENGINEERS 1605 12T1-1 AVENUE • SUITE 18 SEATTLE,LVASHINGTON 98122 206- 324 -6160 11 /�` 1V- i A 2 -45 CHORD &E.EL CONN. PER SEC J-5 4 -445 E., F. (6 TOTAL) L 2y. 2 $.3/8 s. O'- 0 II /,- -1 N/2 -#5 $ I+ -6" 61IGA / (DO NOT I END GARS) I 4 x x , 0 ,I 3" PANEL_ L 2 x2 x3 /8 s. 01-84 W/ 2 - V &' (1) 6" W.H,S, L EJ "GA, @ PILASTER TYPE '5' CONNECTION • 3 - #(a CHORD STEEL BM SEAT PER D -4 NOS SEAT1 `- 4 - 5 E. F. (8 TOTAL) W/ 5TNNDARD HOOK Qt EA, END OF p\LL BANS 2 -45 E, F, (4 TOTAL) EA, END CONN, PER E -3 TYPE FA FIG CONN, PER SEC.K -5 CONN. PER '–SEC. j-5 TYPE 'C ° CONN ECTION IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111 ,i1.i'IIIIIIIII I 11. 1111I1I111111111111'Ii11111'111II111I111I I1I (II111 Ill1111 4 5 6 7 NOTE: If the microfilmed document is less clear notice, it is due to the quality of the vrigtnal 0 i THS INCH 1 2 7 3 Ib oc 6Z 8G LZ 9Z SZ 7; £Z ZZ lZ OZ 6L 81. LL 91 GI 'IA Il Ll 01, 11111!.!i!11111111n1►1. 11111! 111111! 1111 11111111111 111111 111 11111IIII1 11In1lIII1II1111IIIIIIIIIII11nIII1I Ii1111!1! 11111111111111 1111�1l11111111��1!11lIIn111 ill!! 1111! ! I! �!1i11u111111!111111!llli!i11n1 ('i" THICK) J PANEL (6"THicK) PRECAST PANEL. RE N F. NOTES !) TYPICAL_ PANEL REINFORCING 4 e 12" % V ERrI CAL ; 4 G14" Vc, HORI ZONTA L FOR 6'14 " AND 7 %4 " PANELS . 2) PROVIDE # 5 VERTICAL. EACH FACE AT PI.•EL OPENINGS AS SHOWN ON PANEL ELEVATION S • ao 3) PROVIDE HORIZONTAL E'>ARS AT OPENINGS AS SHOWN M ON PANEL ELEVATIONS. 4) PROVIDE 4-4- 2'- 6" DIAGONAL AT CORNERS OF ALL OPENINGS. 5) PROVIDE CHORD STEEL AS SHOWN ON PANEL ELEVPJION LOCATE. cHORD STEEL AT ROOF LEVEL. 6) VERIFY PANEL DIMENSIONS w/ ARCI- ISTECT URAL DRAWINGS. INTERIOR FACE VERT. 5AR. ,-- -HORN. BAR ---- - 3/4- "CLR 172'' CL R '`— REVEAL LINE OUT SIDE FACE. TYPICAL DOU5LE AT REbAR PLACEMENT I T JQ FAC E VERT. ESAR , _ HORiE. 5AR OUTSIDE I =AC E CM OF TUWtLM AUG '2 51989 by �kUI[U BUILDING DIVISION ""` TYPICAL SINGLE MAC REBAR PLACEMENT NOTES : I) ALL PERIMETER PRECI .T PANELS ARE 6 %4" THICK WITH 3/4" ARCH I TECTURAL. REvEAL, 2) SHEAR WALL !S 7Y4 THICK WITH NO REVEAL.. 8 than this document. 1' ' 111 11 1' 1' I' 1' I'1'I'1111111'1'I'1'1'1'I1I1111 9 10 11 MADE N GERMANY 12 C\! CIS Z Zco 3 co ao „ L N CJ) CX, RUCN.ARD HtTDSON & ASSOCIATES, IN CONSULTING ENGINEERS 1605 12T1-1 AVENUE • SUITE 18 SEATTLE,LVASHINGTON 98122 206- 324 -6160 1217ee 0 INSTALL' NEW DOUBL e D T -CCTOR CHECK VALVE SYSTEM, PER CITY SIDS. SEE DE1 AIL, SHT. 2. SPRINKLER DESIGNER TO DETERMINE SIZE OF DETECTOR ASSEMBLY & FIRE LINE TO BLDG. I,E. = 9.0 ( RIFY LE. PRIOR TO CONSTRUCTING NEW STORM LINE) REMOVE EXISTING PLUG, CONNECT TO EXISTING 15" STORM & EXTEND TO CB #6 044 EXIST. CO RIM = 15.60 I.E.= 8,50 OUT I.E. = 8.79 (IN) EX. E TRAN ROUND FORMER BEN.:(FastitoL"MJ) v Grading, Storm Drainage and 01 Gateway Corporate Center - Phase Iii sups rilsfr, P.P. 4'49/V6 y� 17.0 RXIS = RIM 14.15 I.E.= 9.17 IN I.E.= 8,07 OUT INSTALL' /2• CK0ING h 15.6•- NOTE' 'TR I , CONT CTOR SMALL VERIFY LOCATION 8 DEPTH OF EXISTING 8" WATER LINE TO DETERMINE IF NEW BUILDING & UTILITY CONSTRUCTION WILL CONFLICT W! ITS LOCATION. EXPOSE IF NECESSARY & CONTACT ENGINEER IF LINE IS WITHIN 5' OF PROPOSED BLDG. FOUNDATION. EXISTING 10' WIDE POWER EASEMENT (AFN 8610080591) coo EXIST. CB AS B,UI RIM = f 4.3(1 I.E.= 9.63 (12. NW I.E.= 9,58 (I 2"S) INSTALL NEW CB #I TYPE I SOLID LID OVER EXIST. 12" STORM LINE AS SHOWN. REMOVE REMAINING PORTION OR ABANDON PER CITY STANDARDS RIM - 16.01 (ADJUST TO FINAL GRADE) I.E.= 9.68 N TRAN /S / /FORMER 1 !y 2'R. e 1530 17.0. . i c,„4 Z9.49'0 • ,;\ \Ck0 EX. EDGE OF A.C. c,'14' PV'MT. TO BE " SAWCUT BACK TO NEW 6' EXTRUDED CONC. CURB CB #2 TYPE I W /SOLID LID RIM =16.01 (ADJUST TO FINAL GRADE) I.E.- 9.76 / / 1 / 1 1 / 1 / / 16.50 TC 16.00 TP 1' 5.60 T 1 BE REMO c9 z 0 z w a w 0 z J w a. 0 cc a_ I-- w 3 u 0� -10 4z W (/) CC X :w 0 w Cr m r g0 EXISTING CHA(NLINK FENCE CB #7 TYPE 1 RIM = 15.60 I.E. = 9.57 17' 16' EXTRUDE CONC et" CURB PER DETAIL - . �SHT. 2 0' DOWNSPOUT {{ (TYP. 6 PLCS! ) EX. SS MH (ASE;)' RIM = 15.97 I.E. = 7.17 (IN) I.E. = 7.07 (OUT) / / /' EX. FH 15.90 2'R. CONSTRUCT 2'1 (MAX.) SLOPES W/2:01-641N) BENCH ALONG EDGE OF' NEW CURB INSTALL' 1 -8' 45° BEND (MJ) CONC. BLOCKING 15.35 TOP 14733 BOT. CONC. RETAINING WALL (BY OTHERS) 8" PVC F 8"D.I. d' O I 6.60 TOP N o c\1 ri 13.15 BTM, 10 LF'8" D.I. 17.00 4 ": PVC (4.2.0% ,' 6" PVC (4 2.i • t 1 1 1 1 1 1 1 1 1 /� 1 1 EX. CB /.1 _ __ RIM = 14.81 /A / / I.E. = 10.25 (12" S.E.) i 1 I.E. = 9.97 (12" S.W.) v 1- _ EX. CB / 1 1 RIM = 14.81 � i I.E. = 10.26 17.00 CB #5 TYPE I RIM = 13.00 I.E.= 1050 SPRINKLER RISER TOP =I5,0___ BOT. =13.0 TOP = 15.0 BOT. = 11.5 BLDG. ENTRAG EL. = 17.00 (TYP.) / / / / / / / i1-- NEW 1 1122" DEDUCT IRRIGATION 1 METER WITH D.S.H.S. APPROVED i BACKFLOW PREVENTER , NEW 2' DOMESTIC i i i WATER METER / / / CB #3TYPEI RIM =15.10 �j 1 I.E. = 10.20 i ai 1Y i c'! 1 0/ % �/ / /// / / / / 1 11 vict 24 SLOPE (TYP.) RIM = 16.81 I.E. = 8.00 16.70 TC I •.20 /?, 171.5' EX. CB RIM = 15.77 I.E. = 10.52 (IN) I.E. = 10.32 (OUT) EXIST. BLDG. L 16.30 / / / / / / / / / / / EXIST. CB LE.= 11.71 Lop = 14.0 BOT. = 105 CB #8 TYPE 1 RIM = 14.00 LE. = 11.34 TOP = I3,5 BOT. = 11.0 EXISTING CHAINLINK 7•T' 16 20T' 1.4..70 GB 1555 EX. SS MH (ASB) RIM = 16.31 LE, = 5.23 (8" NE) - LE, = 4.98 (18` NW & SE) / 1- EX. FH ONCE 1 1( K 12' SEWER EX. FH LANDSCAPE - En p 16'00" Rno 280.00 , L-- 12 "W EX. STORM DRAIN EX. SS MH (AS- BUILT) RIM = 13.11 I.E. = 7.48 (18' N) I.E. = 8.46 (6" NW) LE. = 5.66 (12" SW) I.E. = 5.61 (18" SE) 0 0 N 48°13'44" W 65 LEI 6" PVC @ 2.0% (MIN.) LOCATE EXISTING 18" SANITARY 12 "W 299.22' 1 / I SEWER & INSTALL 18" , 6" TEE VERIFY. INVERT PRIOR TO CONSTRUCTION LE. = 6.70 (MIN.) CB #4 TYPE 1 RIM = 15.10 LE. 10.7 EXISTING STORM DRAINAGE DITCH ;re.:,..+i ,• .:,.: a; r�� rreatrliYl�s'� %ra13�t.£'� - ?.. ur;.rro•; �.� .. ... 1 1 EX. 18' C = = i �l l Ih lI l / 1 I 1 1 � 1 � 1 1 ONC. SD I i I I E- / 1 1 ' I h INTERURBAN r- I.E. = 10.57 I AVENUE r~ -- -o- - -- \ k• ` 1 12" W 0 I.E. = II. EXISTING STORM DRAIN CITY 0 r Q w G •9 1iI. S QMN s N N 1 Cita • r' o apt) AVM ��. 14,• s vtq 1..M011: 1n T "; s ,IOTK 1 IS stow I s I s1.• • 6s g •sari. 14 10 ,t i t[ " S ' 1°1T R H s VICINITY M LEGAL DESCRIPTION: 5, la 540 SI REVISED WATER & STORM PER CLIENT REVISED PER CITY REVIEW. m co al al cP etf 0 z LOT 3 AS SHOWN ON PLAT OF GATEWAY CORPORATE CENTER, RECORDED IN VOLUME 144 OF PLATS, PAGES 23 THRU 25 UNDER RECORDING No. 8901230879, RECORDS OF KING COUNTY, WASHINGTON. Ir. SURVEY DATA: ALL BOUNDARY, TOPOGRAPHIC SURVEY AND EXISTING STORM DRAINAGE AND UTILITY INFORMATION SHOWN ON THIS PLAN WAS OBTAINED FROM GATEWAY CORPORATE CENTER PLANS BY MACKENZIE /SAITO & ASSOC. DATED JUNE, 1985 (JOB No. 384421) AND GATEWAY CORPORATE CENTER/CITY OF TUKWILA PUBLIC WORKS DEPT. PLANS BY CONSULTANTS MACKENZIE ENGINEERING, INC. DATED JUNE, 1985 (JOB No. 394421) SPECIAL NOTE: CONTRACTOR SHALL VERIFY THE LOCATION, DEPTH AND SIZES OF ALL STORM DRAINAGE AND UTILITY LINES SHOWN ON THIS PLAN WHICH WILL BE EXTENDED TO SERVICE THE NEW BUILDING, AND SHALL CONTACT BARGHAUSEN CONSULTING ENGINEERS, INC. IF LOCATIONS AND DEPTHS ARE NOT AS SHOWN. BARGHAUSEN CONSULTING ENGINEERS, INC. DOES NOT GUARANTEE THAT THE LOCATIONS, DEPTHS AND SIZES OF THE UTILITIES SHOWN ARE ACCURATE OR THAT ALL EXISTING UTILITIES ARE SHOWN. CONTRACTOR SHALL CALL FOR UTILITY LOCATE PRIOR TO BEGINNING CONSTRUCTION. LEGEND • L 1 Ss SD W r = == -_� \5 16.70 TC 16.20 TPA, I.0% GB HP PROPOSED ASPHALT CONCRETE PAVEMENT PROPOSED CEMENT CONCRETE PAVEMENT EXISTING CONTOURS PROPOSED CONTOUR EXISTING SANITARY SEWER EXISTING STORM DRAIN EXISTING WATER LINE EXISTING STORM CULVERT PROPOSED STORM DRAIN EXISTING SPOT ELEVATION TOP OF CONCRETE WALK EVATION TOP OF A.C. PAVEMENT' � EVATION PVC DOWNSPOUT TIGHT !NE PROPOSED WATER LINE PROPOSED SANITARY SE E PROPOSED SANITARY SEW prtov rz- R (BY OTHERS) OVERLAND DIRECTIONAL FLO GRADE BREAK HIGH POINT 1111111 11/111111111111 1/11111 IIIIIIr I�11.11if I(III1I 111111/ 11/111 IIII I 111111 /111111 {IIII 1I 1I i!I 111 111 111` I I I 1�1 I I i ! I I I I I I I I I 16 THS INCH 11111 1 2 3 4 5 6 7 8 NOTE: If the microfilmed document is Less clear than this notice, it is due to the quality of the original document. 06 6z se LZ 9Z SZ 472 EZ Zt z IIz 0z 6l el LL 91 91 '171 £I ZI 11 QI, 1III 1111111111!1 1111111111111IIT1111111I !III!11111I11I11 ti iiiit iti11111.1111 1111111!11111I11111ii' 1II1111111iiii t !11111111!11t i 1111;h1111!IIIlliii1 1111 i11111I11111i 111111111111111111111111111 11I111I111111IIIIII111I111I1II IIII1IIIIIIIIIII111111II. 9 . 10 11 MADE 6,Gcwaw. 12 8 L. 9 S +i £II Z 1 WW 0 II11�1111IiliIIIIi1111111iLI111111I !Tit iitlI u I1111IIIIi111IjIiiiiItIIIIIIIIIIIIII (IIII • ,,. it ,.1. `. 1 / i •• • d co N coo •▪ 'JIS 4.0 cts 0) c a. T. w c 0 0 0 :), *cis° S▪ . e p CO 5 • ct 11) �Iw O (0 .0 61 .® c° O •a co co U) Horizontal 4 0) N � • N a < 0 u N N N tD ;;• °) , • -- 1 0 r wassanita w c L IU 0 Bas `61 z 0 121766 STORM DRAINAGE NOTES: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH "STANDARD SPECIFICATIONS FOR MUNICIPAL PUBLIC WORKS CONSTRUCTION" PREPARED BY WASHINGTON STATF. CHAPTER AMERICAN PUBLIC WORKS ASSOCIATION, 1981 EDITION (APWA) AND CITY OF TUKWILA STANDARDS AND SPECIFICATIONS. 2. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHOD.'; AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE SITE. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROTECT IN -PLACE ALL UTILITIES AND /OR STRUCTURES, WHETHER SHOWN OR NOT SHOWN ON THIS PLAN. DAMAGE DUE TO CONTRACTOR' S OPERATIONS SHALL BE REPAIRED AT THE CONTRACTOR' S EXPENSE. 