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Permit 6201 - Fort Dent II - New Building
October 22, 1990 Project No. 8907 -03G John C. Radovich Development 2000 124th NE, B -103 Bellevue, Washington 98005 Attention: Ms. Katie Greif Cis "CITY fit' TUKVViLA Subject: Summary of Driven Timber Pilin g Inspection Fort Dent II PLANNING DEPT. Tukwila, Washington ----- ---- -- Permit No. 6201 Dear Ms. Greif: This letter presents a summary of the driven timber pile installation data for the subject project. A total of 151 timber piles were installed from September 21 to October 15, 1990. This total includes two piles which were abandoned due to being mislocated and two replacement piles. Associated Earth Sciences, Inc. (AESI) provided full -time geotechnical inspection services during installation of all piles. All piles were driven using a Berminghammer, B -225 single - acting diesel hammer with a rated energy of up to 24,000 ft. -lbs. The piles penetrated from 17 -1/2 feet to 25 feet below the existing ground surface to achieve the driving resistance necessary to provide suitable foundation support. A total of 3,244 lineal feet of piling was driven below ground. The pile numbers and depths (below existing ground surface) are presented in Table 1. The pile locations are presented on Figure 1. We trust this letter will aid in the successful completion of your project. If you have any questions, please call our office. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Scott R. H nnah, Geologist Attachments Company AENI ASSOCIATED EARTH SCIENCES, INC 911 - 5th Avenue Suite 100 Kirkland, Washington'98033 (206) 827-7701 {-J) k OCT 9 01990 Gary T. Lobdell, P.E., P.G. Principal SRH /ld - H907 -03G - DK10 /10/90 ld Depth (feet) Below Existing Date Pile No. Ground Surface 9/21/90 :1(171 (Test. Pile) 32 K5 - 1 (Test Pile) 36 -1/2 9/22/90 A6 - 2 (Test Pile) 55" A2 -2 (Test Pile) 44 :10/8 " /90 J3 -4 22 I5 72 23 I5 -1 23 I6 -1 23 J5 -4 22 . J5 - •22 J5 -2 18 J5 -1 22 - 1/2 K1 - 2 22 K5 -2 23 -1/2 K4 -2 21 K4 -1 18 K3 - 3 22 K3 -1 22 K3 -2 22 .K3-4 20 10/9/90 J4 -4. 19 J3 -1 17 -1/2 H3 -4 22 H3 -6 22 H3 -1' 21 H3 -3 20 : H3 -5: 21: G1 -2 22 G1 - 21;. H1 -2 23 H1 -1 '23 J1 -2 2 J1 -3 21 -1/2 J1 -4 21 -1/2 J1 - 1 22 . J3 -6 22 J4 -1 22 J4 -2 22 -1/2 34 22 J4 -3 24 J4 6 22 'J3-5: 23 J3 -2 23: J3 -3 22 Date 10/10/90' TABLE 1 CONTINUED Pile No. H5 -1 H5 -2 H5 -3 H4 -1 H4 -2 H4 H6 -1 G7 -1 G7 -2 H7 -1 H7 -2 H3 -2 D5 -2 D5 -3 D4 -1 D4 -3 D4 - 2 D4 -4 C3 -2 C3 -1 C2 -2 C2 -1 D3 -1 D3 -2 D7 -2 D7 -1 F5 -1 F5 - 3 Depth (feet) Below Existing Ground Surface E4 -3 19 E4 -1 20 E4 -2 19 G5 -2 20 G5 -1 . 20 G5 -3 21 -1/2 G4 -1 22 G4 -2 22 G4 -3 22 -1/2 G3 -1 22 . G3 -2 2,2 F.5 -3 -2 22 F.5 -3 -1 Abandoned Due to Mislocation 22 G3 -4 • 21 -1/2 G3 -3 ' 23 G2 -1 ., 22 F.5 -2 -1 Abandoned Due to Mislocation 22 22 19 21 22 25 21 -1/2 21 -1/2 22 '22 21 22 '19 -1/2 18 -1/2 21 19 19 21. 19, 19 -1/2 21 20 22 20 18 -1/2 21 22 20 20 TABLE 1 CONTINUED Date Pile No. 10/11/90 10/12/90 10/15/90 F5 -2. F5 -4 F4.3 -1 F4 -1 F4 -2 F4 -3 E7 -2 E7 -1 F7 -1 F7 -2 E5 -3 .E5 -2 E5 -1 E3 -2 E3 -1 A5 -2 A5 -1 A6 -1 C5 - 2 C5 -1 C5 -3 C4 -2 C4 -1 C4 -4 C4 -3 C4 -6 C4 - 5 C6 -1 B5 -3 B5 -6 B5 -2 B5 -5 B5 - 4 B6 -4 B6 -3 C7 -1 C7 -2 B6 -1 D5 -1 B5 -1 B6 -2 A4 -2 B4 -1 A4 -1 B4 -2 A4 - 3 B3 - 1 Depth (feet) Below Existing Ground Surface 22 23 23 22 21 -1/2 21 - 1/2 21 19 21 22 21 20 21 19 20 21: 22 20 -1/2 19 20 • 20 18 -1/2 18 -1/2 20 19 19. .. 22 19 20 20 . 20 ... 19 20 20 -1/2 19' • 22 20 19 21 20 23 21 20 20 20 22 ' TABLE :1 CONTINUED 10/15/90 A474 ::20 B3 - 21 B3 =2 20 B3 - 3 21 B4 -5 20 A2 -1. 20 B4 -6 20 - 1/2 .'1347;-3- 20 A3 -2 20. • B2 - 2 " 20 A3 - 1 : 20 B2 -1 19 B4 - 4 . 21 F.5 -2 -1 Replacement for .Abandoned Pile 22 F.5 -3 -1 Replacement for Abandoned Pile. 20 Depth. (feet) Below Existing Date Pile. No. Ground Surface A 6 - A5 -1 A5 -2 A4-1 A4 -3 • A3-1 A3 -2 • •A6 -2 A4 -2 • A4 -4 A2 -1 • • A2 -2 B6 -1 • • B6 -2 B6 -3 • I B6 -4 B5 -2 B5 -1 J• Le B5 -3 B5 -4 • 1 I • B5 -6 B5 -5 B4 -1 • B4 -2 64-33 1 • 84-4 B4 -5 • B3 -1 • B3 -3 • B3 -4 • • B2 -1 B2 -2 C6 -1 • C5 -2 • B4 -6 • B3 -2 C4 -5 • C4 -1 • C4 -3 • • C4 -4 C3 -1 • • • C5 -1 ▪ C4 -6 C3 -2 C2 -1 C2 -2 C7 -1 • C7 -2 D7 -1 • • D7 -2 E7 -1 • • E7 -2 F7 -1 • • F7 -2 G7 -1 • • G7 -2 H C5 -3 D5 -2 • C4 -2 D4 -1 • D5 -1 D4 -3 r i D4 -4 D3 -1 • • 03 -2 • D5 -3 E5 -2 • D4 -2 E4 -2 a • E5 -1 E3- E3 -2 • • LEGEND A6 - • Approximate location of pd O Abandoned pile (mislocated) F5 -1 p F5 -2 E5 -3 F5 -3 • • F5 -4 E4- 1 • F4.3 -1 • F4 -1 G5 -2 E4 -3 F.5 -2 -1 V G3 -3 • • • G5 -1 G5 -3 G4 -1 F4 -2 • • F4 -3 G4 -2 • • G4 -3 F5 -3 -2 Gi3 - 4 . G3 -2 F.5 -3 -1 • • H G3 -4 G2 -1 G1 -1 I• • G1 -2 NORTH D7 -1 • • D7 -2 E7 -1 • • E7 -2 F7 -1 • • F7 -2 D5 -2 D4 -1 • D4 -3 D5 -1 D4 -4 D3 -1 • • D3 -2 • D5 -3 E5 -2 • D4 -2 LEGEND • a • E4 -2 E4 -3 E3 -1 E5 -1 F5 -1 E3 -2 A6 - • Approximate location of pile Q Abandoned Or (mislocated) F5 -2 • � G5 -3 H5 -2 E5 -3 F5 -3 • • F5 -4 E4 -1 • F4.3 -1 • F4 -1 G5 -2 F4 -2 • • F4 -3 • • F5 -3 -1 • F5 -2 -1 G7 -1 • • 67 -2 H7 -1 • • I H7 -2 G4 -2 • • G4 -3 E5.-30-2 63 - G3 -3 • • • G5 -1 • H5 -1 J5 -1 • J5 -2 • • • 15 -1• 445 -2 H5 -3 J5 -3 J5 -4 G4 -1 G3 -2 H3 -1 • • G3 -4 G2-1 NORTH H6 -1 • H3 -2 H3 -3 • • H3 -4 H3 -5 • • H3 -6 G1 -1 Iy • G1 -2 H1-1 • H1 -2 1- • J4 -2 • H4 -1 J4 -1 • • I J4 -3 H4 -2 • • H4 -3 a • IA J4 -4 J4 -5 J4 -6 J3 -1 J3 -2 J3 -3 • • J3 -4 J3 -5• J1 -1 • J1 -3 J1 -4 FIGU 1: FOUNDATION PLAN AND PILE LOCATION FORT DENT II TUKWILA, WASHINGTON J3 -6 • J1 -2 K5 -1 • • K5 -2 K3 - 1 • K3 -3 PROJECT NO: 8907 -03G OCTOBER 1990 K1 -1 • • I K1 -2 A6B0CD EAAT M SCIENCES INC • K4 -1 • K4 -2 • K3 -2 ▪ K3-4 TO: PROM: DATA: SUSJECT: (10 /T2.MEMO) �L.4l Cit of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433-1800 Gary L. VanDusen, Mayor MEMORANDUM 11Q 9D- 0 30 7 cif) Waadza I) ( at amet ftaire/* 411/a,,Yeat dAmeaftslia4 4244 --- fiz MATERIALS 1 TESTING J CORPORATION DATE: 10 -17 -90 CLIENT: John C. Radovich FILE #: 90073 -003 PERMIT: MIX ID: 504 / YDS: 9 of 11 POUR LOCATION: Pile Caps: A7, A6, A3, B2, C5 x Concrete Cylinders MIX PROPORTIONS: Cement (Type I -II 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 1440 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Cylinder I.D. Number 4978 4979 4980 4981 Cylinder Diameter 6" Cylinder Height 12" 6" 12" 6 6" 12" ` Grout Cylinders _ Grout Prisms _ Mortar Cubes TEST PROPERTIES & CONDITIONS 12" Area 28,27 28.27 28.27 28.27 28 28 Remarks: All rebar placed according to approved plans. C COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent CONTRACTOR: Foushee & SUPPLIER: Ocean TRUCK . # : 162 TICKET #: 67006 INSPECTOR: Frank Spears Weather Ambient Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (inches) Unit Weight Yield Water Added (gals) Specified f' c (psi) Test Age Load (Days) (Pounds) 7 94,500 28 II Assoc., Inc. overcast 52 68 1:30 2 :15 4 1/4 0 3000 Strength (PSI) 3340 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850- Fracture Type Cone I 'MnON1 -4 11 . 1) OCT 291990 cIrY - t ASUNING Ot►'T. MATERIALS TESTING a CORPORATION DATE: 10 -16 -90 CLIENT: John C. Radovich FILE #: 90073 -02A PERMIT: 6201 MIX ID: 5 sk 3/4 # YDS : 9 of 17 x Concrete Cylinders MIX PROPORTIONS: Cement (Type I -II 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 1440 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Grout Cylinder Cylinder Cylinder I.D. Number Diameter Height 4936 6" 12" 4937 6" 12" 4938 6" 12" 4939 6" 12" PROJECT: CONTRACTOR: SUPPLIER: TRUCK #: TICKET #: INSPECTOR: COMPRESSIVE STRENGTH• TEST REPORT Fort Dent II Foushee & Assoc., Inc. Ocean 102 66902 Area Test Aga Load (Days) (Pounds) 28.27 7 86,000 28.27 28 28.27 28 28.27 28 Remarks: All rebar placed according to approved pl Frank Spears POUR LOCATION: Pilecaps at C6,C7,D7,E7,F7,G7,E5,F4, 10' E of F at Line 3 andd 10' E of Line F at Line 2 Cylinders Grout Prisms _ Mortar Cubes TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed 3:00 X Air Content Slump (inches) Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3000 clear 58 66 4 1/2 Strength (PSI) 3040 [OCT MEP 1 25 1990 CITY OF , a PLANNING C' r. 4050 Auburn Way North, Suite 5 • Auburn, WA 90002 • (206) 850-7797 Fracture TyP• Cone P MATERIAL 1 TESTING J CORPORATION DATE: 10 -26 -90 CLIENT: John C. Radovich FILE #: 90073 -009 PERMIT: 6201 MIX ID: 504 # YDS : 27 of 72 POUR LOCATION: Grade beam on lines. x Concrete Cylinders _ Grout MIX PROPORTIONS: Cement (Type I -II) 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 1440 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Cylinder Cylinder Cylinder Area I.D. Number Diameter Height 5151 6" 12" 28.27 5152 6" 12" 28.27 5153 6" 12" 28.27 5154 6" 12" 28.27 Remarks: All rebar placed COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee & Assoc., SUPPLIER: Ocean TRUCK #: 130 TICKET #: 67686 INSPECTOR: Frank Spears Cylinders _ Grout Prisms _ Mortar TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (•inches) 5 Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3000 Test Age (Days) 7 28 28 28 Load (Pounds) 87,000 according to approved plans. clear 58 64 10:00 10 :30 Strength (PSI) 3080 Inc. Cubes 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 Fracture Type Cons M l 1 LN NOV 81990 GcYI• Gr— W6Vv'. 