4. PROVIDE AND MAINTAIN TEMPORARY FILTER FABRIC SILT FENCE TO INSURE SEDIMENT -LADEN WATER DOES NOT LEAVE THE PROJECT SITE. THE FACILITIES MUST BE IN OPERATION PRIOR TO CLEARING OR OTHER CONSTRUCTION AND BE MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING ARE COMPLETED AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. AS CONSTRUCTION PROGRESSES AND EXPECTED (SEASONAL) CONDITIONS DICTATE, MORE SILTATION CONTROL FACILITIES MAY BE REQUIRED TO INSURE COMPLETE SILTATION CONTROL ON THE PROPOSED PROJECT. THEREFORE, DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE DEVELOPER TO ADDRESS ANY NEW CONDITIONS THAT HAY BE CREATED BY HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO PROTECT ADJACENT PROPERTIES. 5. ALL TYPE I CATCH BASINS SHALL BE PER APWA STANDARD PLAN NO. 52 WITH APWA TYPE 60A OUTLET TRAP AND APWA STANDARD PLAN NO. 49 FRAME AND GRATE. 6. ALL REQUIRED STORMWATER RETENTION /DETENTION FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO PAVING AND BUILDING CONSTRUCTION UNLESS OTHERWISE APPROVED BY THE DEPARTMENT OF PUBLIC WORKS. 7. THE BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE IN LAYERS, WITH A LOOSE AVERAGE DEPTH OF SIX INCHES (6 "), MAXIMUM DEPTH EIGHT INCHES (8 "), THOIAUGHLY TAMPING EACH LAYER. THESE COMPACTED LAYERS MUST EXTEND FOR ONE PIPE DIAMETER ON EACH SIDE OF THE PIPE OR TO SIDE OF THE TRENCH. MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL BE THE SAME AS EXCAVATED FROM THE TRENCH, EXCEPT THAT ORGANIC MATERIAL, FROZEN LUMPS, OR ROCKS OR PAVEMENT CHUNKS MORE THAN SIX INCHES (6 ") IN MAXIMUM DIMENSIONS, OR OTHER UNSUITABLE MATERIALS SHALL NOT BE USED. 8. ALL STORM DRAIN PIPE SHALL BE CONCRETE RUBBER GASKETED ASTM C -14 -2 OR ASTM C -76 -ii OR 16 GA. GALVANIZED STEEL OR 16 GA. ALUMINUM HELICAL CORRUGATED METAL PIPE. STEEL OR ALUMINUM PIPE SHALL HAVE WATERTIGHT CONNECTING BANDS CONFORMING TO THE REQUIREMENTS OF APWA SPECIFICATIONS SECTION 60- 302G2. STEEL PIPE SHALL RECEIVE TREATMENT'1 ASPHALT COATING INSIDE AND OUTSIDE, OR BETTER. 9. BEDDING FOR RIGID PIPE (CONCRETE OR IRON) SHALL BE CLASS "B" PER APWA STANDARD PLAN NO. 62 (PEA GRAVEL FROM FOUR INCHES (4 ") BELOW PIPE TO SPRINGLINE). BEDDING FOR FLEXIBLE PIPE (CORRUGATED METAL OR PLASTIC) SHALL BE CLASS "F" PER APWA STANDARD PLAN NO. 62 (PEA GRAVEL FROM FOUR INCHES (4 ") BELOW PIPE TO SIX INCHES (6 ") ABOVE PIPE). TRENCH WIDTH SHALL BE 40 INCHES MAXIMUM OR 1 1/2 TIMES PIPE DIAMETER PLUS 18 INCHES, WHICHEVER IS GREATER. BACKFILL SHALL BE PLACED IN SIX INCH (6 ") LAYERS COMPACTED TO 95X MAXIMUM DENSITY. 10. EXTRUDED CURB SHALL BE BONDED TO THE ASPHALT SURFACE WITH AS EPDXY BONDED AGENT SUITABLE FOR THAT PURPOSE. PLACE 18 INCH, '/4 REBAR AT 8' -0" O.C. 11. IN ALL AREAS, OTHER THAN ROADS, WHERE CONSTRUCTION REQUIRES THE REMOVAL OF SOD, ETC., THOSE AREAS SHALL BE HYDRO- SEEDED WITH RYE GRASS FOR THE PREVENTION OF ON -SITE EROSION. 12. ALL, PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPEC. 7- 02.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL BACKFILL FOR THE PIPE BEDDING" THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED TO FORM A DENSE UNYIELDING BASE. 13. STRUCTURES SHALL NOT BE PERMITTED WITHIN 10.00 FEET OF THE SPRING LINE OF ANY STORM DRAINAGE PIPE(S), OR 15.00 FEET FROM THE TOP OF THE CHANNEL BANK. 14. THE'STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED 'PLANS WHICH ARE ON FILE IN THE DEPARTMENT OF PUBLIC WORKS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY, CURRENTLY THE CITY OF TUKWIIA DEPARTMENT OF PUBLIC WORKS. 15. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 16. ALL DRAINAGE STRUCTURES NOT ON PUBLIC RIGHTS -OF -WAY SHALL HAVE ROUND, SOLID- LOCKING LIDS, UNLESS OTHERWISE APPROVED BY THE DEPARTMENT" OF PUBLIC WORKS. 17. ALL ROOF DRAINS AND FOOTING DRAINS SHALL BE TIGHTLINED TO THE STORM DRAINAGE SYSTEM. 18. ALL SPOT ELEVATIONS SHOWN ON PLAN ARE TO TOP OF PAVEMENT, UNLESS OTHERWISE NOTED. 19. THE FACES OF CUT AND FILL SLOPES SHALL BE PREPARED AND MAINTAINED TO CONTROL AGAINST EROSION. THIS CONTROL MAY CONSIST OF EFFECTIVE PLANTING. THE PROTECTION FOR THE SLOPES SHALL BE INSTALLED AS SOON AS PRACTICABLE AND PRIOR TO CALLING FOR FINAL APPROVAL. WHERE CUT SLOPES ARE NOT SUBJECT TO EROSION DUE TO THE EROSION- RESISTANT CHARACTER OF THE MATERIALS, SUCH PROTECTION MAY BE OMITTED. 20. SEE ARCHITECTURAL SITE PLAN FOR DETAILED INFORMATION AND DIMENSIONS RELATED TO CURB RETURNS, PLANTER DIMENSIONS, SETBACKS, PAVEMENT EDGE LOCATIONS, ETC. . 21. ALL EXISTING UTILITIES SHOWN ON THESE PLANS WERE OBTAINED FROM A FIELD SURVEY AND FROM AVAILABLE PUBLIC RECORDS. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UTILITIES WHICH MAY CONFLICT WITH CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. ENGINEER DOES NOT WARRANT THAT ALL UTILITIES HAVE SEEN SHOWN. 22. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE TELEPHONE COMPANY, THE GAS COMPANY, THE POWER COMPANY, AND THE CABLE TV COMPANY PRIOR TO CONSTRUCTION SO THAT THESE OTHER UTILITIES CAN PREPARE THE NECESSARY PLANS FOR THE EXTENSION OF THEIR RESPECTIVE UTILITIES. IT SHALL BE THE CONTRACTOR'4 RESPONSIBILITY TO COORDINATE THESE ACTIVITIES. 23. THIS CONSTRUCTION SET OF DRAWINGS FOR THIS PROJECT INCLUDE A TOTAL OF 3 SHEETS. GENERAL NOTES AND DETAILS PROVIDED THROUGHOUT THE DRAWINGS SHALL APPLY TO ALL SHEETS AS APPLICABLE. SPECIFICATIONS OR DETAILS PROVIDED ON ONE SHEET MAY APPLY TO OTHER SHEETS. WATER NOTES: 1. All water lines shall be constructed in accordance with the City of Tukwila Standard ',Specifications. 2. Minimum cover for water mains shall be three feet. 3. All water lines shall be cement- lined, ductile iron, Class 52. 4. All fittings shall be cast iron or ductile, with flanged or mechanical joint connection, and be of the same thickness class as the pipe used. 5. All water line, service lines, and fire lines shall be tested in accordance with the City of Tukwila Standards. 6, Fire hydrants shall be constructed per Standard Detail W -3. 7. Wet tap to existing water main shat' be coordinated with City at least 48 hours prior to construction. 8. All water meters and service lines shall be installed per City of Tukwila Standards and Specifications. 9: All pipe fittings and valves to be listed and labeled by U.L. for fire service; installed, tested and flushed as specified by NFPA Standards No. 13 and No. 24. Property comply' ' contractor's material and test certificates are to be provided to Washington surve• d rating bureau and the City of Tukwila. SANITARY SEWER NOTES' All sanilary sewer conslruclion shall be in accordance with the City of Tukwila Standard specifications. 2. All pipe used for construction of side sewer shall conform to PVC SDR -35 and the requirements of ASTM D -30 34 -73. 3. Minimum slope for 6" side sewer shall be 2.0 percent. 4. Minimum depth of cover for 6" side sewer shall be 18 ". 5. All connections shall be made with ring Cite joints. 6. Contractor shall obtain required side sewer permit from the ' City of Tukwila prior to construclion. IIIIIIIII'IIIII IIIl'I'iIIIIII ILIA I I'';I 0 SS THS INCH 1 3' MIN. DOWNSPOUT 2' TO GRADE 6 " -8" PVC 0 2.0% - FOOTING DRAIN BACKFILL WILL BE COMPACTED USING NATIVE SOIL OR SELECTED MATERIAL AS DIRECTED BY THE ENGINEER. CONNECTION TO DRAIN TO BE MORTMRr0 AND MADE FLUSH WITH INSIDE WALL JOINTS TO BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS. CATCH BASIN DOWNSPOUT TIGHTLINE TO CATCH BASIN NTS CITY WATER MAIN • GATE VALV IMJ *FI.) 2 -314' SHACKLE RODS (COATED) TO VALVE OR NEXT PIPE BELL ADAPTOR (E. LxMJI GATE VALVE (F L041,11 OS $ Y 3HRUST BLOCKING - 10' DI 1 FLANGED DOUBLE CHECK VALVE D.S.H.S. APPROVED - -- AND STATE CROSS-CON- NECTION REGULATION SECOND CHECK VALVE IS REQUIRED IF DETECTOR VAULT LIES WITHIN 1700' OF AN ALTERNATE.WATER SOURCE (I.E. POND, RIVER, ETC.I CATE VALVE (FLtFL 1 POST INDICATOR VALVE TEE iFLxFLI -,- od Do 0 CCa7 r ADAPTOR IFLtMJ1 3i4' SHACKLE RODS (COATED' TO B1W.DIt1G f� i - ONE SHAL BE A PIV NOTE' @PIPE & FITTING SIZES SHALL VARY WITH INDIVIDUAL FLOW REOUIREMENTS & SHALL BE DETERMINED BY THE FIRE DEPT. ®PIT LOCATION TO BE OUTSIDE OF UTILITY EASEMENT OR PRIVATE PROPERTY. C12° CLEARANCE SHALL BE PRO - VIDEO FOP WORK SPACE AROUND ALL FITTINGS TO 'N SIDE OF VAULT. ®COMPLETE VAULT SHALL HAVE A 48'x48' STEEL HATCH OR TWO 3'0' STEEL HINGED DOORS (PIPE INC. E25, 76633, OR EOUAL) (-• A. 1 110 ,- 4' FLANGED CHECK CONN. 3-4' ABO,V£ "VALVE GRADE PAW SAFETY If :2' MIN. 0' 0' PLAN NTS II; 6' MiN., , FIRE DEPT. PUMPER CON. NEC TION WATER TIGIIT CEMENT GROUT 577 LA PIT OR r GREATER • PIPE : INC. 4'87x7' CHECK ASSEMBLY AS REQUIRED BY CITY OF TUKWILA , . 0 NTS to 1. L 3" MIN. COMP. DEPTH CLASS '8' ASPHALT CONC. PAVEMENT 6 "MIN. COMP. DEPTH ale' MINUS CRUSHED ROCK GRAVEL BASE MAY REOUIRED BY SOILS ENGINEER DEPENDING ON SOILS CONDITIONS TYPICAL PAVING SECTION NTs 2 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. 0E 6`Z 8G LZ 9Z 9Z �z EZ ZZ l2 0? 6L 8L GL 9l GL fit ei LL ll I I I I I I I � I I v ;, 1111111111 I;IIII111 111111111 1111111111111111111 111111111 111111111111111111 11 II1111 1111111111111 111111 111111IIIII11111111,111111111 III111111 111111111111(11111 Fim1IH MAD' $. • o'!(• To .6% MAZ. • 1 oR GREATER 0►L io txTCND .tp cation 1.75 01( GREATER v Dv I�b MIN. Ir • IILOP[ Ai NECE KARAT FOR IrTA51LJTY DVRINI CONs1RVc1iON WALL woorni. use co st APINNINAT2 WO. 2 KC. II 43 I2 CI! • VIMHium 0 • PSAFDRAT'LD MAW PIPt AMR !KATMAI Wn T To se MPITA,L.LXD must St AS UM 4.5 FOSIIILt NO I•0 RICK!! THAI( ITC e1)eORADE GRAY!' •ACKr1U. Fox DRAINS OR UTTER ACC. IP •OI.ItI (4) PLACE ROCK ON 11964 umiTflU71Sto SOLS OR GOHCRTTE SASS ROCK WALL DETAIL - PROPERTY LINE 20' 5' EXISTING CHAIN LINK FENCE MIN. 111 3.0% MAX. ' III:'•I11 ^II1;5Il 1 51) BUILDING F.F. ""' 1 7.0 1)) -7_,11):7-•-. I11f:-t11= - --- EXISTING GRADE 2 :1 MAX. SIDE SLOPE ALONG WEST PROPERTY LINE WITH MIN. 2.0' BENCH. A 4 FEET HIGH ROCKERY OR SLOPE EASEMENT MAY BE REQUIRED DEPENDING ON ACTUAL GRADES. SECTION A - A NTS 9" 7 .r VARIAOLE EXTRUDED CONCRETE CURB DETAIL NTS 11111 11111111111111111111111111111 111111111111 I 9 10 11 mAtk-m°61"Wit 12 9 5I */ E Z l WW 0 !Winn 11111111i111111141111111III! II111111IIIIIIIi1lllillllll111111111U1�IIII1111II111�IIIIIIIIIIIII1111111 !Illlllllllll 1 gE STAMP REVISED PER CITY REVIEW. 0 CC I!" 0 v c 0 z • • •• tt• 0 0 10 a 0 Gateway Corporate ro u •N m a' ,r8 z g z tXl c 3 cp Ta u co 0 41 0 a 0 Date 3-1-89 SIMI 01 sum c4 ..o• N id c9 OP N $� c IOW W " p m v Y mom a IV Noss o vot g 2 igFes► MOB c in ge, cv aTp Job Number r 121766 TEMPORARY EROSION/SEDIMEPITATION CONTROL PLAN - rr 1- - I a 15 4 I _ ; tome,,,,�` 1 --- ` 1 / - INSTALL' TEMPORARY SILTATION FILTER FENCE PER DETAIL THIS SHEET —10 -- -- INSTALL: TEMPORARY SILTATION FILTER FENCE PER DETAIL THIS SHEET EXISTING STRAW BALES & TEMPORARY DITCH TO REMAIN DURING CONSTRUCTION PHASE CONSTRUCT TEMPORARY "V" DITCH PER DETAIL THIS SHEET RIP RAP PAD / / / / / / / / / / BUILDING 4-3 1 / / / CONSTRUCT TEMPORARY 'SEDIMENTATION CON7ROL POND TOP BERM EL. = 11.00 BOTTOM POND EL. _ $.50 MAX. W.S. ELEV. = 10.0 \ BAFFLE SILT FENCE TEMPORARY OUTLET CONTROL - STRUCTURE PER DETAIL THIS SHEET RIM = 10.0 I.E. = 8.50 INSTALL' TEMPORARY 35LF 12' CMP @ 1.0% MIN. I.E. = 8.15 PROVIDE RIP RAP OUTLET FALL PAD USING 6" -8" QUARRY SPALLS CONSTRUCT TEMPORARY CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET 1 i INSTA / TEMPO 12" CM /2 / / 1 1 / / / / 1 / 1 1 // // / / 1 1 r - -,.,, 1 / , 1 1 / 1 1 1 it 1 / 1 1 1 / / / 1 1 1 / 1 1 1 1 / / 1 1 1 1 1 1 / 1 1 / 1 1 / 1 1 / 1 1 1 1 1 / 1 1 / 1 1 / 1 1 / 1 1 / 1 1 / 1 1 / 1 1 / 1 1 1 1 1 1 1 1 1 / 1 / / / 1 1 1 CONST UCT TEMPQRg(RY // "V" DI CH PER' DEITTAIL / THIS HEET 1/ 1 1 / / 1 / / / / / 1 / / / / / 1 / / 1 / / / / / 1 / / / / / 1 / / / / / / / / 1 / / / / / / / / / / / / / / / / / / / / / / / / / / L` / / i i ~'.t LP r L ... / / / / / / / / / / / / / 1 4 r INSTALL ---" TEMPORARY SILTATION FILTER FENCE PER DETAIL THS SHEET N 48 °13'44" W /1 1 i EXISTING 18" CONC. EXISTING STORM EXISTING STORM LEGEND: EXISTING CONTOURS SILTATION FILTER FENCE RIP RAP PAD TEMPORARY "V" DI rCH WITH ROCK CHECK DAM TEMPORARY CONSTRUCTION ENTRANCE EXISTING DRAINAGE DITCH FLOW DIRECTION t CONSTRUCTION SEOUENCE: EXISTING ^RAINAGE DITCH A • 1. Attend reconstruction meeting with City of Tukwila. 2. Install temporary construction entrance. 3. Install temporary silt fence and temporary 'V' ditches. 4. Construct temporary sedimentation pond and outlet control structure. 5. Rough grade the improvement areas. G. Protect all catch basins (new and existing) with sediment trap per detail. 7. Grade site to required elevations. S. Hydrosccd slopes and other exposed areas outlined in 'Erosior/Scdirnentation Control Notas." 9. Install utilities per approved plans. 10. Inspect and maintain all erosion control facilities at regular intervals. Clean as required. I.E. —' 7.95 / / / / / / / 1 • / / 1 1/ CONSTRUCT TEMPORARY / "V" DITCH TEMPORARY EROSION /SEDIMENTATION CONTROL PLAN NOTES I All limits of clearing and areas of vegetation preservation as decal bed on tit(• plan shall be cleatly flagged i•1 the field and obser ved during construction. 2. A/I tequire(1 sedinlentationjerosion control facilities must he co 11 - 51 r UC (Pd and in operation prior to land clearing and; of other construe lion to insure that sediment - laden water (toes not enter the natural drainage system. All erosion and sediment facilities shall be main- tained in a satisfactory condition until such time that cieering and/or const1II 1:11 is completed and potential for on -site erosion has passed. The implementation, maintenance, replacement, and additions to erosion sedimentation control systems shall be the responsibility of the pe r nl i l let`. 3. The erosion and sedimentation control system depicted on this dra((inr are intended to be ntiniutum requirements to mee(1 anticipated site conditions. As constructed progresses and unexpected or Seasonal conditions dictate, the pernlitlec should anticipate that more erosion and sedimentation control facilities svilI be necessary to insure complete siltation control in the proposed site. Uuting the course Of construction, it shall be the obligation and responsibility of the permittee to address any new Colld11101S 111a1 may be created by his activities and to provide additional facilities, over and above minimum requirement; 'v. may be needed to protect adjacent properties and watt.' quality of the receiving drainage system. 4. Approval of this plan is for erosion /sedimentation control only. It (foes not constitute an approval of storm drainage, size nor location of pipes, restrictors, channels or retention facilities. 5. Any disturbed area which has been stripped of vegetation and where no further work is anticipated for a period of 30 days or more must be immediately stabilized with mulching, grass planting or other approted erosion control treatment applicable to the time of year in question Grass seeding alone will be acceptable only during the months ,!t :1p.i1 thrtt September inclusive. Seeding may proceed ouhide the Tee tf led time period whenever it is in the interest of the perulittce, but aids` be augmented with mulching, netting, or other treatment approved by the department. All erosion/sedimentation control ponds with a dead storage depth exceeding, G inches must have a fence with a minimum height of 3 fret PLAN -3n" 0 I" 0, TYP. AT 10" C - C 10 PER ROW TOTAL 40 PERF. 2 " -4" WASHED ROCK "'GRAVEL CONE 4' O" x 4-0•• CONCRETE PAD ELEVATION TEMPORARY OUTLET CONTROL STRUCTURE FILTER FABRIC STAPLES OR MATERIAL, WRAF! \ WIRE RINGS (TYP) 140, OR EQUAL — % Y GAGE WELDED 14 WIRE FABRIC OR EQUAL 7 TH . ,t•, . EXIST. GROUN 50' MIN. 8' MI —PUBLIC RIGHT-OF -WAY EXISTING DRIVEWAY RAMP OR SITE ACCESS ROAD 1 1 '- 1! II II 11 -- .+t- --- -- — - -_ — -..L.I -- — II 11 {I 1, i_?\ U `- 2' ■ 4' DOUGLAS FIR AT 4' O.C. -y 4-- II u of II II -t t _I io j1 N II U `—BURY BOTTOM OF FILTER ELEVATION FABRIC TREE HIAL ON NEWLY GRADED OR DISTURBED SLOPE ...,......,..44.4., 2x 2x 14 GAGE W,W.F. FILTER FABRIC MATERIAL . 4: Eta. e1- •v" .�� +no TEMPORARY "V11 DITCH N.T.S. 112' WASHED -• -- GRAVEL OR PEA GRAVEL 0 — 2" x 4' DOUG- l LAS FIR OR EQUAL 2. 1 •�;. �.. N o. Date Y Ckd • Appr. _ Revision . . . �..h a u se n Designed DB Scale: or: Title: :::e Temporary Eroslon,sedjmentaton ® ,ilting E Iiors Inc.: d DB I" _ 30' 12886 Interurban Avenue South Vertical Seattle, Washington 98168 Control Plan Approved TB Ong, Survey & Engineering Specialists N a .., _ ._. .. , ,..,, Gateway rho ra to a nter Phase t4date 2 -21 -89 re South Kent, Wash. 98032 (206) 251 -6222 USE 2' TO 4' QUARRY SPALLS OR CRUSHED ROCK FOR SURFACING AS SHOWN. MATERIAL WITH 'FINES' IS NOT ACCEPTABLE. THE 50' MINIMUM LENGTH SHALL BE LENGTHENED AS NECESSARY TO INSURE MATERIAL IS NOT TRACKED INTO THE PUBLIC RIGHT - OF-WAY in TEMPORARY CONSTRUCTION ENTRANCE N.T.S. TYPICAL CROSS SECTION SILT FENCE DETAIL IIIIIIII1lIItIIJfIIIIII 1 IIIIIIIIIIJIII1I ;I� "I:I' IIII�IIIII!I�(�i111�1 11 II 111111 IIIIIIIIIIIIIIIIIIIIII IIII1111 IIIIIIII�II1 II111 0 16 THS INCH 1 2 . 3 4 > 6 7 8 NOTE: If the microfilmed document is less clear than this 'b notice, it is due to the quality of the original document. 06 6Z sIC GI I 9z 5z 4ilz EZ ZZ tz pZ 61 81. Lt 91 St 71 Ct ZL Il p� 6 i3 L a S t e ? 1 ww 0 11111I11111111111111 1111111 ( 1111111111III111111111111111111 I11111111Il11111 I1111JI! IIIIIIIl!li!fIl1III1IIi.111IIII 111111111)IIIi!l 111IIln1111111111 1111111111111111111II1111111 " 1 i I ! ' II w • I1llll11111111(!! �IIIIIIIIII{!! I{ IIll lllllllllillllllllllllllllllllllllllll lllll111 lllli!!1lllilll 11111I1111111I111I111f 11111111111111.1.1111.11111rI 9 10 11 MADE IN GERMANY 12 i 1 t r,OUNDATION PLAN •ALE 1/ 16 1-0' NOTES .4 i) FINISHED FLOOR SLAB AT ELEVATION 13' REFERENCE DATUM O'n-671. 2) ELEVATIONS SHOWN THUS ) INDICATE 10P OF FOOTIN G E. L E VAT I C) N LON REFERENCE DATUM . (- 41-6") TYP, GRID 0: F6.5 A-3 (-4'-6") TYP 612.10 ° F . 04./. 3- 01' 4L) F3,0 1 .41/6.0'8") F6.0 k)Qi-os. F 6.0 Fb.15 Ki- _ 51- On (..01-. 8") TYP ,2 GRID F6.0 CLOSURE. STRIP F6.0 F6.5 ry 1 FG.5 0 / F6.0 - 46) F 0 F6,5 OPP. F6.5 opp. 1 .5 F 6,0 ••••••■■•••••••••••• 1 isaiittieri, "voi1/4,1 7Y+4 P.C. PANEL OPRING5 ALLOWED) • ( SHEAR kJ/LL NO 9 U) 2 D73. co' F6,0 F6.0 FC.,0 F6.0 4ELP„.4 1 1 1 1 1 F-60 (2 I- 6-y 5 CONC. SLAB LhJ/ SUE,- GRADE CONDITION PER SOILS REPORT 1.1/ x6- WI.4/1/41.4 14.14M, SLAE4 ELEVATION IS REFERENCE DATUM CO-= F6.0 (_2L6 t FO (- 0 I-8 "/ 1 F6.0 F60 F6 , 0 F6,0 OL 8 s F6.0 YP. : .-6" 6" 241-6" 1- 17 6" 2.41-6" F 6 .0 • F6.0 F 6. 0 1 ';1-.il: ::.;:1-::;)-..' I I I I I I I I I I I I I I I I I I 1 I I I 1 1 I I I I I I I 1 I 1 1 I I 1 I 1 [ 1 h i 1.1.1 1 I 1 i 1 1 1 I I I I I 1 1 11 1 I I I I I J II I ( 1 1 1 1 1 1 I 1 I 1 1 1 11 I 1 I 1 1 II I 1 1 I 1 I 1 1 I 1 1 1 11111/11 IIIIIIIII III 11 1 I I 0 16 THS INCH 2 , 3 4 5 6 7 8 NOTE: • if the microfilmed document is less clear than this notice, it is due to the quality of the original document. fOOTING SCHEDULE VI P. R K 3IZ E REINFORCING F G .0 6'-- 0" Y. 61- 0" A 11- 1 11 b - * 5 E. kl. &,OTTOtyl F 6 . 5 6T6 ),. 6l- 6'1 K I '-- 2.1' 7 - 4 5 E li-1. BOTTOM FA.., s'--04 ,. 32LO" ,. 2- 0" Ef 6 - # 6 L. IA . TOP 4 bor. tl 5 E. 12 " % .LA.1. TOP 4 60T. 5. 