4 4 a , MATERIAL Lv TESTING J CORPORATION DATE: 10 -29 -90 CLIENT: John C. Radovich FILE #: 90073 -012 PERMIT: 6201 MIX ID: 504 # YDS: 3 of 3 POUR LOCATION: Walls of elevator pit x Concrete Cylinders MIX PROPORTIONS: Cement (Type I -II) 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Grout Cylinder Cylinder Cylinder Area Test Age I.D. lumber Disaster Height (Days) 5233 6" 12" 28.27 7 5234 6" 12" 28.27 28 5235 6" 12" 28.27 28 5236 6" 12" 28.27 28 Remarks: All rebar placed according to approved plans. COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee & Associates SUPPLIER: Ocean TRUCK f: 125 TICKET #: 67865 INSPECTOR: Frank Spears Cylinders _ Grout Prisms _ Mortar Cubes TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) 4 Unit Weight Yield Water Added (gals) 5 Specified f' c (psi) 3000 Load (Pounds) 67,000 clear 60 64 10:02 10 :45 Strength (PSI) 2370 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 Fracture Type Cone COPIES DATE NO. DESCRIPTION #00 /< — e l /0 / — ff v75 4.--t7 ewe . / d ( 0 574..x✓ — L 5-.5 V/ 41/,, 5 (,F1 - .R 4-_ V RPM X31 It D NMI P AND ASSOC 3260. 1187H AVE SE, S P.O. BOX 3767 BELLEVUE, WA 98009 206/746.1000 Se817/e: 206/627-8279 FAX 206/746-3737 CC01 -F0- US -HA•C 15800 TO a4 CWY. � �,�� � L -i/ ES ATTENTION WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via COPY TO f ,-rz 6- •• •e44 , v SIGNED' Ray. 1018? ❑ For approval ❑ As requested If enclosures ere not as noted, kindly notify us at once. LETTER OF TRANSMITTAL DATE / /i // JOB NO. 0 RE /'9eivr fi the following items: THESE ARE TRANSMITTED as checked below: ,approved as submitted ❑ Resubmit copies for approval ❑ Approved as noted ❑ Submit copies for distribution ❑ For review and comment ❑ Returned for corrections ❑ Return corrected prints REMARKS OCEAN p WED 0Cl ! 5 October 8, 1990 Dick Barker Foushee & Associates P. 0. Box 3767 Bellevue, WA 98009 RE: Fort Dent Dick: The following mix designs are being submitted for approval on the above referenced job. Testing of these concrete mixes shall be in conformance with ASTM Standards, with copies of all test reports being forwarded to Ocean Construction Supplies Co. The cement will be supplied by Tilbury Cement Company and will be in conformance with ASTM C-150, Type I -II. The fine and coarse aggregates will be supplied by Construction Aggregates Ltd., State Pit Canada 2, and will be in conformance with ASTM C -33. The water reducing admixture will conform with ASTM C -494. This product will be supplied by W.R. Grace Company. Mix #554W 5.5 Sack, 4000 PSI concrete, 3/4" aggregate, non air entrained (fill on metal deck) Cement Bldg. Sand 3/4 x #4 Water Entrapped Air @ 2% WRDA 79 @ 5 oz /100# W/C Ratio Slump A CBR Company Sp.Gr. 3.15 2.73 2.81 1.00 .49 4" Ocean Construction Supplies Company 5225 E. Marginal Way S. P.O. Box 84728 Seattle, WA 98124 Telephone (206) 764.4600 RECEIVED OCT 0 9 19gp FUUontza of oc, CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ NON - CONFORMING REVISE & RESUBMIT THIS DOCUMENT HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE SUBCON- TRACTOR, FABRICATOR OR SUPPLIER OF RESPONSIBILITY FOR CON- FORMANCE WITH DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS DOCUMENT BY ' "` DATE id J l fc FOUSHEE & ASSOCIATES CO., INC. Wt. /Lbs. Abs. /Vol. 517 2.63 1,425 8.37 2,030 11.57 255 4.09 .54 4,227 27.20 JXCUNWKMS w u ASIGN CONCEPT ❑1 CONFORMS TO DESIGN CONCEPTWITH REVISInw 4S SHOWN ❑ NON. UNFHRMINI;- NEVISE & RESUBMIT (HISSHOF IINAWIrn, tiAS dEENREVIEWEDFORGENERALCONFOR- MANCFWITN 9ESIGNCONCEP1ONLYANDOOESNOTREUEVETHE OBRICATORI VENDOR OFRESP (INSIINOTYFORCONFORWEEWITH OESIGNORAWINGSANDSPECIFICATIONSAII0FWHICHHAVEPR10RI- TY OVER T�I�,S�QF ORAWINU. �� By 1( t Oat �';iL - koff Ted :Bowman Technical Service Manager TB /blm Enclosure Regards, OCEAN' CONSTRUCTION SUPPLIES COMPANY If you have any questions regarding: this information, please contact . me at 764- 4600 OCEAN January. 23, 1990 Michal Rosencrans Supervisor of Concrete Quality Assurance Dept. of Construction & Land Use 400 Municipal Building Seattle, WA 98104 Dear Michal: We request that Mix #554W be placed on continuous approval. Listed below is the one yard SSD weights for your review: Mix #554W 5.5 Sack, 4000 PSI concrete, 3/4" aggregate, non air entrained Sp.Gr. Wt. /Lbs. Abs./Vol. Cement 3.15 517 2.63 Bldg. Sand 2.73 1,425 8.37 3/4 x #4 2.81 2,030 11.57 Water 1.00 255 4.09 Entrapped Air @ 2% .54 WRDA 79 @ 5 oz /100# 4,227 27.20 W/C Ratio .49 Slump 4" Regards, Ted Bowman Technical Service Manager TB /blm A CBR Company Ocean Construction Supplies Company 5225 E. Marginal Way S. P.O. Box 84728 Seattle, WA 98124 Telephone (206) 7644600 Note: Approval of the structural engineer of record is required prior to job use. It is the responsibility of the Contractor to affix a copy of this design mix to the back of the DCLU approved plans on the page which contains the structural general notes. CITY OF SEATTLE Dept. of Construction and Land Use CONTINUOUS APPROVAL status granted for 4rDOQ psi at 28 days. (Batch plant inspection not required by D.C.L.U.) Date / a - 14- $ R Valid for 1 year from date stamped. APPROVED subject to errors and omissions. By —Wit UM NO CUSTOAIER No r TYPE CUING DATE TESTED AGE DAYS COMPRESSIVE STRENGTH. PSI 8430 27 -A 4/26/90 7 3360 -8431 27 -B 5/17/90 28 5220 8432 27 -C 5/17/90 28 5290 8433 27 -D F.C. 4/23/90 4 2955 8434 27 -E F.C. 4/24/90 5 y 3020 ' 8435 27 -F F.C. Hold Specifications 4000 ham; Professional Service Industries, Inc. Pittsburgh Testing Laboratory Division TESTED FOR: VAN MAREN CONSTRUCTION 18706 North Creek Parkway Suite 103 Bothell, WA 98011 Attn: G. Constantine /A. Van Karen. DATE: 4/26/90 5/17/90 4/23/90 4/24/90 LOCATION OF POUR: PT deck lines #1 to #7, 0 to N.5. Parcel B. DATE POURED 4/19/90 TIME SLUMP. IN. 5 AIR CONTENT, % AIR TEMPERATURE, °F 52 CONCRETE TEMPERATURE. °F 63 DATE RECEIVED IN LAB 4/20/90 FIELD DATA SUBMITTED BY J. Schaible /R. Eddy MIX DATA SUBMITTED BY Ocean PSI A.200.2 REPORT OF CONCRETE COMPRESSION TEST COMPRESSION TEST RESULTS (NOMINAL CYLINDER SIZE 6' x 12') PROJECT 14th & NICKERSON OUR REPORT NO.: 712 - 90618' -3040 FIELD DATA cc: .(2) VAN KAREN %George Constantine & Art Van Karen (2) RATTI PERBIX CLARK /Ira Gross & Jim Robertson (1) RAS /Greg Minaker, ... - (1.) SEATTLE DCLU (1) OGRAN/ Dennis 'Mor 1) gan•.(1CONSTRUCTION /J. Fogarty (1) FIIRuu P hIT /venue g South er /set Seattle, WA 98108 RECEIVED t AY Parcel B - Permit 1647312 QUANTITY OF MATERIAL PULED 0 -100 cubic yards SUPPLIER Ocean DELIVERY TICKET NO. 54340 - _ MIX NUMBER AND PROPORTIONS 554W CEMENT 517 lbs WATER 255 lbs FINE AGGREGATE 1425 lbs COARSE AGGREGATE 2030 lbs (7/8") ADMIXTURE 5oz WRA DESIGN STRENGTH 4000 Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. -e-�c Gene L. Salter Construction Services Manager • .REMARKS X Cylinders made by PSI represenlalrve Cylinders made by Architect's or Contractor's representative Cylinders picked up by PSI X representative Cylinders delivered to PSI laboratory X Test results comply with applicable specifications Test results do not comply with applicable specifications TYPE OF FRACTURE. IF OTHER THAN CONICAL Phone: 206/762 -4664 Ut8 NO CUSTOMER NO a TYPE CusaNG DATE TESTED AGE DAYS COMPRESSNE STRENGTH. PSI 8449 30 -A 5/17/90 28 5750 -,8450 30 -B 4/26/90 7 3997 8451 30 -C 5/17/90 28 •- 5930 8452 30 -D F.C. 4/23/90 4 3555 8453 30 -E F.C. 4/24/90 5 ti 3750 • Specifications 4000 N�j Professional Service Industries, Inc. r Pittsburgh Testing Laboratory Division TESTED FOR: VAN MAREN CONSTRUCTION 18706 North Creek Parkway Suite 103 Bothell, WA 98011 Attn: G. Constantine /A. Van Maren. DATE: 5/17/90 4/23/90 4/24/90 4/26/90 LOCATION OF POUR: PT deck lines L to K. Parcel B. DATE POURED 4/19/90 TIME SLUMP. IN. 4.5 AIR CONTENT, % AIR TEMPERATURE, °F 58 CONCRETE TEMPERATURE. °F 67 DATE RECEIVED IN LAB 4/20/90 FIELD DATA SUBMITTED BY J. Schaible /R. MIX DATA SUBMITTED BY Ocean REPORT OF CONCRETE COMPRESSION TEST #1 to 1/7, Eddy COMPRESSION TEST RESULTS (NOMINAL CYLINDER SIZE i' a 12') FIELD DATA cc: (2) VAN MAREN /George Constantine & Art Van Maren (2) RATTI PERBIX CLARK /Ira Gross & Jim Robertson (1) RAS /Greg Minaker (1) SEATTLE DCLU (1) OCEAN/Dennis Morgan (1) CONSTRUCTION /J. Fogarty /se (1) FI BJ4u0 c Third / Avenue Souther • PSI A•200.2 PROJECT 14th .& NICKERSON Parcel B - Permit (647312 OUR REPORT NO.: 712 3043 QUA TITY of MATERT t PLACED 300 - 405 SUPPLIER Ocean DELIVERY TICKET NO. 54402 MIX NUMBER AND PROPORTIONS 55414 CEMENT WATER 255 lbs FINE AGGREGATE 1425 lbs COARSE AGGREGATE 2030 lbs (7/8") ADMIXTURE 5oz / 1001/ WRA DESIa STRENGTH 4000 Seattle, WA 98108 • cubic yards REMARKS X _Cylnders made by PSI repre stela l.ve Cylinders made by Arctaled s or Conlraclo s representative Cylinders pocked up by PSI representative X Cyknders delivered to PSI laboratory Test results comply with apotcabte X specdocahons Test results do not comply with — applicable specdKatoons TYPE OF FRACTURE, IF OTHER THAN CONICAL Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. Gene L. Salter Construction Services Manager Phone: 206/762 -4664 LAB NO CUSTOMER NO a TYPE CURING DATE TESTED ACE DAYS COMPRESSIVE — STRENGTH. PSI i 8442 29 -A 4/26/90 7 3650 8443 29 -B 5/17/90 28 6050 8444 29 -C 5/17/90 28 5940 8445 29 -D F.C. 4/23/90 4 3380 8446 29 -E F.C. 4/24/90 5 3710 8447 29 -F F.C. Hold Specifications 4000 TESTED FOR: VAN MAREN CONSTRUCTION 18706 North Creek Parkway Suite 103 Bothell, WA 98011 Attn: G. Constantine /A. Van Maren• DATE: 4/26/90 5/17/90 i�t Professional Service Industries, Inc. �' Pittsburgh Testing Laboratory Division LOCATION OF POUR: PT deck lines #1 to 4/7, M.5 to L. Parcel B. DATE POURED. 