14. (TR AN cSVER ) DINA L.) E, kJ. (EACH NAY) OT TOM REIM, / 31' CLEAR TOP REINF, IS 2" CLEAR 71E TRANSV E1ZE REINP, 10 TOP OF t5OTTOM REINF. EOTTOM OF TOP REIN F. TYPICAL FOOTING REINFORCEMENT PLACEMENT JOINT LOCATION /6 PER FOUND010N PLAN (20' 0" °A MiNoci .4= -1--- 7=2 y2 'ICI) A OR PLAIN ePR 24%- GREA3E ONE SLAB ON GRADE ki/6;k6-WI. 1-/1^11,4 W. W.M, CENTE.R IN sLke) &OP CONSTRUCTION JOINT JOINT LOCATION PER FOUND A ATION PLAN (20'-- 0" %. MAY\ .) CONTRACTOR MAY USE S. IN LIEU OF C. J. SHRINKAGE ,TOINT SAWN JOINT OR FORMED J-T, ZIP STR1 P PLASTIC JOINT OR EQUPL JOINT LOCATION PER FOUNDATION RJN -*4 31-04 DOWEL (4. 24 X 1 11 1 1 111 1111111111111111111111111111111111111111 9 1 10 11 44DC/NKRMANY 12 0 OC 6Z se LZ 9Z 9Z. •fiZ CZ ZZ L OZ 61, 91 Lt 91 91 471 C Zt tt 01, 6 1. 9 G C Pb Q !Whin 111111111 !MIMI !Ph!!! IITIIIIIIIIII W.111111 • •- TMIli111111111111 q11111111111411 11.;1•;111111 -■•-11c111111 11111111111n11111111,/110111141101,1 1.1111111PIII*11,1111111jIll Mkt Illt.liii111P/1111.011111111111111111111111111111111!III111 • • . •-• • • • RECEIVED CITY OF TUKWILA MR 3 BUILDING DEPT. vO r...v RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 aLuf b-t4 aexi 10,0,14, Ct 5/t3i • • • KJ NOTES Kji ROOF FRAMING PLAN SCALE ILO" B.5 !) ELEVATION SHOWN THUS [ (bOTTOM OF PLYWO,OD), Al2:00vE 2) ELEVATION SHOWN THUS.. p„RE TO TOP OF FRAMING REFERENCE Cit\TUM. > is‘ RE TO TOP OF PARAPET. _a 3) NAIL ROOF PLYWOOD AZ PER ROOF DIAPHRAGM NAILING SCHEDULE, 4) USE 4 I4 ROUGH DENSE: D.F1 . 8'-01/8"k. (37/a 137/e, MINIMUM). 5) FOR SPANS 6ETWEEN 8'-o" 16'-0" USE 2 JO D.F,*2 e 24" 7c.. FOR SPANS LESS THAN 81-0" uSE. 2 ,.4 D.F. "2 e 24 u/c., <221- 0">. C-4 Alitft. A-4 C-4 221.. 1 4j ‘.0 0 .S 22 1 0) rVi qlo." 22 d' 07'- 3" [171-3'1/ //2;' pEuc.NN - - MILLS ()S5 FURISHED ULL VC' THICKNESS 2,(40.F°2 (42411% r-;-_01 w/F24N FINGRS e EA. END 5/g FOR SOIST SITE SEE, ROOF NOT oo 6-4 0 csi <221- 0"y w 3 uJ c� ;14.d4fUGH -J DENSE (-3-.F.7. ..@ 81-01/8" Y.:. .5,4 MUSE MiNIMUM, D - 5A. D.O. 2 V- 0"> 4 6 LEDGER(n' 241-(01' D14 C-4 'N<22'-o") t-70- 6" • 24'-6" 24'-6" 24'4)1' DIAPHRAGM NA\I LING SC....1-4ED LA LE MARK NAIL SPACING ALONG CONTINUOUS PANEL EDGES NAIL SPACING AT OTHER PP,NEL EDGES 6" %. G II ok EA. vir -..-v 0 41' Z. 4 3" X 3'1 7c. , NOTE S I) ALL NAILF_) K) 5E 10d COMMON (, 14814 A 2. k8 " LONG). 2)PROvIDE 10J 't 12"*/4. ALONG INTERMEDIATE FRAMING MEMESERS, 3)PROviDE 2 ROHS 10J 4 9' AT DIAPHRAGM 10uNIDARIE, CONTINUOUS PANEL EDGES ARE ALONG 4 y, PURuNS (TYP.) - UOTHERII PANEL EDGES ARE ALONG 2X STIFFENERS (TYR) -- INTERMEDIATE FRAMING PLYWOOD PLACEMENT DELNI vo RECEIVED CITY OF 7UKVViLA illAR :3 BUILDING DEPT. in RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 itc-pleatiwc 139 reA/150 fatiok, Clitt( 51/31g1 , . . 11111111111111111111111111111111111111III11,41)1411111111111111111111111111111111111111111111111111111111 5 6 16 THS INCH 1 2 3 4 OE 6Z E1Z LZ 9Z GE • 111 11111111111111 7 8 NOTE: If the microfilmed document is less clear than this , 41' notice, it is due to the quality of the original document. j7 CZ ZZ IZ Oz 61 91. 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PANEL REINFORCE. PER PANEL. ELEVATION VARIES - -- #4 CONT. 5'' CONC, SLAE3 ASPHALT f PER ARCH, 3" GROUT --- (MIN.) I L 611 MIN. DET, cL 01- o"I ' M kj. s L2775" @ 244% 1' % (MIN, 3 EA. LEG) BkR ft 5/16s<24'4 %33/4 e*, aAR) 1�'- --- PANEL JOINT L4 x3 x 5/16 ><I-211�r W/3 -46x31 -011 4 "GA. „ It. 5/16 x 3 x 14' GROUT (Tyr') (PER PL AN) --f_ 3 /4:; 6x 21-4__ W/ 5 - 7/8 " A8' W. f-I.S. C 6" GA, CONT. FTG W/4 - *5 (2T.426.) c 5IM. FTG SIZE 4 (AEINF, PER SCHEDULE . 2"CLR 3''CLR G /a -3 SIM. SIDE WALK RE.: ARCH. 12" 1L 6" DETAIL J(1 PI LAST E R - -- - - -- I ti SECTION a- SCALE.: .3/4"---- I'_ 0" V4 V 1� ---11 - —11 Ii oldod LOCATE CONNECTION a- EP. PANEL- JOINT DETAIL- : a. 4 -4 7 VERT, 12;ARS - ---�'� 12 EA. PILASTER - - - #3 © STIRRUPS - ---_ 8" c/c ti ft RE: -3 DETA! L. d - L4 x 3 x 5/16 x 0' -8" W/2 -46 x 31-0" &ARS e 6" GA. (WELD REBAR TO ft RE: A -3) --F 5/16 x 3x8 ft-4x 4x8 W/2- /8 "() x 8 "W.H.S. 3''CLI SEE FTG SCHEDULE. FOR SIeE 4 REINF, SECTION D-3 SCALE'. 3/4".. 11 -0" ilFg 1I-0" MIN. - __^__- _--- _.--__ -- FREE DRAINING & CK FILL FULL HT. OF WALL — #4 01-16"% HOME 2 "CLR TO VERT, RE.INF, 2"11) WEEP HOLE 3-45 CONT. — 4 el6 "X VERis -ASPHALT RE: ARCH. ERECTION PAD .- - 5.YOND 1 I' -24" 5ya 0=1Q X a t -± 3 "CLR 12 ti SECTION F-3 JCAL E : %2 1 - - o" 6" • 41" 2j 2, B" CON C. SLt Io' -o" z' -e" I1I #4 !z'-p DOWELS (c?- 24 "d/° %6 t/ 0" SIDEWALK RE: ARCH, N 12" L3x3),3/16 N/ 3/8 "4) x o. "W.H.S, e 24 "% COVERHEAD DOORS.) ONLY @ a - 3 A 3/4" 6RG -- -�� 1^1/4 - 3/41'0 0,11 K BOLT - ISOLATION JOINT AS REQ' D DRY PACK AFTER COL. IS IN PLACE. 5" CLIVC, SLAB 3 "CLR -" SECTION g -3 2- 4- CONT. B- 3A 5CA LE % 3/4 "= P. c. PANEL - O" P, C. PANEL - - - - -- REFER, TO PANEL ELEV. FOR WALL REIN F >i DETA I L e e C8 x 11.5 CHANNEL -- S" CONC. SLAV) - OI1J Q (EMEaED 5" MIN) I" LEVELING GROUT DEPTH PER. FTC, SCHED. SEE FTC-1 SCHEDULE 1 FOR 4 REINr. SECTION C- 3 SCALE; 3/4 "- 1' -0,I !2 x ` X %4. 11 -1071 EP.. 51DE OF RESAR -y4 17 C8 ,. 11,5 CHANNEL- 3 - 3/8 7. 3x714 e 9 "% W/ 2 - 4 7 7. 3' -O" c 1-"GA. Ft- Jz x 2 x I' - 10" 3/4 "GROUT 2''CLR 2' -o" DEPTH RE: FTG SCH ED. -L31<5 x3/16 y� / 3 /8''I) ,, 4 "W . H.3. 24 "% (" CONC. WALL - 4 71 4t4 e14 "% r ea" % VERI". HORI Z. ----ASPHALT PER PLAN (PER PLAN 2-45 CONT. SECTION G -3 SCALE; 3/4 "- 1_0 3" CLR_ r.: ±� a F� .,. ., .. f 4ti' •..'. ter. ,' %-`' ;��. SEE FTC SCHEDULE FOR i a E. P.EI N F, SECTION E -3 3/4" EMe,EDED N/ 6 - 7/8 "4) 7..8 "1.1.N.S. SCALE; 3/4 "- 11 -0" _ - c_. A, 4 III1II1IIIIII1IIII11IIIIIIIIIIIIIIIII1I1I1t; .LI.11II1I1IIIII1If 1II1I7 III I11111I1t1111 !111!1!I!III!I!I1I!I!IiI!I I! 1111111 II 1 11 0 1 THSINCH 1 2 : 3 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. iPANEL EDGE - L 2„ DETAIL. e q,I GENERA3� NOTES CODE: UNIFORM BUILDING CODE, 1985 LIVE L $: X00 • 25 PSI' WIND 80 MPH ZONE, EXPOSURE "B" SEISMIC ZONE III FOUNDA ION$: FO Nib ' WDJBIGN PER REPORT #14260 BY DAMES AND MOORE ALL FOUNDATION WORK PER THIS REPORT. ALLOWABLE SOIL BEARING 2000 PS? PER REPORT. ALL EXTERIOR FOOTINGS TO BE A MINIMUM OF 18 INCHES BELOW LOWEST ADJA- CENT GRADE. SOILS ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATIONS PRIOR TO POURING, ALL FOOTINGS AND SLABS SHALL BEAR ON COMPACTED STRUCTURAL FILL IN ACCORDANCE WITH THE SOILS REPORT. CONCRETE: 7Tc =.2500 psi FOR FOOTINGS f'c = 2500 psi FOR ALL SLABS ON GRADE f'c = 3000 psi FOR PRECAST WALL PANELS MAX. SLUMP = 4" PLUS OR 1MINUS 1" MIXING AND PLACING OF ALL CONCRETE SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318.77. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE AS SUCH TO PRODUCE A DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. 3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. _REINFORCING STEEL: ALL EINFORCEME T SHALL CONFORM TO ASTM A615- 82(S1). SLAB DOWELS SHALL BE GRADE 40 (Fy = 40,000 psi; Fs = 20,000 psi). OTHER REINFORCING SHALL BE GRADE 60 (Fy = 60,000 psi; Fa = 24,000 psi). LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETERS IN CONCRETE, 40 BAR DIAMETERS IN MASONRY, 1' -7" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1' -7" BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH THE ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES. WELDED WIRE FABRIC TO CONFORM TO ASTM A -82 AND A-185. WELDED HEAD STUDS SHALL CONFORM TO ASTM A -106 (Fy = 55,000 psi). COVER TO MAIN REINFORCEMENT TO BE: FOOTINGS 3 INCHES FORMED SURFACES --- WEATHER FACE 1 -1/2 INCHES -- INTERIOR FACE 3/4 INCHES -- EARTH FACE - 2 INCHES WELDED REBAR: WELDED REBAR ( 15 AND SMALLER) TO BE GRADE 40. OR 60. USE FRESH E70 LOW HYDROGEN ELECTRODES PROCEDURES OF AWS D1.4 -86, STRUCTURAL WELDING SEE PREHEAT REQUIREMENTS OF I'ABL . (C.E.) IS UNKNOWN, FOLLOW PREHEAT RECOMMENDATIONS FOR C.E. GREATER THAN 0.75 %. ALL WELDS TO BE BY W.A.B.O. CERTIFIED WELDERS. OTHER WELDED BARS MAY BE GRADE 4 TO WELD REINFORCING; CONFORM TO CODE - REINFORCING i► i TEFL. IVALENT MISCELLANEOUS STEEL: TUBE COLUMNS SHALL CONFORM TO ASTM A500, GRADE B (Fy = 46,000 psi). MISCELLANEOUS STEEL SHALL CONFORM TO ASTM A -35 (Fy = 36,000 psi). WELDS NOT 2" SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE BY W.A.B.O CERTIFIED WELDERS. USE FRESH E60 ELECTRODES. SUBMIT SHOP DRAWINGS TO ARCHITEC' FOR APPROVAL PRIOR TO FABRICATION OF MISCELLANEOUS STEEL. OC 6z 8C 6Z 9Z sZ hz CZ ZZ le 0? 61 91 a 91 5/ hl CI Z1 j' I I I1i11111111111111111 III111111 I 11111! lI1111111111IIII! IIIl111I_ II!! IIIIIIII! III1IIIIL!I 111111I61IIIII IIIIIIII01II; IIIlI111IIII !1111ni111111!illlllli1111111 IIIIIIIIIIIIIIIII 1111111111/1 1111111111111111111111111111111111111111111 9 ., 10 11 ►.1 :N c €RM NY 12 t J MISCELLANEOUS STEEL HANGERS TO BE SIMPSON OR APPROVED EQUAL. FASTEN ALL HANGER: AS SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON DRAWINGS. MACHINE BOLTS TO BE A -307; ANCHOR BOLTS INTO CONCRETE MAY BE 'IKWIK BOLTS", "PARA BOLTS ", OR EQUAL, ON CONDITION OF APPROVAL BY ENGINEER. MINIMUM EMBEDMENT PER UBC TABLE 26-G. FRAMING LUMBER: 2 X 4 STIFFENERS D F #2 Fb = 1250 psi LUMBER NOT NOTED TO BE D.F. 12 OR BETTER. ALL GRADES SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN LUMBER -- 1979 EDITION. ALL BOLTS HEADS AND NUTS BEARING AGAINST WOOD SHALL SE PROVIDED WITH STANDARD CUT WASHERS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT INSTALLATION FOR ALL LUMBER. GLU- LAMINATED WOOD MEMBERS: GLU - LAMINATED WOOD ROOF BEAMS, KILN DRIED, INDUSTRIAL APPEARANCE. STRESS GRADE COMBINATION 24F -V4 (Pb = 2400 psi; FV = 165 psi), AT SIMPLE SPAN ROOF BEAMS. STRESS GRADE COMBINATION 24F-V8 AT CANTILEVERED BEAMS (Fb = 2400 psi; FE = 165 psi). GLU- LAMINATED WOOD FLOOR BEAMS, KILN DRIED, INDUSTRIAL APPEARANCE, STREB: GRADE 24F -V4 (Fb = 2400. psi; Fv = 165 psi) . GLU-LAMS MUST BE OBTAINED FROM AN. APPROVED FABRICA'T'OR. SUBMIT SHOP DRAWINGS TO ARCHITECT PRIOR TO FABRICATION. PLYWOOD: ROOF SHEATHING 1/2 (FULL 1/2" THICKNESS) PELICAN MILLS ORIENTED STRAND BOARD ROOF SHEATHING SHALL CONFORM TO ICBO REPORT #4225. NAILING SHALL BE AS INDICATED ON PLAN. CONTRACTOR IS TO CALL THE ENGINEER FOR INSPECTION OF ROOF DIAPHRAGMS PRIOR TO COVERING. PRECAST PANELS: PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE REINFORCING STEEL AS REQUIRED FOR HIS METHOD OF PRECAST PANELS. USE STRONGBACKS AS REQUIRED AT CONTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO DRAWINGS FOR ADDITIONAL NOTES REGARDING PRECAST PRECAST PANELS: PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE REINFORCING STEEL AS REQUIRED FOR HIS METHOD OF PRECAST PANELS. USE STRONGBACKS AS REQUIRED AT CONTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO DRAWINGS FOR ADDITIONAL NOTES REGARDING PRECAST CONTRACTOR AND HE SHALL PROVIDE HANDLING AND ERECTION OF EXCESSIVE PANEL OPENINGS. BE A NON - SHRINKING TYPE. SEE PANELS. CONTRACTOR AND HE SHALL PROVIDE HANDLING AND ERECTION OF EXCESSIVE PANEL OPENINGS. BE A NON-SHRINKING TYPE. SEE PANELS. INSPECTION : SOILS ENGINEER TO TAKE COMPACTION TESTS WITHIN BUILDING AREA AND IN PARKING LOT IN ALL FILL AREAS. COMPACTION TO BE AS REQUIRED BY SOILS REPORT, SOILS ENGINEER TO INSPECT FOUNDATION EXCAVATIONS PRIOR TO POURING FOOTINGS. AN INDEPENDENT TESTING LAB APPROVED BY THE ARCHITECT SHALL INSPECT CONCRETE, REBAR AS FOLLOWS. CONCRETE - INSPECT REBAR PLACEMENT PRIOR TO POURING. TAKE 3 CYLINDERS FOR EACH CONCRETE POUR. CYLINDERS TO BE TESTED AT 7, AND 28 DAIS. HOLD 3RD CYLINDER FOR FURTHER TESTING, IF REQUIRED. . SPECIAL CONDITIONS* DING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACINO, AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FL?) WALL FINISHES, ETC. s + i E Z n 1 4 0 1111IIIIIIIIIII( II ! Ill1111111111111Il, I11111111IIlll!( IIIIIIIlIIIIIIIIIIIIIIIIIIIIl11111I V ° I 19h VW) ed Nap) / V,) V q CITY OF it.n .' .i .A ' 3 BUILDIN4 1 5 x TOP ft 5/8"(1) g 48" % (EM 5ED 6" MIN.) ''-114-41t- EA. SIDE N/ °3/44 "4) m. /4" &se, ft. - L 6 4- Y. Y2. >k 611 N/ 3 Y211(1) zic 14, H.S. 447' 3 (1,1/ 6 -1/z It )4" W.H.S. 1/4 11'.. II- 0" X 1/2:' II- 3 II-5 x4 LO" c?: SI M. SEC,/ GLE. A.- 4 PLARLIN PER PLAN 11.1/H5 HNGR ' SECT 10 N GL5 ----- PER. PLAN C ALE ; 3/4 V.1114.1.1111 [PEP PLAN • a GL — 14" ft. EA. SIDE -3/4"CP M.5. 7/8" bRG • It COL. PER PLAN SECT ION E- SCALE.: ILO" I0" PLAN 2 -I0d 15ALP,NC E RE- t7 - 4 PER PLAN 11 3/15 " EA, SIDE) k 4 / 3/4 " M.& 3/4 x.8 Ka-10" f3RG Y2 GUSSET it II ft- I I- Olt A In1/ 6 - YZ44:A 4" W.H.S. 3 5 4- TOiST PER PLAN p, c PANE L. PER FILI.....1•4 SECTION K-4 3/4" • • • • „ , , . • .„ . 2 ROWS 10 d Q. 4 " % / LIT 20 5 STRAP 8'-0S/8"%. W/10 -10d COMMON UNDER [PER PLA:di 3/4. " 1) KWIK BOLT -- 14/WASHER THRU STRAW (Typ,) (Em BED 4" MIN.) PER PLAN 31' ST NIG PIJRLIN PER RAN k4/H5 HNGR EA, END 4 x12 LEDGER 14/ 3/4 "(1) AZ, (EMBED 4' MIN.) SECT ION B- SCALE. 3/1-11= II/2" 8%z"1# 7" DAP TOP It FLUSH ,==2,M= 116:111111111N1 3%2." - 3 x YR, )1. 21- I " STRAP EP. SIDE (L.00S,E) -1"1/4 - 3/444. NO WELD 7" if_81)/2114 SECTION SC.P.LE ; 3/4 " E. 31/2." GL PER PLAN ?;664f2 . EA.. SIDE V414 M. b. 11/2.1\ 3/1-116RG TOP q BOTTOM . (DAP TOP it FLUSH) F-4 2 -10J T. 4"7, J-0131- ----- PER PLAN VI/ LU24 THIS END SECTION L-4 sc#,L 3/4' o • 16THS INCH 2 HIA SKEWED HNGR - LEDGER PER C. 3 - < PER PLAN P.C. PP.NEL PeK PLAN 0 2R0145 10c1 € 4 " 2s4 e. 24"Y 114/F24N HNGKS (U24 SKEWED HNGReC-4A) --L_I T19 STRAP @ 4 IN" % v1/ 7 - 1 0 d --4 >t.6 LEDGER kv 3/4" d) (E.14I5ED 4" MN.) SECT ION C- 4 C-4A SCALE 10 d e 6" %. (2 -Oda 4" 7c. G 4-A) ( GRID [vR1 E s 0 PU RUN PER PLAN / Het) HNGR (TYR) (SKEWED PURLIN SIM • SEC. k USE kW SKEWED/ \ HNGR SIMP•50N HD7A IV 6 -7/es"CPM, ONLY e GRID 0 > P.C., PANEL. PER PLAN EXTEND 2-47 BARS TO PiXRAFET DET. d C PER. PL/IN 2-43 E.1 STIRRUPS 4-47 VERT, BAR --------- DET, d- d *3ED 'STIRRUPS. Q. 8"7c. GL' GLe) p ER PLAN 3/16" it Efrk SIDE 3/4" A. 6 A 01- Es" 2-3/4" 1:5R6 F ( (oNE & EA. PiLkSTER) 14/ 3 -4'6 Y. 2'- 6" VERT. SECTION SCALE-1 f I I 546 D-4 ArNP,C, PANEL 4 -136 CONT TOTA) 5/8 A 7 A EMBED ft. 4 ,k TOP ft 14/ 3/4.'111)A,e). 24"7. (EM5ED 6" MIN.) 2-10d e %. Y2. " CLR (TYP) (t P.C. PANEL 2 -10 d GLe) — PER PLAN PLAN 2 4 e 24 %, F 24 N HNG.RS (TYR) -GL6 PER PLAN SECTION G-4 4 G-4A SCALE 3/4 11,, II- c).. GL PER PLAN PUPA _GL.E5 *COL. --- GLe). P ER PLAN PL N Y4"It. EA. SIDE W/5 -11'65 M 4 "BRG 14/ 2 -45 )k 21- 6" VERT, c 6"GA. 43/ 4 2 -*5 2 t" HOR1Z P.C. PANEL PER PLAN GLB PER PLAN 1/4" E..A. SIDE. W/ - 3/4"$ M.5, 4/41' 5RG ft -T.. COL. PER PL AN SECT I ON M-4 scAL,E,_ s. 3/4 111111111111111111111 4 • III 11111111111111111111111111111 1111 111111111111111111 If 5 6 7 8 BOTH SIDES OF REAR 4-46 CONT. EA. FACE 6.- Y4" STIFFENER Ft. (3-EA, SIDE ) 3" 3" `Y8 14/ 4 - 6 A 31-0" P.C. PANEL -- 4" GA. PER PLAN DETP\ I GL5 PER PLAN 4 -4 7 VERT, BARS t EN. PIL.P5TER 122 2-0d @ SI M PSON ST 12. e 48" ck JO I 5T PER PLAN 2 1/4/1-11"1 SKEWED HNGR THI3 END DETA. I 4 Y1/4 TOP ft /3/4." 4) A, E 24'1 (EMbED 4-" MIN,) SIMPc:...)ON NW HNGR 4 - 4 4 H-4 3/44.11-0' GLB BEYOND GL. 6 —_ PER PL-INN SECTION N - 4 SCALE, ?)/4 " I - • . • • , ■ ■ • • , NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the ioriginal document. 06 6Z 9Z LZ 9Z GZ 17Z CZ ZZ LZ 07 6i el LI 91. L +71. El ZI, II 01, 6 9 L 9 G C 1. Nri IIIIIIIIIIIIIIi,11111111,111i11111111111011111111111101111111)11.11. 1011j1,1111)1,111111,11111.1111!1111111,11111!IIIRIIIRI.11.11,1111111111!Ilt1111111111111111t614 111111.11i11;1111Plilill111111111111111111,111,11/1111111411111111111H141111101111,0111111111111T11 :1 • • - „ • • 11111111'11 11111111111111111111111111111111 1111111111111 9 10 11 mADER4GER1ANY 12 PER PLAN 14/ 1-iFI6 5 HNGR e. E. END PURLIN PER PLAN L 6 x 4 x 5/I6 01-10" 0) 01 CO 2-k2."4) Y. 6" LAG CRENS Go 2- 5,16 KWIK bOLTS 6" GA, (EMF.5ED MIN.) SECT ION - LT- 4 .5CALE. '• 3/4"- ,Lo" 10 J @ 6 " 7c. JOIST — PER PLAN GLE5 PER PLAN RECEWED art op 'TUKWILA FIAD 5.1; Lvr LTO ( ST PER PLAN SECTION P-4 SCALE 3/44,- ILO" RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 (ItAt etztje bt y)&t) okl41 clixt-ed 51ii"P 00 0 . 0 _ v 13-5 PC. PANEL BEYON D 4 x.14 DRAG STRUT 41'0- EP, , 31 DE ICI /7- I"Ct)M.f?,. 5/$ E5RG 74" P.C. PANEL 5/81'x6%; x II -5" .�� E M BE DE C N • P• .PANEL -� GLB PER PLAN h/4 EQ. 4 X 6 LEDGER _ - 4 - 4 6 CON'T: C ALL WALLS ALONG GRID `3-V4 STIF FEN ER (.S EA. SIDE (6 TOTAL) -- 1/2. "x3" kI1.3 "f. H/4 - 3'-O " DOWELS e.4 "GA. SECTION A -5 SCALE.: 3/4 " -oh --- 2 -10 d 3" E -5A PURLIN PER PLAN N /HB r,NGR --- GLB PER PLAN SECTION E -5 E -5A SCP'LE : 3/4"- 1' -0 " 6: , SPANDREL PANEL ( ®) PLAN y2 k 4 x fO EM6EOED 14/2- Ye/a ,,-- L2 1/2_ x2 '/z x%4 SECTION K -5 SCALE % 3/4- 1Ri5f7'l�Lt+`J lL.�tih'lLv.%ti+,r(a4.!'+t �La F./.... f.4.- yG`'lY.4Rw+!ii 4��M�.nw(+?1+sK h�Y+.IaG✓Sl1iSJ.E,,r6"- :.'wit .1. 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O 16 THS INCH a€ 6Z 8Z GZ 9"Z GZ 17Z £Z ZZ tZ OZ 61 I 1ii'i(tt'i 11111111111 11111111111 IIIIIIII111111111iI 111111IIlii! 111► IIIIIIIIIIII '�Jf;(II�IIIIIIJIIIIIIilillll!I et G. 91 5t *1 £1 Z1 11 0(, �illll lllllllll�II�LII11111111111iIIli! Illl IILIIIIIili ll�lIIII11111111., IiIL1111111111111 JOIST - __- PER PLAN D -5 D -SA 2 -10d c 3" /6 4x14 DRAG STRUT PU RLI N -- -_ -.._ PER PLAN -- L4A4A1/4 SECTION C-5 SCAL.E.: 3/4 '`: I1-0" SPANDREL PANEL-, PER ELEVATION PANEL MIN yz. x 4 x I'- 6" EME EDED I� W/ 3 - 1/2. "(1) x 4" W.H.S, PLAN V2 6 SPANDRE L PANEL W/3 -%211) x4" ✓I, H.S. P,C. PANEL PER PLAN L-(x3 1/z x /2. A I'-6" PLAN If SECTION N-5 SG ALE : 3/ 4 'I _ 11- O" 3IMPSON H6 SADDLE. HNGRS Y4-" ft EA. SIDE_ - - -`" GJ/ 6 - 1".1) BETWEEN GRIDS 4 3 -1 "'p M.E. BETWEEN GRIDS 211 4', 4" 4x14 DRAG STRUT D -5A SECTION D-B D -5A SCALE ; '3/4 " = 11 -0" F.O. SPANDREL F.O. L5x3ri1/: _ - --- PLAN -P.C. PANEL (4-Q ) - - -- P.C. SPANDREL PANEL (' L 6A3 A• N ! 2 - #5 4. 2 - #5 x f _ %a x5 W /2 - *'5 t 2'-0" VERT c 2' -O" HORN . c 3 "CAA 5 - -- _ .__._._._.. A. 2' -O 'VERT. c 3'`GA 2' -O "HORN. ca 3 "GA. 11111111!±1111111111 1111111 11111111 10 11 MAI3E INKRW141 12 G++ 9G +, £ Z t ww III11111111I1IIJI11111i11 1111 )111111111IIIIiI1111111111tiii1 1111111I111111111IIIIII11111 .SECTION T-5 SCALE. : V4 ! '_ Q„ CITY OF 'fIKWI A 14 ) BUILDINte C(Ei r. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 VO I---D rui4xei pActiA. 0( 0 et. S Il 8l69 za' ¢F- gcox !4[ 2N6 cL) ao • • K221- &Clapp ELEv,_1_ , • • e - On ‘41' S.c.M5 lob 61-On M - 5 T 4 - 45 E F , (8 TOTAL (RE: PLAN) ' EpER PLAN 3 -b CHORD STEEL CONN. PER CONN . PER P-3 YP) L-5 ROOF TYPE. TYPE 161 k 6 '-O" TYPE 181 4--#5 E..F. (8TOTAL) PA\NEL ( 6 K - 4 - 4k, CONT, 12. e 4-415E-F. . (8 TOTAL) PER.' PLAN SLOPE. -- „.....•,—.......;_ i ,'' ' --- *i.•••••••••••■•••—•••••• 4 .. l 1) 11. Iird " I) ......... . ._._.._____ . . . _. wr -* D . Ea. . EQ.. I E.. .. r"\ . - . • r ..\ CONN. PER CONN . PER P-3 YP) L-5 ROOF TYPE. TYPE 161 k 6 '-O" TYPE 181 4--#5 E..F. (8TOTAL) PA\NEL ( 6 K - 4 - 4k, CONT, 12. e 4-415E-F. . (8 TOTAL) PER.' PLAN SLOPE. -- „.....•,—.......;_ i ,'' ' --- *i.•••••••••••■•••—•••••• 4 ........ _ ..... . ...— _—______ _.. Iird " I) i 14—E • . di - ../ - . - •0 El • • illgh I 1 NI/ ---- #17 . _ I I 11 la IMP •,. . Aft A -- 6 -46 CHORD STEEL ( 3-46 e E5M SEAT [IDES SEC. H-4 .. 1-45 E. F. (2 TOTAL) CONN, PER / SEC, CONN PER SEC. - 4-45E.F, (8 TOTAL) TYPE. FP. FTC1 CONN. PER SEC, L 3 3 )k 1/4 A 21-0 -- V1/.6-it 6 x 31-011' Q. 41GA. (1-AP CHORD STEEL) F...2E12.1LAN EL \.f• ELEVATION .•CHORD STEEL — SEE PANEL ELEv. %+ Y. S) It-10" - ■••••■••••74•••••••••••••••••••r• woe •ff•mer la••■•••••1••• ELEVATION 1k2 " JOINT - (TYR) •••••■-, SEE PANEL EA-EN/ACTION FOR CONNECTION LOCATIONS PL AN TYPE CONNECTION ,e•Wee.S•eke••••••■••,eit.