4/19/90 TIME SLUMP. IN. 4 AIR CONTENT, 96 AIR TEMPERATURE, °F 55 CONCRETE TEMPERATURE. °F DATE RECEIVED IN LAB 4/20/90 FIELD DATA SUBMITTED BY J. Schaible /R. MIX DATA SUBMITTED BY Ocean cc: /set PSI A•200.2 REPORT OF CONCRETE COMPRESSION TEST Eddy COMPRESSION TEST RESULTS (NOMINAL CYUNOER SIZE i' a 121 PROJECT 14th & NICKERSON OUR REPORT NO.: 712 - 906183042 FIELD DATA (2) VAN MAREN /George Constantine & Art Van Maren (2) RATTI PERBIX CLARK /Ira Gross & Jim Robertson (1) RAS /Greg Minaker (1) SEATTLE DCLU (1) OCRAN/Dennis Morgan �C (1) CONSTRUCTION /J. Fogarty (1) F I ,. �h,ro Avenue South • Seattle, WA 98108 Parcel B'- Permit 1647312 QUANTITY OF MATERIAL PLACED 200 -300 SUPPLIER Ocean DELIVERY TICKET NO. 54376 MIX NUMBER AND PROPORTIONS 554W CEMENT 5 lbs WATER 255 lbs FINE AGGREGATE 1425 lbs COARSE AGGREGATE 2030 lbs ,( 7/8 ") ADMIXTURE 5oz /100 WRA DESIGN STRENGTH 4000 Cylinders picked up by PSI X representative Gene L. Salter Construction Services Manager Phone: 206/762-4664 cubic yards REMARKS X Cylinders made by PSI representative Cylinders made by Architect's or Contractors representative Cylinders dewvered to PSI laboratory XX Test results comply with applicable specifications Test results do not comply with applicable specifications TYPE OF FRACTURE, IF OTHER THAN CONICAL Respectfully submitted, PROFESSIONAL SERVICE INDUSIRIES, INC. ua . NO CUSTOMER NO . TYPE CURING DATE TESTED AGE DAYS COMPRESSIVE STRENGTH. PS 8436 28 -A 4/26/90 7 3720 - 8437 28 -B 5/17/90 28 5840 8438 28 -C 5/17/90 28 5770 8439 28 - D F.C. 4/23/90 4 3235 8440 28 -E F.C. 4/24/90 5, 3680 - 8441 28 -F F.C. Hold Speclllcatlons 4000 DATE: 4/26/90 5/17/90 (1) Fima .hir8TY/ enue Southker /set v PSI A.200•2 ~�i Professional Service Industries, Inc. I � Pittsburgh Testing Laboratory Division TESTED FOR: VAN MAREN CONSTRUCTION 18706 North Creek Parkway Suite 103 Bothell, WA 98011 Attn: G. Constantine /A. Van Maren. LOCATION OF POUR: PT deck lines / #1 to 7, N.5 to M.5. Parcel B. DATE POURED 4/19/90 TIME SLUMP. IN. 4.5 AIR CONTENT, % AIR TEMPERATURE, °F 55 CONCRETE TEMPERATURE, °F 66 DATE RECEIVED IN LAB 4/20/90 FIELD DATA SUBMITTED BY J. Schaible /R. MIX DATA SUBMITTED BY Ocean COMPRESSION TEST RESULTS (NOMINAL CYLINDER SIZE 6' a 121 REPORT OF CONCRETE COMPRESSION TEST Eddy PROJECT 14th & NICKERSON OUR REPORT NO . 712-90618-3041 FIELD DATA cc: (2) VAN MAREN /George Constantine & Art Van Maren (2) RATTI PERBIX CLARK /Ira Gross & Jim Robertson (1) RAS /Greg Minaker (1) SEATTLE DCLU (1) nr:FAN /Dennis Morgan (1) CONSTRUCTION /J. Fogarty • Seattle, WA 98108 Parcel B - Permit #647312 QUANTITY OF MATERIAL PLACED 100 -200 cubic yards SUPPLIER Ocean DELIVERY TICKET NO. - 54353 MIX NUMBER AND PROPORTIONS 554W CEMENT 517 lbs WATER 255 gals FINE AGGREGATE 1425 lbs COARSE AGGREGATE 2030 lb$ (7/8 ") ADMIXTURE 5oz WRA DESIGN STRENGTH 4000 .REMARKS X Cylinders made by PSI representative Cylinders made by Architect's a Contractors representative X Cylinders picked up by PSI representative Cylinders det■vered to PSI laboratory Test results comply with applicable X speulrcalions Test results do not comely wrth applicable soecilications TYPE OF FRACTURE. IF OTHER THAN CONICAL Respectfully submitted, PROFESSI NAL SERVICE MDUMREES, INC. Gene L. Salter Construction Services Manager • Phone: 206 /762 -4664 CYLINDER NUMBER DATE MADE DATE TESTED AGE ' DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET No. 5 331 7/17 1 -2L{ — 1 6 TEMP. ( 13 85 0 4D 30 1 . 5 33�s ARCHITECT ( ) �r - y .2.5? CONTRACTOR t//e/LG f - 1 / //RK e.,4/p/7TC? G ,Pd.QT/L/4r< l ` Li- OCk3 50 9 0 5339 Ts ` ‘ 1-1 ,zY ` �1 ( Li q 7CO _S` 2Q TRUCK SAMPLED 124 TRUCK TICKET No, 607 6 p TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR p II WEATHER G'C8A/I TEMP. AT AT AM PM ENGINEER Cdh / . Hf/Ai ZS ARCHITECT ( ) TOTAL CONTRACTOR t//e/LG f - 1 / //RK e.,4/p/7TC? G ,Pd.QT/L/4r< DATE T/.i— 7/7 7/9C CERT. NO. ■3- .'3V DESIGN WEIGHTS PROJECT ." .I/./?v/C APT. ADJUSTED WEIGHTS CEMENT LOCATION 4,-7, 6 rA / /7v /f-1.4., 4L' c z":" BLDG. PERMIT NO. OWNER WEATHER G'C8A/I TEMP. AT AT AM PM ENGINEER Cdh / . Hf/Ai ZS ARCHITECT ( ) TOTAL CONTRACTOR t//e/LG f - 1 / //RK e.,4/p/7TC? G ,Pd.QT/L/4r< BATCH DATA FOR 1 CU. YARD' DESIGN WEIGHTS 9i, MOIST ADJUSTED WEIGHTS CEMENT ■' d FA. // 7 /'/2.J ¢ 3 C.A. d .Z030 WATER ZS TOTAL CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 N.E. 1261.. PLACE KIRKLAND, WASHINGTON 9003 6 12061823.9000 EVERETT 12061 299.0017 To' {-I Ai J .1-f A k (,4P (TO C. • PAR I R S ATTN• COPIES TO: es/ AL ASkii 67" THE FOLLOWING WAS NOTE FIELD TEST DATA HPI- PRODUCERS: CONCRETE AEA ADMIX &)O /r. r5" '' 4 o q� DESIGN STRENGTH 4 YO Q PLACEMENT AREA & NOTES ' S 6 n". rucCc. 11'41 i .r. 46 it. /7 {n . ,, ;e. 'YOr1n Q tO B ' h. L� . 5 l4 (., Or. gr4,QC.._ b- h - 3 A 4 .. L v ,KA IS it. G J: 4'o r clox/ sf :� COMPRESSIVE STRENGTH CEMENT d7 / fU S-- � — � INSPECTOR: SEE FIELD S 7 .F6 CD REPORT No -T' SIGNE N_ 60378 zc- cr�ee -r CU. YARDS PLACED '34 OCEAN August 22, 1990 Dick Barker Foushee & Associates .P. O. Box 3767 'Bellevue, WA 98009 RE: Fort Dent Dick: Sp.Gr. Cement 3.15 Bldg. Sand 2.73 3/4" x #4 2.81 Water 1.00 Entrapped Air @ 1 -1/2% W/C Ratio Slump .56 4" Ocean Construction Supplies Company 6225 E. Marginal Way S. P.O. Box 84728 Seattle, WA 98124 Telephone (206) 784.4800 RECEIVED RECEIVED AUG 221900 OCT 0 4 '1990 ruusritt & MSSOC. FOU,h a r+oo ul:. The following mix designs are being submitted for approval on the above referenced job. Testing of these concrete mixes shall be in conformance with ASTM Standards, with copies of all test reports being forwarded to Ocean Construction Supplies Co. The cement will be supplied by Tilbury Cement Company and will be in conformance with ASTM C -150, Type 1-II. The fine and coarse aggregates will be supplied by Construction Aggregates Ltd., State Pit Canada 2, and will be in conformance with ASTM C -33. The air entraining admixture will conform to ASTM C -260. This product will be supplied by W.R. Grace Company. Mix #504 3000 PSI concrete, 3/4" aggregate, non air entrained (structural) CONFOSIF TO DESIGN CONCEPT CO lgTODESIGNCONitrTNITH R E AS SHOWN 4.25 Li NONCONFORMING REVISE &„REMIT 1 II^ I tori 1 1 IIEFN IIEVIFWED FOIlli ?NERAQCONFORMANCE N'I I l I I rf S ION CONCFPI ONLY AND DOES NOT RELIEVE THE SUBCON. I NA I nrl. I•AFJBI(' : • • SUPPLIER OF :: PONSISILITY FOR CON. For, t4ANc'WITII DESIG INO 0 SPECIFICATIONS AU. OF 1611 HAVE PRIORITY d V '' UMENT DATE GUSH SOCIATES CO., INC. Foushee & Associates August 22, 1990 Page )!ix #504A 2500 PSI concrete, 3/4" aggregate, air entrained (sidewalks) Sp.Gr. Cement 3.15 Bldg. Sand 2.73 3/4 x #4 2.81 Water 1.00 AEA @ 1/2 oz /100# (5 %) W/C Ratio .54 Slump 4" If you have any questions contact me at 764 -4600. Regards OCEAN CONSTRUCTION SUPPLIES COMPANY Ted Bowman Technical Service Manager TB /blm Enclosure 46,e)4/ .4t61Li 5 W Ocean Construction Su Iles Company Wt. /Lbs. 470 1,395 1,940 260 4,065 Abs.Vol. 2.39 8.19 11.06 4.17 1.35 27.16 regarding this information, please KPFF �� /e ��zGtR Ilecep/oke ge4 Luc. ea ceedkj . .a;Aokel& Ae% 646-a-i- a40/ 4-2 tite76/ , hu;11) fi AS-io y.. ` January 9, 1990 Project No. 8907 -03G John C. Radovich Development Company 2000 124th NE, B -103 Bellevue, Washington 98005 Attention: Ms. Katie Greif Subject: Foundation Piling and Preload Recommendations Fort Dent II Building Tukwila, Washington Dear Ms. Greif: ASSOCIATED EARTH SCIENCES, INC RECEIVED CITY OF TUKWILA JAN 2 4 1990 PERMIT CENTER As requested by you, Associated Earth Sciences Inc., (AESI) has completed a subsurface evaluation and developed foundation and floor support recommendations for the proposed Fort Dent II structure. Our original scope of work was to have included recommendations for Fort Dent III, however, since that property has been sold, only the foundation requirements for Fort Dent II have been analyzed. Our findings and recommendations for Fort Dent II are outlined in the following sections of this letter. Other geotechnical related aspects of site and building development are addressed in a report prepared by Earth Consultants, Inc. dated June 19, 1986. Our report has been prepared for the exclusive use of John C. Radovich Company, Inc. (JCR) and their agents, for specific application to this project. Within the limitations of scope, schedule and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in this area at the time our report was prepared. No other warranty, expressed or implied is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. SUBSURFACE EXPLORATION Our field study included drilling a series of exploration borings to gain subsurface information about the site. A total of 4 exploration borings were completed, two in each of the proposed Fort Dent II (EB -1 and EB -4) and Fort Dent III (EB -2 and EB -3) building locations. (See Figure 