••••••■4'..:= — 1 # -- 2 5 ,F. (4 TOTAL) 4-45 E.F. (8 TOTAL) --4'4 A21-6" 3-46 CHORD STEEL ..4....,_•■••—■••••••••• • Teo,- 3- 46 E.F. (6 TO TL.') DIAGONR.L e ALL CORNERS TYP, -4 -45 E.F. (8 TOTAL) 2 -'n5 CHORD srE.EL 1 ^ PNNEL (8 TOTAL) 1 PANEL CONN. PER CONN PER SEC. G - 5 OR H .5 (4- TOTAL) • 6 -46 CHORD -STE.EL 4 - Iird " I) :" 14—E di - I t - . - El • • illgh I 1 NI/ ---- #17 . _ I I 11 la / •,. e ! 1 77 I /\\ / / / _ — 7— .11 , , — . . 1 E5M SEAT [IDES SEC. H-4 .. 1-45 E. F. (2 TOTAL) CONN, PER / SEC, CONN PER SEC. - 4-45E.F, (8 TOTAL) TYPE. FP. FTC1 CONN. PER SEC, L 3 3 )k 1/4 A 21-0 -- V1/.6-it 6 x 31-011' Q. 41GA. (1-AP CHORD STEEL) F...2E12.1LAN EL \.f• ELEVATION .•CHORD STEEL — SEE PANEL ELEv. %+ Y. S) It-10" - ■••••■••••74•••••••••••••••••••r• woe •ff•mer la••■•••••1••• ELEVATION 1k2 " JOINT - (TYR) •••••■-, SEE PANEL EA-EN/ACTION FOR CONNECTION LOCATIONS PL AN TYPE CONNECTION ,e•Wee.S•eke••••••■••,eit.••••••■4'..:= — 1 # -- 2 5 ,F. (4 TOTAL) 4-45 E.F. (8 TOTAL) --4'4 A21-6" 3-46 CHORD STEEL ..4....,_•■••—■••••••••• • Teo,- 3- 46 E.F. (6 TO TL.') DIAGONR.L e ALL CORNERS TYP, -4 -45 E.F. (8 TOTAL) 2 -'n5 CHORD srE.EL 1 ^ PNNEL (8 TOTAL) 1 PANEL CONN. PER CONN PER SEC. G - 5 OR H .5 (4- TOTAL) • 6 -46 CHORD -STE.EL ,-- 2 -15 CHORD 5TEE.L 'CONN. PER SEC. -4-45 E,F. (8 TOTAL.) L2 A 2 A.3/a A ol-a" IA/2-4 5 A11-6" e. " G (DO NOT 5END BARS) @ PANEL .1.111.1■1111■61•1•11011..10 _L. 2 A 2 X 3/8 01-84 VI/ 2- ./'s "CI) A W.H.S. 64GA. (-4- PI L.. NSTER TYPE '5' CONNECT ION PANEL • PA\N EL CONN, PER K-5 CONN. PER SEC, J-S TYPE FP\ FIG F3M ;EAT _ PER 0-4 NO 6M SEAT I -S E, F. ( 2. TOTAL) EA. END (6'144-1-11C10_ TYPE 'C CONN ECTION , ' 4- -4 7 46 CHORD STEEL -4 - it 5 E.. F. (8 TOTAL) 1/4/ STANDARD HOOK E.A, END OF !LL BAAS PANEL (04:THICK) PRECAST PANEL RE I N F . NOT E 5 TYPICAL PANEL REINFORCING @, 12" % VERTICAL ; 411- el6"04., HORIZONTAL FOR 61/41 PANELS AND 144 ( c.', 16 "4. EA, FACE EA, NM FOR 7j/41' PA,NEL 2) PROVIDE 45 VERTICAL EACH FACE AT PANEL OPENiNGS1-- 5H0IAIN ON PANEL ELE.vATIONS• co 3) PROVIDE HORI 20N TP■L eDPNRS Kr OPENING S P SHOWN ON PANEL ELEVATIONS. PROvIDE 44- A 2 P--6" DIAGONAL AT CORNER OF PNLL OPENINGS. 5) PROVIDE CHORD STEEL AS SHOkIN ON PENNEL ELEVATION LOC.ATE CHORD STEEL AT ROOF LEVEL. INTERIOR FACE. VERT. PDAR — HORIE. BAR 3/41-" C LR 1)/2..'CLR -- REVEAL LINE OUTSIDE FACE TYP I CI\ L DOUBLE. MAT RE5AR PLACEMENT VERT, eA.R HORre-. PiAR OUT DE. FACE REVEAL LINE RE.CE'.PNIED CITY OF TLiKki.NiLA , BUILDINO toir. TYPiCA.L SIN .,, G LE MAT REBAR PLACEMENT NOTES I) ALL PERIMETER F?NECP,ST" PANELS ARE 61144 THICK WITH 3/4" ARCH I TECTURAL REV E.P.L GTON 98122 V 0 D 6NE IN 6. oG sI uN EERS 1TE 18 SNHOENRREvIAIEPL.LL iS 7X4TH1CK WITH HUDSON & ASSOCIATES, INC. OCIA/t/ det..12?.(ib 5/ ,?q • ";...t";;;•i':„..:..",",..'7' 111111111111 IIIIIIIIIIIIIIIIIIIIIII1111111'411PIIIIIIIIII 111111111111 111111P1111111111111111111111111111111111 IIIIIIIIIIIIIIIII III 0 fa MS INCH 1 2 : 3 4 5 6 7 a NOTE: If the microfilmed document is less clear than this notice, it Is due to the quality of the priginal document. oe 63 9G LZ 9Z SZ 47Z CZ ZZ LZ Q 6t 9t /A 91. St fit et ZI it oL 1111111111111111111111111111111111111111111111111111111111111111111111 111111111 1111 1111111111111111111 111111111111111!1!! 11111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111 1111 G G LvQ 11111111111111111111111111111111111111111111/1111111111111111111111111 C CD LIT 4 - Iird " I) :" a di MO 011•••••••••••••••••••••••• la SI El • • .., . _ I I 11 N / •,. _........_ -* ,-- 2 -15 CHORD 5TEE.L 'CONN. PER SEC. -4-45 E,F. (8 TOTAL.) L2 A 2 A.3/a A ol-a" IA/2-4 5 A11-6" e. " G (DO NOT 5END BARS) @ PANEL .1.111.1■1111■61•1•11011..10 _L. 2 A 2 X 3/8 01-84 VI/ 2- ./'s "CI) A W.H.S. 64GA. (-4- PI L.. NSTER TYPE '5' CONNECT ION PANEL • PA\N EL CONN, PER K-5 CONN. PER SEC, J-S TYPE FP\ FIG F3M ;EAT _ PER 0-4 NO 6M SEAT I -S E, F. ( 2. TOTAL) EA. END (6'144-1-11C10_ TYPE 'C CONN ECTION , ' 4- -4 7 46 CHORD STEEL -4 - it 5 E.. F. (8 TOTAL) 1/4/ STANDARD HOOK E.A, END OF !LL BAAS PANEL (04:THICK) PRECAST PANEL RE I N F . NOT E 5 TYPICAL PANEL REINFORCING @, 12" % VERTICAL ; 411- el6"04., HORIZONTAL FOR 61/41 PANELS AND 144 ( c.', 16 "4. EA, FACE EA, NM FOR 7j/41' PA,NEL 2) PROVIDE 45 VERTICAL EACH FACE AT PANEL OPENiNGS1-- 5H0IAIN ON PANEL ELE.vATIONS• co 3) PROVIDE HORI 20N TP■L eDPNRS Kr OPENING S P SHOWN ON PANEL ELEVATIONS. PROvIDE 44- A 2 P--6" DIAGONAL AT CORNER OF PNLL OPENINGS. 5) PROVIDE CHORD STEEL AS SHOkIN ON PENNEL ELEVATION LOC.ATE CHORD STEEL AT ROOF LEVEL. INTERIOR FACE. VERT. PDAR — HORIE. BAR 3/41-" C LR 1)/2..'CLR -- REVEAL LINE OUTSIDE FACE TYP I CI\ L DOUBLE. MAT RE5AR PLACEMENT VERT, eA.R HORre-. PiAR OUT DE. FACE REVEAL LINE RE.CE'.PNIED CITY OF TLiKki.NiLA , BUILDINO toir. TYPiCA.L SIN .,, G LE MAT REBAR PLACEMENT NOTES I) ALL PERIMETER F?NECP,ST" PANELS ARE 61144 THICK WITH 3/4" ARCH I TECTURAL REV E.P.L GTON 98122 V 0 D 6NE IN 6. oG sI uN EERS 1TE 18 SNHOENRREvIAIEPL.LL iS 7X4TH1CK WITH HUDSON & ASSOCIATES, INC. OCIA/t/ det..12?.(ib 5/ ,?q • ";...t";;;•i':„..:..",",..'7' 111111111111 IIIIIIIIIIIIIIIIIIIIIII1111111'411PIIIIIIIIII 111111111111 111111P1111111111111111111111111111111111 IIIIIIIIIIIIIIIII III 0 fa MS INCH 1 2 : 3 4 5 6 7 a NOTE: If the microfilmed document is less clear than this notice, it Is due to the quality of the priginal document. oe 63 9G LZ 9Z SZ 47Z CZ ZZ LZ Q 6t 9t /A 91. St fit et ZI it oL 1111111111111111111111111111111111111111111111111111111111111111111111 111111111 1111 1111111111111111111 111111111111111!1!! 11111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111 1111 G G LvQ 11111111111111111111111111111111111111111111/1111111111111111111111111 C CD LIT • St • gY 121766 INSTALL' NEW DOUBLE DETECTOR CHECK VALVE SYSTEM PER CITY STDS. SEE DETAIL, SHT. 2. SPRINKLER DESIGNER TO DETERMINE SIZE OF DETECTOR ASSEMBLY & FIRE LINE TO BLDG. I.E. = 9.4 �IFY I.E. PRIOR TO . CONSTRUCTING NEW STORM LINE) REMOVE EXISTING PLUG, CONNECT TO EXISTING 15" STORM & EXTEND TO CB #6 • EXIST. CB IM = 15.60 I.E.= 8,50 OUT I.E. = 8.79 (IN) \�/ EX. NDE ROUND TRAN FORMER co \: EX. 15" S 0 0.2% 15.9' Grading, Storm Drainage andIJtiIityPIan F Gateway k, 077 Qup No, P.p. ‘44/1(6.- EXIST. CB RIM = 14.15 I.E.= 9.17 IN I.E.= 8.07 OUT INSTALL' 1 - 8 TEE (M.J FL) d► I - 8" GATE VALVE (FLxMJ) Cody �O E - /ST 7-4_1- ` 14 Pq VEMFNT ` Corporate Center - Prase I NOTE' PRIOR TO CONSTRUCT ION, CONTRACTOR SHALL VERIFY LOCATION & DEPTH OF EXISTING 8" WATER LINE TO DETERMINE IF NEW BUILDING & UTILITY CONSTRUCTION WILL CONFLICT W/ ITS LOCATION. EXPOSE IF NECESSARY 8. CONTACT ENGINEER IF LINE IS W. ; !: 5' OF' PF'OPOSED BLDG. FOUNDATION. EXISTING 10' WIDE POWER EASEMENT 15.6 -- 6z) EXIST. CB = 14.20 / I.E.= 9.6 IN `, I.E. = 9.41 OUT INSTALL NEW CB #I TYPE 1 wI SOLID LID OVER EXIST. 12" STORM LINE AS SHOWN. REMOVE REMAINING PORTION OR ABANDON PER CITY STANDARDS RIM = 16.0e (ADJUST TO FINAL GRADE) I.E.= 9.68 /a //1�. EXISTINa CB #2 TYPE 1 W /SOLID LID RIM =16.0! (ADJUST TO FINAL GRADE) I.E. = 9.90 TRANSf ORMER 15.10 // / 1 1 / / / / / / / / / / / / 0 X2.4" 1 7.0 CB #6 TYPE 74/n--;-14.00 _INSTALL' I.E.= 9.25 1 - 90 BEND (MJ)� CONC. BLOCjfelNG- �41�G ��GR EXISTING 7777 FENCE K 430 R • EX. EDGE OF A.C. h;15 PV'MT. TO BE \ SAWCUT BACK TO NEW 6" EXTRUDED CONC. CURB - SPRINKLER RIyER DOWNSPOUT --` (TYP. 6 PLCSI.) / 16.50 TC 6.00 TP X415.60 BE REMOV EX. SS MH RIM = 15.97 I.E. = 7.20 (IN) I.E. = 7.20 (OUT) 1 1 ` -- / EX. FH `- 15.90 2'R. 15.70 16.20 CONSTRUCT 211 (r.!AX.) SLOPES W/ 2.0' (MIN.) BENCH ALONG EDGE OF' NEW CURB 15,20 0.70' ASPHALT PAVEMENT ARP 15.50 TOP 14.80 BOT. CONC. RETAINING WALL (BY OTHERS) 17.00 3' CB #5 TYPE I RIM = 13.00 - I.E.= 10.50 / / / / i / / / EX. -1 -- / RIM / �/ // I.E. /z./ / I.E. / 0 EX. C RIM =BI 4.81 /��/ I.E. = 10.26 / 1 / 1 / 1 1 / / / / 1 1 1 1 1 1 1 1 1 / 1 1 CB = 14.81 = 10.25 (I2" S.E.) 9.97 (12" S.W.) / / / / / / / / I GO LF 4.0' ZMAX.) t•tT. ROCKERY OR CONC. RETAINING WALL w z w a w w z J r 1- La Q 0 0 1-- <n� U.1 CO G (A JO az 01- wU) aX w 0J wQ w I- CO 0 az 0 CB #8 TYPE I RIM = 13.50 I.E.= 11.22 /3 - 0 W I.E.= 10.31 2'I SLOPE (TYP.) BLDG. ENTRAI €E EL. = 17.00 (TYP.) z 16.70 TC 16.20 TP 15.00 16.30. • .. .30 EX. SS M / / / / / RIM = 17.21 I.E. = 6.0 (IN) I.E. = 5.20 (EX. 18 ") 1 EXISTING CHAINLINK FENCE 15 EX 18" SAN T R +E- / / 111 / / / / EXIST. CB /. -BRIM =15.77 I.E_.- 11.71 1 EX. CB RIM = 15.77 I.E. = 10.52 (IN) = 10.32 (OUT) EX. FH EX. STORM DRAIN EX. SS MH (APPROX. LOCATION) N 48 °13'44" W 65 LFs 6" PVC 0 2.0% (MIN,)- 299.0' LOCATE EX ST NG 18" SANITARY SEWER & INSTALL 18" x 6" TEE VERIFY INVERT PRIOR TO CONSTRUCTION I.E. = 6.70 (MIN.) 1 / 1 ANC_ r / 1 1 1 1 1 1 I 1 / 1 1 1 I / EX. I8" C = = =� 1 / 1 I 1 1 I 1 1 I I i I 1 EX. 36" I I I I // 35 0 0 CB #4 TYPE 1 RIM = 15.10 EXISTING STORM DRAINAGE DITCH 12' W EXISTING STORM DRAIN ' GE DITCH Tot Kt PH NT 14t;,, josekk. a a Ttdi • N.T.S. l >�''of, gea.- • .: ts Is ..,",,n . . n0Y i3Utn "o '� . • 144TH '.,. , ^ cT • • VICINITY MAP -44 s.4,..sL LEGAL DESCRIPTION: 0 T• v; th. co LOT 3 AS SHOWN ON PLAT OF GATEWAY CORPORATE CENTER, RECORDED IN VOLUME 144 OF PLATS, PAGES 23 THRU 25 UNDER RECORDING No. 8901230879, RECORDS OF KING COUNTY, WASHINGTON. SURVEY DATA: ALL BOUNDARY, TOPOGRAPHIC SURVEY AND EXISTING STORM DRAINAGE AND UTILITY INFORMATION SHOWN ON THIS PLAN WAS OBTAINED FROM GATEWAY CORPORATE CENTER PLANS BY MACKENZIE /SAITO & ASSOC. DATED JUNE, 1985 (JOB No. 384421) AND GATEWAY CORPORATE CENTERiCITY OF TUKWILA PUBLIC WORKS DEPT. PLANS BY CONSULTANTS MACKENZIE ENGINEERING, INC. DATED JUNE, 1985 (JOB No. 394421) SPECIAL NOTE: CONTRACTOR SHALL VERIFY THE LOCATION, DEPTH AND SIZES OF ALL STORM DRAINAGE. AND UTILITY LINES SHOWN ON THIS PLAN WHICH WILL BE EXTENDED TO SERVICE THE NEW BUILDING, AND SHALL CONTACT BARGHAUSEN CONSULTING ENGINEERS, INC. IF LOCATIONS AND DEPTHS ARE NOT AS SHOWN. BARGHAUSEN CONSULTING ENGINEERS, INC. DOES NOT GUARANTEE THAT THE LOCATIONS, DEPTHS AND SIZES OF THE UTILITIES SHOWN ARE ACCURATE OR THAT ALL EXISTING UTILITIES ARE SHOWN. CONTRACTOR SHALL CALL FOR UTILITY LOCATE PRIOR TO BEGINNING CONSTRUCTION. LEGEND .1 1 SS SD W - - =��T-=( 442 \5. 16.70 TC 16.20 TP , - -�-- -" SS - -�-" -- INTERURBAN AVENUE 11111111111111111111111111111111111111 1111` fa(11!II1!IIIII!1!i!f !1 11 1 11111!1 1!11I!11IIjIl!1 I!lI111111[11111l!(II'I II 11111! IIIIII 3 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the priginai document. O 16 TH• INCH 1 2 OE 62 8G £Z 92 se *7z 1111111111 {111111111{ 111111111{111111 11{111l11UlhIlihI1i EG ZZ t2 Cr(7, 6t 8i LL 9t St bt Et Zt tt 01. 11111111111111111I{ 111111 111111 IIImI1111111i1 {11111n1!1!lIIi111f {1II1111u1{ 111111111{ 111111111 {.111 11111{ 111111111 {u1111111 {11111111111111111u I I IiI!I'!I 111111 I II I I III I I III I I I I I.I I III III IIII I I II I I 9 10 11 mADEINGERmun 12 8 i 9 S +i E Z 1"0 1 11111111 IIII1i1111111i- 1111{ 11,111111111111111111111111111111111111111111111111111111111 ti 1.0% GB HP PROPOSED ASPHALT CONCRETE PAVEMENT PROPOSED CEMENT CONCRETE PAVEMENT EXISTING CONTOURS PROPOSED CONTOUR EXISTING SANITARY SEWER EXISTING STORM DRAIN EXISTING WATER LINE EXISTING STORM CULVERT PROPOSED STORM DRAIN EXISTING SPOT ELEVATION 1-0P OF CONCRETE WALK ELEVATION TOP OF A.C. PAVEMENT' ELEVATION PVC DOWNSPOUT TIGHTLINE PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY SEWER (BY OTHERS) OVERLAND DIRECTIONAL FLOW GRADE BREAK HIGH POINT vow se-rcto aAi 0, RECEIVED • cbcali CMW OWM ve • ;3611 0 co 4E4 cic co co co co (1) C141 mies C t/ 6) r MI gm to 4)10 g miC CO two 2 C 14:4 a 0 '12 Mgii r x r a 1 121766 SRM DRAINAGE NOTES: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH "STANDARD SPECIFICATIONS FOR MUNICIPAL PUBLIC WORKS CONSTRUCTION" PREPARED BY WASHINGTON STATE CHAPTER AMERICAN PUBLIC WORKS ASSOCIATION, 1981 EDITION (APWA) AND CITY OF TUKWILA STANDARDS AND SPECIFICATIONS. 2. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE SITE. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROTECT IN -PLACE ALL UTILITIES AND /OR STRUCTURES, WHETHER SHOWN OR NOT SHOWN ON THIS PLAN. DAMAGE DUE TO CONTRACTOR'S OPERATIONS SHALL BE REPAIRED AT THE CONTRACTOR' S EXPENSE. 1 rrr 4. PROVIDE ,AND.-MAINTAIN TEMPORARY FILTER ':FABRIC SILT FENCE TO INSURE SEDIMENT1LADEN WA%ER DfOES NOT i.EAVE'THE PROJECT SITE THE FACILITIES MUST BE IN OPERATION PRIOR TO CLEARING OR OTHER CONSTRUCTION AND BE MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING ARE COMPLETED AND POTENTIAL FOR ON -SITE EROSION'HAS PASSEb. AS CONST UCTION:PROGRESSES AND EXPECTED (SEASONAL) CONDITIONS DICTATE, MORE SILTATION CONTROL FACILITIES MAY BE REQUIRED TO INSURE COMPLETE SILTATION CONTROL ON THE PROPOSED PROJECT. THEREFORE, DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY ;9F THE DEVELOPER TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HISAOTIVITIES-AND"TO' PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM lk;EQUIREMENTS, AS MAY BE NEEDED 1'0 PROTECT ADJACENT PROPERTIES. rr 5 ALL TYPE I CATCH BASINS SHALL BE PER APWA STANDARD PLAN NO. 52 WITH APWA TYPE 60A OUTLET TRAP AND APWA STANDARD PLAN NO. 49 FRAME AND GRATE. 6. ALL REQUIRED ST�?,RMWATER RETENTION /DETENTION FACILITIES MUST BE CONSTRUCTED AND.IN OPERATION PRIOR TO PAVING AND BUILDING CONSTRUCTION UNLESS OTHERWISE APPROVED BY THE DEPARTMENT OF PUBLIC WORKS. 7 THE BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE IN LAYERS, WITH A LOOSE AVERAGE DEPTH OF SIX INCHES (6 "), MAXIMUM DEPTH EIGHT INCHES (8 "), THOROUGHLY TAMPING EACH LAYER. THESE COMPACTED LAYERS MUST EXTEND FOR ONE PIPE DIAMETER ON EACH SIDE OF THE RIPE OR TO SIDE OF THE TRENCH. MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL BE THE SAME AS EXCAVATED FROM THE TRENCH, EXCEPT THAT ORGANIC MATERIAL, FROZEN LUMPS, OR ROCKS OR PAVEMENT CHUNKS MORE THAN SIX INCHES (6 ") IN MAXIMUM DIMENSIONS, OR OTHER UNSUITABLE MATERIALS SHALL NOT BE USED. 8. ALL STORM DRAIN PIPE SHALL BE CONCRETE RUBBER GASKETED ASTM C -14 -2 OR ASTM C -76 -ii OR 16 GA. GALVANIZED STEEL OR 16 GA. ALUMINUM HELICAL CORRUGATED METAL PIPE. STEEL OR ALUMINUM PIPE SHALL HAVE WATERTIGHT CONNECTING BANDS CONFORMING TO THE REQUIREMENTS OF APWA SPECIFICATIONS SECTION 60- 302G2. STEEL PIPE SHALL RECEIVE TREATMENT-1 ASPHALT COATING INSIDE AND OUTSIDE, OR BETTER. 9 BEDDING FOR RIGID PIPE (CONCRETE OR IRbN) SHALL BE CLASS "B" PER APWA STANDARD PLAN NO. 62 (PEA GRAVEL FROM FOUR INCHES (4 ") BELOW PIPE TO SPRINGLINE). BEDDING FOR FLEXIBLE PIPE (CORRUGATED METAL OR PLASTIC) SHALL BE CLASS "F" PER APWA STANDARD PLAN NO. 62 (PEA GRAVEL FROFI FOUR INCHES (4 ") BELOW PIPE TO SIX INCHES (6 ") ABOVE PIPE). TRENCH WIDTH SHALL BE 40 INCHES MAXIMUM OR 1 1/2 TIMES PIPE DIAMETER PLUS 18 INCHES, WHICHEVER IS GREATER. BACKFILL SHALL BE PLACED IN SIX INCH (6 ") LAYERS COMPACTED TO 95Z MAXIMUM DENSITY. 10. EXTRUDED CURB SHALL BE BONDED TO AGENT SUITABLE FOR THAT PURPOSE. 11. IN ALL AREAS, OTHER THAN ROADS, OF SOD, ETC., THOSE AREAS SHALL PREVENTION OF ON -SITE EROSION. THE ASPHALT SURFACE WITH AS EPDXY BONDED PLACE 18 INCH, {%4 REBAR AT 8' -0" O.C. WHERE CONSTRUCTION REQUIRES THE REMOVAL BE HYDRO- SEEDED WITH RYE GRASS FOR THE 12. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPEC. 7- 02.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR '"GRAVEL BACKFILL FOR THE PIPE BEDDING" THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED TO FORM A DENSE UNYIELDING BASE. 13. STRUCTURES SHALL NOT BE PERMITTED WITHIN 10.00 FEET OF THE SPRING LINE OF ANY STORM DRAINAGE PIPE(S), OR 15.00 FEET FROM THE TOP OF THE CHANNEL BANK. 14. THE'STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED 'PLANS WHICH ARE ON, FILE IN THE DEPARTMENT OF PUBLIC WORKS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY, CURRENTLY ''THE CITY OF TUKWILA DEPARTMENT OF PUBLIC WORKS. 15. 'A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 16. ALL DRAINAGE STRUCTURES NOT ON PUBLIC RIGHTS -OF -WAY SHALL HAVE ROUND, SOLID- LOCKING LIDS, UNLESS OTHERWISE APPROVES) BY THE DEPARTMENT OF PUBLIC WORKS. 17. .ALL ROOF DRAINS AND FOOTING DRAINS SHALL BE TIGHTLINED TO THE STORM DRAINAGE SYSTEM. 18. ALL SPOT ELEVATIONS SHOWN ON PLAN ARE TO TOP OF PAVEMENT, UNLESS OTHERWISE NOTED. 19 THE FACES OF CUT AND FILL SLOPES SHALL BE PREPARED AND MAINTAINED TO CONTROL AGAINST EROSION. THIS CONTROL MAY CONSIST OF EFFECTIVE PLANTING. ' THE PROTECTION FOR THE SLOPES SHALL BE INSTALLED AS SOON AS PRACTICABLE AND PRIOR TO CALLING FOR FINAL APPROVAL. WHERE CUT SLOPES ARE NOT SUBJECT TO EROSION DUE TO THE EROSION- RESISTANT CHARACTER OF THE MATERIALS, SUCH PROTECTION MAY BE OMITTED. 20. . SEE ARCHITECTURAL SITE PLAN FOR DETAILED INFORMATION AND DIMENSIONS RELATED TO CURB RETURNS, PLANTER DIMENSIONS, SETBACKS, PAVEMENT EDGE LOCATIONS, ETC. 21. ! ALL EXISTING UTILITIES SHOWN ON THESE PLANS WERE OBTAINED FROM A FIELD SURVEY AND FROM AVAILABLE PUBLIC RECORDS. CONTRACTOR SHALL BE RESPONSIBLE :FOR LOCATING ALL UTILITIES WHICH MAY CONFLICT WITH CONSTRUCTION, WHETHER 'SHOWN ON THESE PLANS OR NOT. ENGINEER DOES NOT WARRANT THAT ALL UTILITIES HAVE BEEN SHOWN. .22. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE TELEPHONE COMPANY, THE GAS COMPANY, THE POWER COMPANY, AND THE CABLE TV COMPANY PRIOR TO CONSTRUCTION SO THAT THESE OTHER UTILITIES CAN PREPARE THE NECESSARY PLANS FOR THE EXTENSION OF THEIR RESPECTIVE UTILITIES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THESE ACTIVITIES. "23. ' THIS CONSTRUCTION SET OF DRAWINGS FOR THIS PROJECT INCLUDE A TOTAL OF 3 SHEETS. GENERAL NOTES AND DETAILS PROVIDED THROUGHOUT THE DRAWINGS SHALL APPLY TO ALL SHEETS AS APPLICABLE. SPECIFICATIONS OR DETAILS PROVIDED ON ONE SHEET MAY APPLY TO OTHER SHEETS. 1 .LATER NOTE:;; I. Ali water lines shall be constructed in accordance with the City of Tukwila Standard Specifications. 2. A4inintum cover for water mains shall be three feet. 3. All water lines shall be cement- lincd, ductile iron, Class 52. 4. All fittings shall be cast iron or ductile, with flanged or mechanical joint connection, and be of the saute thickness class as the pipe used. 5. All water line, service lines, and fire lines shall be tested in accordance with the City of Tukwila Standards. 6. Fire hydrants shall be constructed per Standard Detail 'N -3. 7. Wet tap to existing water main shat: be coordinated with City at least 48 hours prior to construction. 8. All water meters and service lines shall be installed per City of Tukwila Standards and Specifications. 9. All pipe fittings and valves to be listed and labeled by U.L. for fire service; installed, tested and flushed as specified by NFPA Standards No. 13 and No. 24. Property completed contractor's material and test certificates are to be provided to Washington surveying and • rating bureau and the City of Tukwila. SANITARY SEWER NOTES' All sanitary sewer conslruclion shall be in accordance with the Vol Vue Sewer District's Standard Specificalions and Cily of Tukwila. 2. All pipe used for construction of side sewer shall conform to PVC SDR -35 and the requirements of ASTM 0-30 34 -73, 3. Minimum slope for 6" side sewer shall be 2.0 percent. 4. Minimum depth Of cover for 6" side sewer shall he l8". 5. All connections shall be ntadc with ring tits joints. 