1, Site and Exploration Plan). The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs attached to this letter. The depths indicated on the logs where 911 • 5th Avenue Suite 100 Kirkland, Washington 98033 (206) 827 -7701 conditions changed may represent gradational variations between sediments types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features shown on an undated site plan prepared by Linardic Design Group, Architects. The exploration borings were completed by advancing a 3 -3/8 inch inside - diameter, hollow -stem auger with a truck mounted drill rig. During the drilling process, samples were obtained at generally 2.5 or 5.0 foot depth intervals. The borings were continuously observed and logged by a geologist. The exploration logs presented in the Appendix are based on field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test procedure in accordance with ASTM:D 1586. This test and sampling method consists of driving a standard 2 inch outside - diameter, split barrel sampler a distance of 18 inches into the soil with a 140 pound hammer free - falling a distance of 30 inches. The number of blows for each 6 inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ( "N ") or blow count. If a total of 50 is recorded within one 6 inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N- value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split barrel sampler were classified in the field and representative portions placed in water -tight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. During the soil drilling and sampling process, the air within the upper reaches of the auger was also tested at minimum 5 foot intervals for the presence of explosive gases. This testing was prompted by the location of site within 1000 feet of the abandoned Renton Junction landfill. Our testing was performed with an MSA Model 2A Combustible Gas Indicator. No measurable quantities of explosive gas were observed with this instrument in any of the 4 exploration borings. SUBSURFACE CONDITIONS Subsurface conditions for the Fort Dent II building were interpreted from exploration borings EB -1 and EB -4, located within the building perimeter (Figure 1). Fill soils (those not naturally placed) were encountered in both borings EB -1 and EB -4. It is our understanding that the fill was placed years ago during construction of the Tukwila interchange at 2 Interstate 405. The fill ranged from 4 to 11 feet thick in EB -1 and EB -4 respectively and consisted of dry to moist, brown, silty sand and gravel, and sandy silt. The density of the fill ranged from loose to dense. Debris or cobbles /boulders were encountered in EB -1 in the upper 2 to 3 feet which forced the boring to be restarted. Large diameter gravel or cobbles were frequently encountered in the fill as evidenced by the SPT samples which were noted to be bouncing. As such, the relative density indicated by the SPT tests in the upper fill is probably higher than the actual relative density, due to both the gravel content and dessication of the silts contained within the fill. Additional debris may be encountered during construction. Since the quality, thickness and compaction of the fill materials was apparently not documented, the specific nature, extent, and uniformity of such materials are uncertain and unpredictable. Beneath the fill in EB -1, an approximate 5 foot thick layer of medium stiff, moist, brown to black, silt with abundant organics was encountered. Below this layer, and below the fill in EB -4, loose, moist, brown to grey, fine - grained sand was encountered to a depth of 22 feet in EB -1 and 21 feet in EB -4. Sediments below this layer consisted of loose grading to dense, saturated, brown to black, fine to medium grained sand. In EB -1, these sediments graded to dense at a depth of approximately 40 feet with only a slight increase in density with depth thereafter. In EB -4, the sediments graded to dense at approximately 37 feet, and were very dense at 53 feet. Heaving conditions were encountered in the sand in EB -1 and EB -4 below 37 -1/2 feet and 32 -1/2 feet respectively. Exploration borings EB -2 and EB -3, which were placed within the understood perimeter of the Fort Dent III building, exhibited similar soil conditions. FOUNDATION RECOMMENDATIONS We understand from the structural engineer, Mr. John Tessem of KPFF, that the maximum interior column dead load and live load will be approximately 240 kips plus 235 kips transient load. In addition, these columns will be subjected to a transient lateral load of 275 kips each. Other interior columns will have a dead load and live load combination of 240 kips without transient loads and perimeter columns will have a combined load of approximately 100 kips per column. The magnitude of the foundation loads and the presence of up to 40 feet of loose, saturated, fine - grained sand sediments creates a high potential for significant settlement of a shallow foundation system. In addition, AESI evaluated the subsurface sediments for their susceptibility to seismically induced liquefaction. Our evaluation indicated that the subject site would be characterized as having a high potential for liquefaction. To minimize the risks associated with settlement and liquefaction, AESI recommends that a pile supported foundation system be utilized. Full engineering analyses were performed for both driven timber and auger cast -in -place pile foundations as either type would be suitable for this application. However, after discussions and design team meetings between AESI, KPFF, JCR (Russ Keyes), and Foushee Construction, it was decided that timber piles would be utilized. Therefore, this report only provides design parameters for timber piles. Full -depth treated, timber piles, when driven to estimated depths ranging from 45 to 60 feet, should be capable of supporting loads on the order of 30 tons each. Driving should be performed with an air, steam, or diesel hammer developing a• minimum energy of 15,000 foot - pounds per blow. To achieve the required 30 ton capacity, the piling must penetrate 20 feet into the bearing stratum or to refusal in the bearing stratum. Since pile driving will densify the soil surrounding the pile tip and shaft, refusal may occur before the recommended minimum penetration is achieved. Due to variations in depth and density of the bearing sediments as indicated by our borings, pile lengths are expected to vary considerably. For these reasons, we recommend driving a series of test piles on the site to aid in estimating lengths and driving criteria for production piles. The driven depth into bearing of each pile may be adjusted in the field based on required capacity and conditions encountered during driving. Timber piling should have banded tips, with a minimum tip diameter of 8 inches and a minimum butt diameter of 12 inches. Batter piles may be used for partial resistance to lateral loads at the interior column locations. Additional lateral resistance would be provided by passive soil pressure on grade beams spanning between the laterally loaded pile caps (see "Passive Soil Resistance "). The lateral resistance for batter piles would equal the horizontal component of the axial load on the pile. The allowable vertical load on the batter piles would equal that for vertical piles (30 tons). Allowable design loads may be increased by one third for short term wind or seismic loading. Anticipated settlement of pile - supported structures will generally be on the order of one -half inch. Since completion of the pile takes place below ground, the judgment and experience of the geotechnical engineer or his field representative must be used as a basis for determining the required penetration and acceptability of each pile. Consequently, use of the presented pile capacities in the design requires that all production and test piles be inspected by qualified geotechnical engineer or engineering geologist from our firm who can interpret and collect the installation data and examine the contractor's operations. Associated Earth Sciences, Inc., acting as the owner's field representative, would determine the required lengths of the piles and keep records of pertinent installation data. A final summary report would then be distributed, following completion of pile installation. 4 PASSIVE SOIL RESISTANCE Passive soil resistance on grade beams which span between laterally loaded pile caps may be calculated using an equivalent fluid density of 400 pounds per cubic foot. For this passive resistance value to be valid, the grade beams must be embedded into and backfilled with structural fill compacted to a minimum of 95 percent of its maximum dry density as defined by ASTM:D 1557. SLAB -ON -GRADE FLOOR SUPPORT AND PRELOAD FILL We understand that the finish floor elevation for the slab -on -grade floor is currently planned at 27, up to 3 -1/2 feet above the existing site grade. Since portions of the site are underlain by compressible sediments, the additional fill may induce subsidence of the site, resulting in floor slab settlement and downdrag forces on the foundation piling. We therefore recommend that the site be lightly preloaded to consolidate the underlying sediments prior to placement of the foundation piling and floor slab. Preparation of the area to be filled should begin by stripping any vegetation or debris from the area. After stripping has been, performed to the satisfaction of the geotechnical engineer /engineering geologist, the upper 12 inches of exposed ground should be recompacted to 90 percent of the Modified Proctor Maximum Density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may . be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free - draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free - draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non - organic soil, acceptable to the geotechnical engineer, placed in maximum 8 inch loose lifts with each lift being compacted to 95 percent of the Modified Proctor Maximum Density using ASTM:D 1557 as the standard. Non - organic, onsite soils may be used for structural fill provided that their moisture content can be maintained near optimum and they can be compacted to the specified density. The top of the compacted fill should extend horizontally outward a minimum distance of 5 feet beyond the location of the building perimeter before sloping down at an angle of 2H:1V (Horizontal:Vertical). Following discussions with AESI and Foushee Construction, JCR (Russ Keyes) has optioned to place the capillary break layer on the structural fill prior to preloading to provide a more stable working surface during construction. This layer should be placed in the 5 upper 1 foot of the structural fill and should consist of clean, free - draining granulithic material. Once the structural fill is completed, the free - draining layer should be covered with filter fabric material to act as a separator, and then a minimum 3 foot high surcharge fill should be placed over the fabric. The surcharge fill may consist of onsite soil, track - rolled in place with the top sloped to drain. The surface of the surcharge material should be rolled with a smooth drum roller to promote rainwater runoff. The preload fill should extend 5 feet outside the building perimeter' before tapering down to grade at a 2H:1V inclination. To be effective in reducing settlement of the slab and downdrag on the piles, we estimate that the preload must remain in place a minimum of 60 days. If desired, AESI can monitor settlement of the fill to determine when the primary consolidation of the underlying sediments has been accomplished and the preload fill may be removed. Removal of the preload fill should be accomplished prior to placing piling. Care must be exercised during removal of the preload material, and excavation of the pile caps and grade beams to avoid contaminating the free - draining layer. If the layer becomes contaminated with fines, it may be necessary to remove the upper contaminated portion and replace it with clean, free - draining' material. Proposed fill soils must be evaluated by Associated Earth Sciences, Inc. prior to their use in structural fills. This would require that we have a sample of the material 48 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine - grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture - sensitive. Use of moisture - sensitive soil in structural fills should be limited to favorable dry weather conditions. The onsite soils generally contain significant amounts of silt and are considered moisture - sensitive. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free - draining gravel and /or sand should be used. Free - draining fill consists of non - organic soil with the mount of fine - grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. 6 . . • ' , ,• , . , , We have enjoyed , working: with you on this study and are confident Oat:. these recommendations will aid in , the successful completion of your project. :M you . should have any AUeStiOns ' further. Assistance please do not hesitate to call. Sincerely, ASSOCIATED INC. • BLB/lb B9077 DK12/26/8911) 0 1000 LO 0,0 : • * " • • • • • • • • • • . • • L ' L • • . . • „ . • • • • ••• EXPLORATION BORING LOG EB -1 $3111 SEDIMENT DESCRIPTION DIPTM 1 III $?A1MAM ~NAB ~ TANS wMwnw+ 1• !• 3: 40 ..._ -- Dry, becoming moist, brown, sand and gravel. (Fill) _ _ — 5 r . .. 10 r . r .. 15 . ED M .. 20 . b .01 L..J L.J t-_I 1=.J 1.._i t_ I I_t I l 1_! i t 1_1 B • 50/6 1 50/3 A .___ . Moist, brown to black, silt abundant organics. • • _ Moist, brown to grey, slit oxidized in some areas, fine grained sand. • • • • , • • • • — . Moist, becoming saturated with depth, brown - black, fine to medium grained sand with very thin interbeds of silty sand. Containing andesite and mica. Heaving sand conditions below 37/' • . " •• 25 . .. ... '-30 . .. 35 . . m • ■ A • Fort Dent II Southcenter Blvd. Tukwila, Washington. 8901-03G Aug. 3, 1989 1 BO ASSOCIATED E AATM •CIENCUS, INC N I EXPLORATION BORING LOG BB -1 (Cont.) MdVYO „In SEDIMENT DESCRIPTION DIPTM I I s e MINOAN, MNaTRATNfN Mf1ATANCI MMi�M1 10 30 30 40 p. Grading into black, medium to coarse. grained sand with gravels at 474' Grading into slightly silty, fine to medium grained sand at approximately.. 63' " 45 .., 50 r. _ — 55 E —60 - .. I I I - I • • • • • • B0H 64' B- Bouncing NR- No sample return in sampler Note: Drilling with water below 371' .. 65 - ,••70 . —75 . , . Fort Dent' II '. ' Southcenter Blvd. Tukwila, Washington. 8907=03G-' ' Aug . 3, 19891 40 ASSOCIATED EARTH SCIENCES, INC EXPLORATION BORING LOG EB -2 L ~ SEDIMENT DESCRIPTION DEPTH STANIAQO fINITIATION III /HTANCI K...,,... 10 20 3. 40 Dry, brown, silty sand and gravel. (Fill) I • 65 Moist, grey - green, sandy silt. 5 (Fill) T' 1 1 1 • • _ —. Interbedded, moist, brown to black, peat and grey peaty silt. • 10 • — _.. Interbedded, moist, brown to grey, silt, sandy silt and fine grained sand. Containing minor wood pieces. 15 I I I I I I I I • • - Moist, becoming wet at approximately,. 23 feet, brown-grey, slightly ... 20 oxidized, slightly silty, fine grained sand. - • .. Wet to saturated, dark brown, •- 25 becoming black with depth, grading interbeds of fine to medium grained sand and medium to coarse sand. - Containing occasional lenses of silty fine to medium sand'and silt. -� Sand containing andesite and mica. .30 Heaving conditions below 271' - ■- 35 - • • • 8907 -03G. =• Aug. 1, 1989 Fort Dent III Southcenter Blvd. ASSOCIATED Tukwila, Washington. EARTH SCIENCES, INC EXPLORATION BORING LOG EB -2 NdVVVO !MI SEDIMENT DESCRIPTION DtPTN 1 I ' $YAIMAM PSNSt AT10M US t IITANC 10 :• 30 40 As above • 45 50 55 60 65 I I • I I Saturated, grey, medium to coarse grained sand with gravels and occasional wood pieces. • • 1 • NR Saturated, dark grey, weathered siltstone with coal bits. 50/3 . BOH 68' B Bouncing * Rock in driveshoe NR No sample return from sampler. Note: Drilling with water below 271' 70 75 Fort Dent III Southcenter Blvd. Tukwila, Washington. 8907 -03G: , Aug. 3, 1989 180 ASSOCIATED EARTH IASI SCIENCES, INC EXPLORATION BORING LOG EB -3 Mdr110 sun SEDIMENT DESCRIPTION DEPTH ' STANDARD MIMTIIATION IIIANTANCt NNMitMt 10 20 30 40 Dry becoming moist with de silty sand and gravel; grey, silt; and slightly silty fine to medium sand. (Fill) 5 10 15 20 25 30 35 ---1 I i- L-J u I_ _ I l__.! i • 1_1 u ■ I I •- u - t I r _ 1 • •co Interbedded, moist, brown, silty peat and brown -grey, slight oxidized, peaty silt. •---� • • • • • • Moist, becoming saturated, brown, becoming black, slightly oxidized grading interbeds of fine to i grained sand and medium to coarse grained sand. Slightly silty in some areas. Containing minor wow.. pieces ans andesite and mica. • • • • • 6 4 Fort Dent III Southcenter Blvd. Tukwila, Washington. 8907-03G: ' Aug. 4, 1989 ASSOCIATED EARTH •CIIENCES, INC \ / EXPLORATION BORING LOG EB -3 L i to to g SEDIMENT DESCRIPTION DEPTH • TOATION SMTANC11 N1111 M • weirs,.... to SO SO 40 As above - - m .- 45 - _ -- 50 - ■- 55 - _ - -. 60 - - 65 - - 70 I • I - • :I: • • I I I I • • Saturated, black -grey, grading interbeds of fine to coarse sand with gravels. Slightly silty in some areas. Containing occasional 4 inch thick lens of silt. , - • _ • • 50/2 Saturated, grey, silty fine to medium sand with shell fragments. - - BOH 73+' B - Bouncing - 75 - 4 Fort Dent III Southcenter Blvd. Tukwila, Washington. 8907 -03G ' Aug. 4, 19891 BO A ASSOCIATED EARTH Rai SCIENCES, INC . EXPLORATION BORING LOG . EB -4 • i SEDIMENT DESCRIPTION DEPTH J e . TI • STANDAR* MIMTRATION MSISTANCS 10 20 30 40 Dry becoming moist, brown, sandy silt and silty to slightly silty fine to coarse grained sand with gravels. (Fill) 5 10 15 20 25 30 35 j. j I -• • • I I T I T 1 1F. I ' I I 56 • Moist, grey, fractured sandy silt. (Fill) • . Moist, brown to grey, slightly oxidized fine grained sand. • • • . .. Saturated, dark brown becoming black, fine to medium grained sand with minor wood pieces. Containing andesite and mica. Heaving conditions below 321' • NR • . Fort Dent II Southcenter Blvd. Tukwila, Washington. 8907-030;' 'Aug. 4, 1989' eA ASSOCIATED EARTH SCIENCES, INC EXPLORATION BORING LOG EB -4 (Cont.) ~ SEDIMENT DESCRIPTION OMITN ' : I I STANSA M MNSTMUON MSNITANOS w...n... 1 • _• 31 49 As above I • Saturated, grey, slightly silty, fine to coarse sand. Containing occasional shell fragments. 