6. Contractor shall obtain required side sewer permit from the ' City of Tukwila prior to construction. DOWNSPOUT 2' TO GRADE PVC @ - 2.0% -f OOTING DRAIN BACKFILL WILL BE COMPACTED USING NATIVE SOIL OR SELECTED MATERIAL AS DIRECTED BY THE ENGINEER. CONNECTION TO DRAIN TO BE MORTARED AND MADE FLUSH WITH INSIDE WALL JOINTS TO BE IN ACCORDANCE 'N1TH STANDARD SPECIFICATIONS. CATCH BASIN DOWNSPOUT TIGHTLINE TO CATCH BASIN NTS 'I"! WATER 1TSTN GATE VALVE_ fMJxFL) \ -- THRUS BLOCKING 2-314' SHACKLE RODS (COATED) TO VALVE OR NEXT WIPE BELL - ADAPTOR IFL7MJ) _ GATE VALVE IFLxMJ; OS_P F',.ANGEC DOUBLE CHECK VALVE ^.S N.S. APPROVED - -- AND STATE. CROSS-CON- NECTION REGULATION CND 10' DI SECOND CHECK VALVE IS REQUIRED IF DETECTOR VAULT LIES WITHIN 1700' -- OF AN ALTERNATE WATEP SOURCE ILE. POND, RIVER, ETC.) GATE VALVE lFLxrL 1 POST INDICATOR VALVE TEE (FLxFL)-- - - -___ ADAP TOR (FLxMJI [1:TL ONE SHAL. DE A PIV / � i / LI L AS WO FD , . rLA1:GEC CHECK CONN. 3-4' ABOye ii'VALVE GRADE PAW _ I \; SAFETY _A_T: 1 12' MEN. ?•V WATER TIGHT CEMENT LG GROUT 577 L.A PIT OP. 'GREATER • PIPE NC. 6'- 8'x7'x7' NOTE' I 'PIPE L FITTING SIZES SHA,_ VARY WITH INDIVIDUAL LCW REOUIREMENTS 8 SHALL. BE DETERMINED B't THE =IRE DEP ®PIT LOCATION TO BE OUTSIDE OF UTILITY EASEMENT OP PRIVATE PROPERTY. 2' CLEARANCE SHALL BE PRC VIDEO 'OP 'WORK SPACE AROUND ALL FITTINGS TO •�. SIDE OF VAULT. ®COMPLETE VAULT SHALL HAVE A 48%4 t..1' STEEL HATCH OR TWO 3'r 3 STEEL HINGED DOORS PIPE ■NC. E25. 76533. OR EOUALI Y_- ' 3;4• SHACKLE RODS (ccATEO) i-( } 1; I `o Bl1LDING Ji ._ i O' DI PL ...H NTS CHECK ASSEMBLY AS REQUIRED BY CITY OF TUKWILA I' i' 1' 1' I' i '1'1'I'1'1'1'1'1'1'i'I'iIP►'I, I,' Will,jil'Iftgl' JI ((' 16THSINCH 1 2 ' 3 4 • NTS 6' MIN.. 3- ' A • . FIRE DEPT. PUMPER co .• NEC TION 3" MIN. COMP. DEPTH CLASS 'B' ASPHALT CONC. PAVEMENT 6 "MIN. COMP. DEPTH S /e• MINUS CRUSHED ROCK GRAVEL BASE MAY BE REOUIRF.D BY SOILS ENGINEER DEPENDING ON SOILS CONDITIONS TYPICAL PAVING SECTION NTS 111111111.11oslrar_, - -- FINISH MADE -a yi WAX:17(4- e4 .`Pe 1 OR GREATER 4 1. LOP TP t.!iL D TD DAYLIGHT 1 TS Al GREATER 1 PL ACS ROCK 0I:f1R64 r.Hds1VABEU 3OLT 011 CONCRETE 6-3E 1 et. rc AS NECESSARY 10R ST91uTY OMNI OONSTRtlC710M WALL PAGKJ1Li • USE COARSE AGOKGtTIE 00.1 btc. b -0S It ET) rIMI I S { pcierc o1TLD mew r+Pf[ •n11 aATAt0.1 cx rLfl TO K INSTALLED hWJ'ST at A-+ Lair AS PGSSVeLL wwo KO OUCHES THAN THE eie0RA0t GRAVEL aiCK►,Lt PDA pa mKS OR b(TTSR SEC 11.03.0E4) ROCK WALL DETAIL PROPERTY LINE 5' EXISTING CHAIN LINK FENCE 20' 5' 3.0% MAX. BUILDING F.F. =1'.0 ;I In = III = I11= 1)) �IIi %ill�lli�l)1.l) 1 tLlI. ! IIIIi1Ti .IIIJIIIIIIIIiIVIip1F ligivt1I {lII'.iji pili...11 -1 ,'pp 5 6 7 8 9 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. ez ZZ tZ Oz 61 91. Lt 91 gt at et Zt a 01, 6 1 I Illllfli! !IIII M IIII NII!III�!AI!IOTTO! IIIiII( IIAIIIIAIIIIIII' tllllill6IIIIIIIII! LIIIIIIIIIIIAIWAIl1!Il Hll EXISTING GRADE 2 2.1 MAX. SIDE SLOPE ALONG WEST PROPERTY LINE WITH MIN. 2.0' BENCH. A 4 FEET HIGH ROCKERY OR SLOPE EASEMENT MAY BE REQUIRED DEPENDING ON ACTUAL GRADES. SECTION A - A VT5 9', VARiABLE EXTRUDED CONCRETE CURB DETAIL NTS erne OF v i ,t.4.e/ice_erteet it144 r-(A)i(06 y9-fa./fit 4-3-8 11 MADE IN GERMAr1Y 12 +w 1,. STAMP n QJ cr 0 .Y 0 0 0 cL 0 a!m 0, 0 0, 0 0 0, .. 0 Lin °C 45 CO xn M �� • CD 0 C Qf ^ c NP. ja 4' 10 co 0 W co Vd V, "3 u m 0 a a Date 3-1-89 v mom 4/9 a �.me. N Ike N (0 1r MOM W c Odd C 00 VON form mtLli 46 �„' D ag gni c c 0 arm C 1C 1 r ad F. N Job Number r ,t ut tt 7, 121165 TEMPORARY EROSION /SEDIMENTATION CONTROL PLAN 'kr h 1 1 1 r- t 1 1 1 1 ! % \` 1 I 1 ‘L.../ 15 err 4rt® / / 1 `� // `.., / . •y 1 ® / i 1 11 1 1 1 v1 ♦• • 13 INSTALL: - - -- TEMPORARY S)LTATION FILTER FENCE PER DETAIL THIS SHEET I - -i 0 ---- ---- -0 .�a INSTALL: TEMPORARY SILTATION FILTER FENCE PER DETAIL THIS SHEET EXISTING STRAW BALES S TEMPORARY DITCH TO REMAIN DURING CONSTRUCTION PHASE CONSTRUCT TEMPORARY dV" DITCH PER DETAIL 'THIS SHEET RIP RAP PAD BAFFLE SILT FENCE BUILDING #3 -- 417 :0 z CONSTRUCT TEMPORARY -SED1MENTA -TI.ON CONTROL POND TOP BERM EL. = II,00 BOTTOM POND EL. _ 81.50 MAX. W.S. ELEV. = 10.0 \ . / / / / / / 1 1 1 / / 1 1 / /2 / // / /1 / / / / / / 1/ % / / 1 1 C' / / 1 .,• / 1 / / / / / i / 1 1 1 / 1 1 / / 1 / / i / / / 1 1 / 1 / / 1 / 1 / / 1 / / / / / 1 1 1 // / 1 / / / / / / / 1 1 1 / / / / 1 ,� / 1 / / 1 1 / CONST UCT TEMP/OR/AY / 1 "V" DI CH PER Dl;- AYL // / THIS HEET / / / 1 1 / / / 1 / / //14 1 / 1 / 1 1 1 / 1 / 1 : /' 1 / / / / / 1 / 1 / / /' 1 / / / / 1 1 / 1 / 1 / / 1 1 / 1 / 1 )' 1 1 / / 1 / 1 / 1 1 1 / 1 1 / 1 1 1 1 / 1 1 / / TEMPO ARY 40 LF/ / / I2" CMP @ 1.0% ' - -1- 1 1 / / / 1 TEMPORARY OUTLET CONTROL STRUCTURE PER DETAIL THIS SHEET RIM = 10.0 I.E. - 8.50 INSTALL: TEMPORARY 35LF 12' CMP @ 1,0% MIN. I.E. = 8.15 PROVIDE RIP RAP OUTLET FALL PAD USING 6 "-8" QUARRY SPALLS RIP RA PAD CONSTRUCT TEMPORARY CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET RIP RAP- - PAD / N 48 °13'44'• W EXISTING STORM EXISTING STORM LEGEND: EXISTING CONTOURS SILTATION FILTER FENCE RIP RAP PAD TEMPORARY "V" DITCH WITH ROCK CHECK DAM TEMPORARY CONSTRUCTION ENTRANCE EXISTING DRAINAGE DITCH FLOW DIRECTION 1 EXISTING DRAINAGE DITCH CONSTRUCTION SEQUENCE: 1. Attend prccons :ruction meeting with City of Tukwila. 2. lostall temporary construction entrance. :3. Install temporary sift fens and temporary 'V' ditches. 4. Construct temluirary sedimentation pond and outlet control structure. 5. Rough grade the improvement areas. 6. Protect all catch basins (new and existing) with sediment trap per detail. 7. Ciradc site to required elevations. S. Hydroseed slopes and other exposed areas outlined in "Erosion/Sedimentation Control Notes.• 9. install utilities per approved plans. f0. Inspect and maintain all erosion control facilities al regular intervals. Clean as required. 0.00111E-.11111- tai 1- I,E. O 7.95 I.E. = 10.57 1 1 INSTALL TEMPORARY SILTATION FILTER FENCE PER DETAIL THIS SHEET 1 -./— CONSTRUCT TEMPORARY --- -�_�° / /1 "•,/" DITCH 1 1 / / 1 1 1 1 1 1 1 1 1 EXISTING 18" CONC. EXIST. 36" LVERT - LE. 8,5 / 1 TEMPORARY EROSION /SEDIMENTATION CONTROL PLAN NOTES , \II limits of cic:uiug and ;,teas of vegetation preserya!,on as des(' bed on the plan sha11 he clearly flagged in the field ,ur,1 okcive,i (Ruing construction. All required sedimentation /erosion control facilities tors he con - structed and in operation prior to land clearing and :r :r other eon♦t, lion to insure that sediment laden water does not enter the n; halal drainage system. All erosion and sediment facilities shall be main- tained in a satisfactory condition until such time that .fearing and/or +wtstruction is completed and potential for on -site erosion has gassed. The implementation, maintenance, replaceintnl, and additions w erusion sedirncntation control systems shall be the responsibility of the perntittce. 1'he erosion anti sedimentation control system depicted .in ibis drawing are intended to he mitt:•rtr:at requirements to meed anti; :ipatcd site conditions. As constructed progresses and unexpected or seasonal conditions dictate, the permittee should anticipate !'tat mote cttr;i : +n and sedimentation control facilities will be uccessar insure complete siltation control in the proposed site. Uuring the course of construction, it shall be the obligation and responsibility of the permittee to ail :tress any new conditions :het! nlay he created by liis activities a+: + <• Irrovidc additional faciit;ics, over anti above minimum requiremcr:t.', rs may he needed to protect ?tdittcent properties :nut water quality of the receiving drainage system. Approval of this plan is for erosion /sedimentation control only. It does not con. titute an approval of storm dtainagc, si,e nor location of pipes, restrictors, channels or retention facilities. 5. Any disturbed area which has been shipped of vegetal km and when, no further work is anticipitcd for a period of .10 days or more must be immediately stabilized with mulching, grass planting or other aggtn \t•d erosion control l eatment applicable to the time of year in question Grass seeding alone \will Le at:ccl\tahle only tltuing tiro mnntl+s , +I' •\t•nl tired Sep temper inat .1(1. Seeding tnay prucceti uui;i.l: the sl r, il;•,•d lime per 10(1 \vbenever it is in the interest of the pt•nnittee, hat ilea be augmented with mulching, netting, or ether treatment apprmetl by the department. G. All erosion /sedimentation control ponds \.ilh a dead storage depth exceeding 6 inches :mist have a fence with a minimum height of 1 feel PUBLIC RIGHT-OF -WAY TEMPORARY "V" DITCH N. T. S. �ylllwln�- nf�fu�1N titl' USE 2' TO 4' OUARRY SPALLS OR CRUSHED ROCK FOR SURFACING AS SHOWN. MATERIAL WITH 'FINES' IS NOT ACCEPTABLE. THE 50' MINIMUM LENGTH SHALL BE LENGTHENED AS NECESSARY TO INSURE MATERIAL iS NOT TRACKED INTO THE PUBLIC RIGHT-OF-WAY EXISTING DRIVEWAY RAMP OR SITE ACCESS ROAD TEMPORARY CONSTRUCTION ENTRANCE N.T.S. 43.c PLAN - -36" 0 l "0, TYP. AT 10" C -C 10 PER ROW r TOTAL 40 PERT 2 " -4" WASHED ROCK "—GRAVEL CONE Tl FOND BTM .v.\ • 4'-0" x 4'-0" CONCRETE PAD ELEVATION TEMPORARY OUTLET CONTROL STRUCTURE — FILTER FABRIC MATERIAL, MIRAFI 140, OR EQUAL ii I \ � i"1 II IA Ii II 11 1 tt —\ U "-- 2' x 4" DOUGLAS FIR AT 4' O.C. II U it STAPLES OR WIRE RINGS (TYP) 2 x 2 x 14 GAGE WELDED WIRE FABRIC OR EOUAL 11 14--- 11 11 11 u ELEVATION FNEWLY GRADED OR DISTURBED SLOPE 11 2 x 2 x 14 GAGE W.W,F. FILTER FABRIC — MAT ERIAL I.-I 112' WASHED GRAVEL OR PEA GRAVEL eD II tl _ N II U BURY BOTTOM OF FILTER FABRIC MATERIAL ON 8' x 1' TRENCH --- 2' x 4' DOUG- -�', LAS FIR OR EQUAL -it�•ti:31i�„ TYPICAL CROSS SECTION CITY OF `I Wits llA 5412?A ceP,ta 1 iND BUtLrDNO %roc• SILT FENCE DETAIL 104d Q' plaA- L , -,� CI iii! ij►!'i[�ji 0 /6THSINCH 1 2 3 4 1111 Fill ,' jII! ! ! �III�! I1�fI !I1I1I�I1i1I�.�I.I�i!i.11.l... 9 ' 10 11 ref %mow 12 0 9 5 .1 £ Z l yin 1111111111111111 1111111 1!!lIIIIIlIIIIIIIIILIIIlIIII .!Iilllllilll NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. 8C GZ 92 SZ +iZ ' £? ZZ 1Z Oz 6l I I 1 11111111! 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