45 50 I • 1 ■ • ■ 89 BOH 54' NR- No sample return from sample tube. Note: Drilling with water below 324' 55 60 65 70 75 ■ _ Fort Dent II • Southcenter Blvd. Tukwila, Washington: 8907 -03G: t Aug. 4, 1989, Bob ASSOCIATED EARTH SCIENCES, INC WW1 River N FIGURE 1: SITE AND EXPLORATION PLAN 'FORT DENT ` 111 EXPLANATION • ES-1 Exploration Boring Approximate Looetlen Apprexl coati Seale in Feet JANUARY MO PROJECT NO. $03 -050 AuOCIATED ■APITM • •CIIINCE8, INC . . 803 • $th Avenue, Kirkland, Washington 98033 Prepared for Prepared by : Fort Dent II Tukwila, Washington Structural Calculations JCR .DeVelopment •Company KPFF Consulting Engineers February 20, 1990 STRUCTURAL NOTES CODE REQUIREMENTS: All design and construction shall conform to the requirements of the Uniform Building Code, 1988 Edition. DESIGN LOADS: In addition to the dead loads, the following were used for design: Roof Floors: Offices Corridors, stairs Parking floor Sidewalks and driveways Allowable soil bearing pressure Retaining walls Earthquake and wind forces are resisted by braced frames. SEISMIC. i OADS Earthquake design is based on the following: Building: V - Z1 W - Base Shear - : Kips -- N -S Dir. Rw _'rjefd : Kips -- E -W Dir. Where: Z - 0.3, Zone 3 - 1.0 C - 2.75 Rw 8 W - total dead bad Elements of the structure and nonstructural components: Fp Where: Z - 0.3, Zone 3 I - 1.0 Cp -0.75 Wp - weight of portion of structure or component WIND LOAD$: Wind design is based on the following: 1988 UBC: Exposure B, 80 mph -- P - CeCgQsi Where: Ce - See UBC Table 23G Cq - Se. UBC Table 23H Qs -17psf I - 1.0 • 2 5 psf LL 8 0 psf LL + 20 pat partition bad 10 0. psf LL 50 psf 250 psf LL psf �TaO" pcf (equivalent fluid pressure) unrestrained ZICpWp STEEL REFERENCE SPECIFICATIONS: Structural Steel - AISC- Specification for the Design, Fabrication and Erection of Structural Steel for Buildings - 8th Edition High Strength Bolts - Specification for Joints using ASTM A -325, 1980 Edition Welding - AWS D1.1 - 86 AWS prequalifled joint details Welder Certification - Washington Association of Building Officials (WABO) Steel Joists and Bridging Steel Decking STEEL MATERIALS: Structural Steel, unless noted otherwise Connection material, embedded items channels, angles, base plates, and misc. steel Structural Tubes Steel Pipe Structural Bolts Anchor Bolts, unless noted otherwise Threaded Rods Welding Electrodes Headed Shear Studs Standard Specifications of the Steel Joist Institute Steel Deck Institute, AISI- Specifications for the Design of Cold Formed Steel Structural Members ASTM A -36 ASTM A -36 ASTM A -500, Grade B ▪ ASTM A -53, Grade B ASTM A -325 -F ▪ ASTM A -307 ▪ ASTM A -36 ▪ E7OXX ASTM A -108 STRUCTURAL STEEL: Structural steel design, fabrication and erection shall conform to the requirements of Chapter 27 of the Uniform Building Code. All members are to be erected with natural mill camber or induced camber up, unless otherwise noted on the plans. Substitution of member sizes or steel grade will not be allowed without prior approval of the Architect. . Bolted connections are to be of high strength ASTM A -325, unless noted otherwise. A minimum of two bolts is required for all beam connections. The minimum weld size shall be 3/16 inch, unless noted otherwise. Connections are to be as shown on these drawings. Alternate connections will require prior approval of the Architect. • METAL DECK: Steel deck shall conform to ASTM A -446, Grade A minimum and have a minimum fy- 33,000 psi. The galvanized coating shall conform to ASTM A -525, G60, or G90 where left permanently exposed. Minimum deck gages are shown on plans and are based on 3 -span, unshored conditions. Heavier deck gages may be required for conditions other than these, depending on manufacturer. Other deck gages shall be submitted to the architect along with a veld' ICBO report for approval prior to shop detailing. Deck welding shall be in accordance with AWS D1.3 -81, "Specification for Welding Sheet Steel in Structures Contractor shall provide closure plates, flashing, and all miscellaneous light gage metal shapes necessary to complete the work. The minimum end lap shall be 2 inches centered over supports. The minimum bearing required shall be 2 inches. kpff consulting engineers wattle washInglon loco llon client c hecked dote 114111 no. lob no. twivi ,h9t 10a041 T vea/ ke4f4 benv� �L „ tee, / � /� ��a /�e� l am/ PsP W 4c1 z 2 /ee/ / loyA once 670f2o p7/4�l01s 7 AZ7/° 1.0&7 ,4eat/i FL - I %z” ncek /dec 4 fee/ 0 /6.2/ P� hmt. tfrtedh , i/w/AvAl,, ce; /49 Q9 7tt) /o /0 s2 y5P . ss _ 00 IxP kpff consulting engineers mottle woMinglon Protect loca tion client meta / / 6 10 cMek d data job Wee/ Nh k4 ° &hr %e . 604v61/e,I7 /7,/p. � / _ /0 25 / �, 1 = 7.1q 1 7L7 S '/ .5' j/ / oW /049'/4 — Ptr 7 --= 166 • hr, = /00 ( _ wo gyp Pe6 g 4 'ee/o' 7E. 7 p3/5*, / coo p Z�l k 20 k 7 /6 k 18 k 4 .1 l� 1C Z /Go / k /1/4x a, l0 I< 1 Io k. l K l 0 K / 2.f VI, 7 2,g %/4 2,5 \/ Z5 VS / u S = 7 kpff consulting engineers swathe Washington loco fion cNonl a dcft dr*ko o dohs shoot no. lob no. rk29/1, teabd.'ot? 1Q= Doe (4- -No) la -Op n.f (/ = 4/0 0 a3 �`� (me) _ _ o.G " 7� t L`� ,ka /1 /c<d/eiq /\?7° : .-55/ p5f 2e; 4r/I1'Fdtl'rPe dadde /0 (31 = do ' � - IP PIA 1 psi r1(e;le e/ %l l - io (6,60 kpff consulting engineers aottle wcrhinpton Poled location client dots chocked dote lab no. th&.7o4 %) — 2ya �o /2x tt. WILX1Ll .C WI4x l2 s p5 =0.7 /te (00:Wo)to o S CE i) (n) /305f? 4 SO 1-4/014. //Le Afofface T %ate4 €6.104i= ked, diedeme: aga z6.45 54'1 z-7 / 05° t • Number of Rows of Bridging Oletances area Span Lengths (up* "Definition of Span" above) Choral Slat 1 Row 2 Rows 3 Rows 4 Rees' 5Rowe' 81 Up IAN 16' Over 15' Ihru 24' Over 24' Inru 26' 02 Up Mw 17' Over 17' thou 25' Over 25' thru 32' /3 Up thru 16' Over 16' thru 26' Over 26' tnru 36' Over 36' uru 40' 04 Up lbw 19' Over 19' ttuu 26' Over 26' thru 36' Over 36' Doti 46' 55 Up guy 19' Over 19' Ihru 29' Over 29' Ihru 39' Over 39' Doti 50' Over 50' thru 52' 56 Up MN 19' Over 19' thru 29' Over 29' thou 39' Over 39' !Nu SI' Over 51' MN 56' 17 Up thru 20' Over 20' thou 33' Ova 33' thou 45' Over 45' Div 56' Over 51' Ihru 60' 13 Up thou 20' Over 20' thou 33' Over 33' thou 45' Over 45' !Nu 56' Over 55' thou 60' 09 Up thou 20' Over 20' thou 33' Over 33' thou 46' Over 46' to a 59' Over 59' On 60' OW Up truu 20' Over 20' Ihru 37' Over 37' tnru 51' Over 51' tnv 60' 111 Up thou 20' Over 20' thru 36' Over 36' thru 53' Over 53' trvu 60' 1/12 Up Mru 20' Over 20' thru 39' Over 39' Ihry 53' Over 53' Uvu 60' 'Lost dogit(si of fast deognnan shown in Load Tables. **Where 4 or S roes of bodging are required, a row nearest the rnidspan of the joist shall be diagonal brldgrng with boned connections at morels and intersection. Sizes of Horizontal Bridging Slse Minimum Joist Splicing 'h m 3' -0" L 1 x 1 x 7 /d• 5' -0" L 1'/4 x 1 1 /4 x 7 /54 6' -3" L 11 x 11/2 x 7 /64 7'-6" L1 x Vs 8' -9" L 2 x 2 x '/s 10 -0" VULCRAFT K SERIES / GENERAL INFORMATION --� 4o/4r gei74/ni4. frs/ ECONOMICAL HIGH STRENGTH DESIGN K Series open web steel joists are designed in accordance with specifications of the Steel Joist Institute. ACCESSORIES see page 27. 14 SJI SPANS TO 60' 4" NOTE: FOR SPECIFIC WEB CONFIGURATION AND DETAIL DIMENSIONING PLEASE CONTACT VULCRAFT. PAINT — Vulcraft joists receive a shop -coat of high qual- ity rust inhibitive primer whose performance character- istics conform to those of the Steel Joist Institute specifications 3.3. SPECIFICATIONS see page 19. DEFINITION OF SPAN SPAN L 2W t STANDARD BEARING ..a•■ 4" 4" (DESIGN LENGTH - SPAN — 0.33 FT.) J 4" L STANDING SEAM BRIDGING: The bridging table at the left was developed to support the top chords against lateral movement during the con- struction period. It is then intended that the floor or roof deck will laterally support the top chords under a full loading condition by meeting the provisions of Section 5.8 of the specifications. Most standing seam roof sys- tems will not adequately brace the top chords laterally with the number of rows as required by the bridging table. We therefore, recommend that when standing seam roof systems are specified, the designer employ a note to have the joist manufacturer to check the sys- tem and to provide bridging as required to adequately brace the top chords against lateral movement under a full loading condition. j1f' UPLIFT BRIDGING: Where uplift forces due to wind are a design require- ment, these forces must be indicated on the contract drawings in terms of net uplift in pounds per square foot. When these forces are specified, they must be consid- ered in the design of joists and /or bridging. A single line of bottom chord bridging must be provided near the first bottom chord panel points whenever uplift due to wind forces is a design consideration' 'See Section 5.11 of the specifications. 4 STANDARD SPECIFICATIONS / FOR OPEN WEB STEEL JOISTS, K SERIES 5.4 BRIDGING Bridging is required and shall consist of one of the fol- lowing types: (a) Horizontal Horizontal bridging shall consist of two continuous horizontal steel members, one attached to the top chord and the other attached to the bottom chord. Each attachment to the joists shall be made by welding or mechanical means and shall be capa- ble of resisting a horizontal force of not less than 700 pounds. The ratio of unbraced length to least radius of gyra- tion (!!r) of the bridging member shall not exceed 300, where I is the distance in inches between attachments and r is the least radius of gyration of the bridging member. If the bridging member is a round bar, the diameter shall be at least 1 /2 inch. (b) Diagonal Diagonal bridging shall consist of cross - bracing with 1/r ratio of not more than 200, where I is the distance in inches between connections and r is the least radius of gyration of the bracing member. Where cross - bracing members are connected at their point of intersection, the 1 distance shall be taken as the distance in inches between connec- tions at the point of intersection of the bracing mem- bers and the connections to the chord of the joists. Connections to the chords of steel joists shall be made by positive mechanical means or by welding. (c) Quantity In no case shall the number of rows of bridging be less than shown in the following table. Spaces between rows shall be approximately uniform. See Section 5.11 for bridging required for uplift forces. Dowd I ter New Sara I1 Up taw 16' 0ry 16' Ow 24' 12 Up OUv 17' oat 17' nw 25' 13 Uv Ow 11' Oro 11' On 29' M Up Mot 19' Ora t9' Co 29' IS Up tiro 19' Oren t9' On 29' 4 Up Ow 19' Over 19' Wu 29' 01 Up Ura 20' Oat 20' Ow 33' A 119 Ow 20' Ow 20' Mb/ 33' A Uo ow 20' Net 20' 1Mu 33' CO Up tans 20' Ora 20' Ovu 37' 01 Up ttw 20' Net 20' lion 39' 012 Ors ttw 20' Oat 20' Milt 39' Number of Rows of Bridging*** Distances are Span La,ngths (Soo "Definition of Span" In front of load table) 3 4 Mrs floor' Ow 24' ow 21' O.v 2S'lbw 32' Owr21'Ow31' ow 2r( (vu 31' Ow 29' MN 30' Onr21'Oru31' Ow 33'tMU 45' Owr 33' Itw 45' Oar 33' Owe 4' Ow 37' tem 51' ear 31' Oyu S3' Ow 31' On 53' Oaer 31' Ore 40' Ow 31' Ow Q' Ow 30'IMU50' Ow 39' Ow 51' 0wa5'Ow51' Ow 45' eve 51' Oat M' ewe Se' On, SI' U, n 10' Ow 53' 9vY 10' Over 53' Ow 60' Ow 50' On 52' Ow31'On56' Ores 51' On 60' Ow 51' Pau 60' Ow 59' Wu 60' • fast tabelll 01 iaa dngnelron shout m lead TU NG •• won I er S ran Mersa are mew *. a toms eat 9r nrd•soan 0l 1M Ipra We be shrapnel bedtime mob 001160 conembons el chore and htlnKL0n. ••• 5n swoon 511 let sldoonel bodging reused to WOaa dope. 5.5 INSTALLATION OF BRIDGING All bridging and bridging anchors shall be completely installed before construction loads are placed on the joists. Bridging shall support the top chords against lateral movement during the construction period and shall hold the steel joists in the approximate position as shown on the plans. The ends of all bridging lines terminating at walls or beams shall be anchored thereto. 5.6 END ANCHORAGE (a) Masonry and Concrete Ends of K Series Joists resting on steel bearing plates in masonry or structural concrete shall be attached thereto with a minimum of two % inch fil- let welds 1 inch long, or with a 1 /2 inch bolt. (b) Steel Ends of K Series Joists resting on steel supports shall be attached thereto with a minimum of two 2 /e inch fillet welds 1 inch long, or with a 1/2 inch bolt. In steel frames, where columns are not framed in at least two directions with structural steel mem- bers, joists at column lines shall be field bolted at the columns to provide lateral stability during con- struction. (c) Uplift Where uplift forces are a design consideration, roof joists shall be anchored to resist such forces. 5.7 JOIST SPACING Joists shall be spaced so that the loading on each joist does not exceed the allowable load for the particular joist designation. 5.8 FLOOR AND ROOF DECKS (a) Material Floors and roof decks may consist of cast -in -place or pre -cast concrete or gypsum, formed steel, wood, or other suitable material capable of support- ing the required load at the specified joist spacing. (b) Thickness Cast -in -place slabs shall be not less than 2 inches thick. (c) Centering Centering for cast -in -place slabs may be ribbed metal lath, corrugated steel sheets, paper- backed welded wire fabric, removable centering or any other suitable material capable of supporting the slab at the designated joist spacing. Centering shall not cause lateral displacement or damage to the top chord of joists during installation or removal of the centering or placing of the concrete. (d) Bearing Slabs or decks shall bear uniformly along the top chords of the joists., (e) Attachments Each attachment for slab or deck to top chords of joists shall be capable of resisting a lateral force of not less than 300 pounds. The spacing shall not exceed 36 inches along the top chord. 23 STANDARD SPECIFICATIONS / FOR OPEN WEB STEEL JOISTS, K SERIES (f) Wood Nailers Where wood nailers are used, such nailers in con- junction with deck or slab shall be attached to the top chords of the joists in conformance with Sec- tion 5.8 (e). 5.9 DEFLECTION The deflection due to the design live Toad shall not exceed the following: Floors: 1/38o of span Roofs: 1/380 of span where a plaster ceiling is attached or suspended 1 /240 of span for all other cases. The Specifying Authority shall give due consideration to the effects of deflection in selection of joists. 5.10 PONDING Unless a roof surface is provided with sufficient slope toward points of free drainage, or adequate individual drains to prevent the accumulation of rain water, the roof system shall be investigated to assure stability under ponding conditions in accordance with Section 1.13.3 of the AISC Specifications' The ponding investigation shall be performed by the specifying engineer or architect. •For further reference, refer to Steel Joist Institute Technical Digest No. 3, "Structural Design of Steel Joist Roofs to Resist Ponding Loads," 5.11 UPLIFT Where uplift forces due to wind are a design require- ment, these forces must be indicated on the contract drawings in terms of net uplift in pounds per square foot. When these forces are specified, they must be consid- ered in the design of joists and /or bridging. A single line of bottom chord bridging must be provided near the first bottom chord panel points whenever uplift due to wind forces is a design consideration' • For further reference, refer to Steel Joist Institute Technical Digest No. 6, "Structural Design of Steel Joist Roofs to Resist Uplift Loads" 5.12 INSPECTION Joists shall be inspected by the manufacturer before shipment to insure compliance of materials and work- manship with the requirements of these specifications. If the purchaser wishes an inspection of the steel joists by someone other than the manufacturer's own inspec- tors, he may reserve the right to do so in his "Invitation to Bid" or the accompanying "Job Specifications." Arrangements shall be made with the manufacturer for such inspection of the joists at the manufacturing shop by the purchaser's inspectors at purchaser's expense. 24 SECTION 6. HANDLING AND ERECTION' Care shall be exercised at all times to avoid damage through careless handling during unloading, storing and erecting. As soon as joists are erected, all bridging shall be com- pletely installed and the joists permanently fastened into place before the application of any Toads except the weight of the erectors. Many joists exhibit some degree of lateral instability under the weight of an erector until bridging is installed. Therefore, where three or more rows of bridging are required by the table in Section 5.4 (c), caution shall be exercised by the erectors until all bridging is completely and properly installed. Where four or five rows of bridging are required, each joist shall be adequately braced laterally before the next joist is erected and before any loads are applied. Hoist- ing cables shall not be released until support has been provided by a row of diagonal bridging nearest the mid - span of the joist and the bridging line has been anchored to prevent lateral movement; where joists are bottom bearing, their ends must be restrained laterally. During the construction period, the contractor shall pro- vide means for adequate distribution of concentrated loads so that the carrying capacity of any joist is not exceeded. Field welding shall not damage the Joists. The total length of weld at any one point on cold- formed mem- bers whose yield strength has been attained by cold working, and whose as- formed strength is used in the design, shall not exceed 50 percent of the overall devel- oped width of the cold- formed section. • For thorough coverage of this topic, refer to SJI Technical Digest #9, "Handling and Erection of Steel Joists and Joist Girders" kpff consulting engineers mottle washinglon WSW bcollon client oo 1€rr19/7 tad . chocked dot. 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A/ L = / ' -Q --. 4 ? /.5 = fl,77 " zoo hee /low A / . //\ . P/kw. %C y.N/ /Z POW location cNMt 7'p zoa k =1 4/4( 45f - # It (I2) Pp - Ng- bo It_ ( ) -Pp /2/7 7 = L9 -o,y8 rz (z) 0.7e5 /98.7 $.75 13. �P -5.qa w dots / bo choched dots 2 01" 77.E /6.0Z °� I.9g 766 i5.y9 /7e 1.1c1 e0,9 /a;3/ lye ,< I.37 Il” 11 1 • lly.7 11.03 o y 1.13 //7.7 /o.c) a,07 '-/ 170.6 4 441 Zte o.61 IA 4•0 178 5,"7 ll..ri Q L=1 _ /. 7 'l 0 l(,o ANN no. lob no. €279 kpff consulting engineers wattle waihington glob , location client L • / /r'f' lf) c dais lob no. lan av,��/ do/a/04 UT O/' 6c7 Vp/ZP 4/or cY\ k/F6> PL - 1 - 1-L G�tGLf EQ(A^ W kpff consulting engineers f.attls woMlnpton la/eed PG5*1 . 7 prof ct locollon ctlanl • A • 5l , a2 1 1U2�5/�`1 .4l N. � �Q� = dat. /2//e/61 . r "/ chocked doh Moot no. lob no. kpff consulting engineers swath* WaMington location client rio7P Level / Viz meia/deCl 26- FsP. see l /0/e-A 1.4- tip / ho/-2. * co.A . i'vu/ /f/?f? •9 X lo n2eeh. / e. 3 hiv4e boile, z ole- -- ex,i(p)*2 s c/S.41.9 Ilzie-ii 6- Iftlezie7 chocked data ri /D 66- P • gob no. kpff consulting engineers wattle washing ►on Hcam 4ceq Z y 5 7 fy2/ . / 5 y 7 nOOP. 6005 /20 7C 40.5 7Z /c/2 /I /S Z� �O /5 /6 W 5 3 oce-g goo° y�3g lee ZZc 759 ./ Z2S 0 z 4Goo 4538 9 lab 750 7 22� Ioea ►Ion client A /'5 n. �. /66 /91/ �In heq. A . x � nt. ye7 k 2/0.75 Z2,6 /46 Roe .0 ise oft choekod dole /02/1/2 /f Z/66 e /qo 2750 • ,hoot no. 7Q lob no. kpff consulting engineers tattle wothinglon p,ol.ct location client or ckit. /e7 ch.ekd dole shoot no. lob no. &?se 4w\ — zle. \A/ pukte gw o,0o)2, - v1/ o, 103 v---o./o =31 / Ve/4w, 44w ho4 . 1/= ,llk F c o ( 7Q'/' ee) lArki 0\// . hX . wX w-h . /-2004 yoZ (oi) % Rw 7 CO/e/ 4 6 Fx . OTM Ca#1,41 /WY f�,o / 1/ k 16. 0278 k 26%0 aloe; 12.f/1 0. 150 /ZG Ili .gl- ate./ 1 7q yl610 k I = I.0 , 0/11, 1.2s 2,7c Tz /3 ta ,afrgeW 7 = pt (L07 2!g 42C 'Sg ugh whc — P — I q, / kpff consulting engineers NottI* washington wallet location client Gth.90/ /4/64) 694/w/V404 shoot no lob nc. ChScIW dale 17,7 / = /.0 eo ,npti kJc D. ? o - o ' d, g 201_ eX ,bre f� • 1, ? -'' vet'. 0.7 I 04 `JC `I Z . z 4.1 4//57/, aO i s — a , zefo v,q k F n7") Z'io l 6- (1'3) = q a.zl �.e Or-eai= 1351-/ « "M ) EQ. CrTM 1 Lj NNW NNW .'�+ MIN ME+ Ei EQ 694 ;E �j2 /5rNl A/'2 - f-2 floePS q /< cliilol &dee, , T�(.P/'2Tcr`2, 4256.6/ tUitS pAl.ea/i Aka e.614/4/‘ wi�to/ � �LY�� PA S Gv/�� . kpff consulting eng veers wattle Washington V IZTAL. Fes. L location dlsnl 9 � y Nex/e Tke 7/ 4/e .11,11 94Caf 712 azhaN1 ee4 A o72 ea:.7ei' eii7L wadi MP geeli,A1e €,T7 X =/2& , y _ edea/a7em✓ eeee' het -- ex — /f .1 - nag 4'‘,1qr? eeemk,'d -- 12, f ' e,- = 2,e = ho,*an47J Akhfho4, VP/ Vroevo,J gx gxq /7o -4- dw.//tillo chiseled data shoot no 3Z lob no. kpff consulting engineers wattle Washington polect location ctl.nt w data chocked data shoot no. lob no. H = 2 [a 2 i-o - Q • 2 eQ y - p /1e V s m - yT4ie /Z 73Z� 73Z 1/ 2 /7g v',es © >C Vrcp s 0 h /1 /1 // u o r l ) 40 = 97 k oti � o') /6.77 7 3ZS . 11 11 /1 11 -2./7" /066 1088 73Z' gewr GC-vet-3 kpff consulting engineers seafllo washington locollon by dote client chocked doh sheet no. lob no. vUheal f halkom . lys'7 level F FieX X'Cc 56k 12y7 k -I / i0 /c 3! l k T6/1P 944/T h /5 li/l/Ig ueW C4z2Q Atee5 @ 6Ald T /' Zi. q k > t '/7 20, 25' -U 2g 1-4 ?A /4x'7 >x�e Vroz • 6 64-arit,)x yy T + Vit 60 \ 23 a; ire • 2Hl k 2y kpff consulting engineers wattle washington �- k e6z �i Fiwirte 0e9.v1 �e5ig ��yt-e oii . /x10/ 7-- L/ Pray\ ive,et /- k pr*Nct location client 7 seChDn — WZ /X 7f-, Pb - 26 _ /7 0/ AS) / = x.02 by dot. Pt dot. 2/ M load4q /.V k L.C, - 1 2 1(7 (2 ')o(ao 1,q1 /?1 '. 7; sheet no. lob no. '.oz- 7L /2%) = /,3/ < 1.33 1g,0 // (off.) /Zi/ kpff consulting engineers Natlle washington Poise location client by data caseload dots meet no. Job no. Pkqe.e 9.1 2Z0 -- /O( /G. IN• 7-0 ---- 3,/ " /.W I = Wi - i o n - --� _L _ l _ 9, y7/ �allaw /.�3 (2q5 *) = 2ZZk > 21.1 () 1. 7 / L - �3 .90 — 6 /c) 5,2 Z(///,55) /s• (215k) z841 k >, 232. (off) ��P TS /2. xi /z kpff consulting engineers Lail. washlnpton POW location client eh.ekd doh shoot no. lob no, 5/wee Cow �� /y4 Faike eo /1ea/` , dr /c/ k - 7.Z. Zl k/ axial sit & f , m)eb z/ f� 4044, Al ✓7 7 /1S -- g = i.' iq) =,6 P= l.s(Rq) 2g1 if G&Re A&t) Z 2/ 6-Q (/0)-%" !6 4,2c-F fiGteS we b/ o fry col, Re R = y(`160i6" = 297 k » 99.69 i)k) ;.; 2:R'i:Ar z.... :4'Y' "" 4 ". v"*"-',;)-1P.,‘.:„"..:,..'..T , !''';6'.41. ,, , , '`;' .:;.... i',...,..''..! ';',...yf.4;7;,,,:',..C.i;);1.1,',.;:2;i'61,^111'16'...9.,..4,..f.tilgi,;;::, '..;'. • . :I, • •.* ' • ,. ...,....!....:,......0, }..Y,4',..1....b.!,,..,,.!..4.5,..1,t-.1.,4,,,,;,%;,,..0,:,.,:,i0.."1....A; ,...:,',1,,i q.. . , ,...• .7 , ....r.,.y.'4. i,„ g+ ,.. 4.} :.,,,,, ,...,,, , ",.....:. . , ... ... ... , „..,„.,..,-,,,,,,..7::,.....*Al.„:,,`,:t:,:f:',4"..r.:,', ,` '..,- .1,..• l' /,' 0 'g'4 ' ' ' e ';''' , 'N''''''''''" :6? ' '''''''. ' '''''''' '''."'"'"' . , .. . . kpff consulting ongineet'S wattle washington loc ation client bl dote Checked dale sheet no. tab no. 0 0114 Pe , P tridu k rioqx 'IT k I7VQJ 4echo,ei vv/0)(//z_ 2,G8 I ?L '(/ a) -= O, 4-/ -4 /8.12- k5) - /Te/a) 0 0. / `"> eee (o4) kpff consulting engineers Battle wa,htngton location Olin! L'oluiv use Uesl . tax. 4LeoP o. -(qz) = 2'/o k 3oz_ fax, (47 /1 = 2441 fo zoo - O, 5(67) = 2Z8 i4ax . CaiFi'`, = '0z f /mil l egekte k7/7L 747 kz.e.eo/ s t ? /ch i T / g -tic).) 7 L = 5z6 k . 40,, oT 12/7 t o 2 , 2 -z8 = 60 , Z ace (6)- z "g5 4;07 4. ff.'s x Cited ‘/-/- a /79/04fe e4Rl Gil /17 reclir.P�✓ * cr i . c hocked lob no. = . '-/- Zc — zW3 zq f z ) — Z-. g = 2 eaS 0 Aq /05640) = /o? '' 03-4z) fie - inx --zg8 - 90(x) = e0 a", (4 e5 ( o) = Me-/ k hlax. /27 A307 8 einiiiCl20-/ lo %/as/ (043 . kpff consulting engineers Wattle wo$hInpton tocoI on client by dohs chocked dohs shoot no. Job no. 4,ze So 2- - 6 /0" Pp _ q// (2sy ksl a z4 -)1,3 8 le/74k -- �� i G (zy b60):7 " 1,3 (27) 30" t �l2)� tol/)7 / -= g.27 500 )27 Ltvt L pi_ / u- 0 - - )R 1 - 1 - Q 174-. .£ V-E 1122 /7 14 1 / 0 'W. /C 5 y7 gel *I 26 //Ag , - yy 2 77 8 qg /O r yyy - 24/ - LEVE:I. PL 1CLC- 0.7 M. eQ PK.7 -1 ? ,f'f7. mot //, ll /0 Z$ /10 -70 5 41 zie .2 /40 le --m z 7Z 74E? Zo3 7%. - fives -� r��-t =- m4o o,BsO = �tL = reQ ofP= t,r s a e. s 0 Y i a 5 1 ((o•L // � 17 201 d t1 = b667-- 690g ��� () a ol W 1 L S/ .01 D67 91 Lg o___, .61:921 obz - bah 'i — 9/I g� h/ 9z 0 11 67I LI .3� 4 3" 3- 1- 112-k5 e2.1 - MI La - 713 - id - n/q7 i a 5 1 ((o•L // � 17 201 d t1 = hz-- 81 'ol. 01 e)8 b�- “-- 0 1_,4 g� h/ 9z 0 11 67I LI 3 y-d ' 3'z- L"1L'tD 65 -1Y -14 Lo "31 i a 5 1 ((o•L // � 17 201 d t1 = g x 8 �L =D .9go - 2g/ * L7 $L.7 2g/ =7M gZ -- lbg t:o; 7 G. ■.Q6 Gg 2 h-z - / 4717 h4 .7_ 4. S`7- b// g2 "l LI hi Jot l ,..3 4 Z47L -f4 b3 - IV LL7 11 y 74 7 V g x 8 �L =D .9go - 2g/ * L7 $L.7 2g/ =7M bh,— L 120 / 1 z Gii LS 2 h-z - / 4717 h4 .7_ 4. -- ow i 21 LI b! _d gs e ' 34712-f4 b3 - 1 - 73 CO 113 74 A77 g x 8 �L =D .9go - 2g/ * L7 $L.7 2g/ =7M kpff consulting engineers wattle wash1n ton client w date chscbd dote iob no. �Px= F; =11(0 4 1 Fyx s 258 1Z.6 ) FPx (In = 3/ 3112 eh / & E6 A 11 (/ 4 dA i5 Cii/_hea FPx/ stet -#A. /7O Zyd /47 y ' Zyo 1 T = 1140 (l /70' 7Z 4414 167 > ai Ago 1/ 'S , T= w1 anvt. 75' g 75 l70 = 33.E s ._L = 27,t : > ►$4l4 • kpff consulting engineers Seth. Washington pots► e_ 44p0A/ 110 location Mint 0 4 ,11_Kt 42ael4 0, ,P;Qp.4 Tried Fk\.- �i9ne epii��e � ;,�catira� V aec(z)V5z,or (z_)as coo n'le/q/ Pe.d f Vie. fie/` Vera 6'k/oq 408 A^ e_ A hi/ 5ZA/ 11, eh/ 1 61*/./ M # Tel< pe/‘ i t;?24 ().e. A # vq / /a., � 1.771 /Z'� l _ 1.y2. � . 1 2'!z b pate chocked dote She no. lob no. kpff consulting engineers Mottle woshlnoton Piet location elfin! teWk O )ca)P- - ieded ge/ 04. Pe/k Vete° C'ek/c p y 2&\ %z "x w y� ded Ai/ 7 kve/e7k 611.451/e/k5-e l7,ffo4 p.frieA @ /z" oc. .%Vaikk,- 0,670 . 4/1 0/1.-c° az44 (0,&7) --=-- - dole checked dole shoat no. Job no. i.l . Fw a? A; 7.1 . /6 ... ��.r - ig< Lh g OZ 1 0/7- 1 /4" (2_1/ 4__ k ■•■■■•••■■•••••••••■••••••■•••••■••■••••11 i • • • ked /064 MIt••••■■•■••••••■••••■••■■,,...m..• • 11.....T 0.0.4.0■41.1...0/*/■■■■■••■■•••■■•■••••■••••■ I zig Ho-qo M.revo ■■■••••••** *0w ••■■■fteoaWo...0■•■■■■.•■* ••■■■•••••••••■••••••••• 110.0* .1.11■011•••••••••■ /■-evlseor � 2Z0 ZG0 4 40 tol 50 , a >v L1 167 k.= 19/ (a X +r Ie7 _..___..__., _ _ _Li _ i1 • . , il , i 1 /■-evlseor � 2Z0 ZG0 4 40 tol 50 , a >v L1 167 k.= 19/ (a X +r Ie7 L v1/4 - !11 -10 I1 kpff consulting engineers seat* woshMplon la�Pt . Sea,vl Oeylq� . ‘5,7g WOO loeatlon ctl.nf 0 0 4 .11 a W cbte Olga . chocked date 11 • ,I'i% 1. shoot no. fob no. kpff consulting engineers wattle washington pio4.ct Iocallon client Z740/ '9004 A 4,— /. ei (sik) 5ci 671 17\ x%," of---- F A isdsris" fi)<" . 9 - 2_ 00/ q # ll /Ll, / 4-- -. GI2eCK 4,4 &''f OV ( - es < hien) A. z o.e5(D. 6) = . S6 11 rt O(z) = /6 SO (5O") koic it/d$, A4A z/-6, . It = 1.`/ (5/k) 15/ New 44 by daft/ checked dote 11111114 no, fob no. kpff consulting engineers seethe woMington checked dole ,Prom �r _ Q4-/ <) --- gos6 f/ 2x ;co" ---> - Co g _oo7? >o.ie., KW4) ftei 5e-1X`/Z " --> G► p `/Z = u ? > -- � � 5 ' M71-" /Ow11 14 - .6Qa . / . /147 yz 50" (2 °PA , As 2 ie a r2 41 I1 1 )Zf s " sheet no lob no, ,ors kpff consulting engineers saddle washinolon locohon client dots /frfio checked *held no. job no. 1iev1e_e oM / -ti 1 u zi-/ 09 4-1 /-cei p o* 013 / 2c8 D . !z ft ll /0.7z , -"?0,07.,2 > a/c- (tv) 57 ? 0.017 S > of (N67i Ckel 4eat - .Q `-' at/ 6.0;a7) 13 ,,lot -- AT s-s 1.4 (671) Lif(e_eap T'e__ 7e ll eoLie4;/ r= cie, 4 a i(4 A. Levi ao_LL €31(60) wof 4 /—#6 Pa4,e17 e e4p. no, 0 n kvis = 6 (zYka,"6 =12.7 /0.5 Oz /Z # d7 ,q1 1.-/1P Lc • g(.* e e/IP kpff consulthnp engineers wattle woshInoton wo- location c}l.nt tri d a 0/90 eh.dtd doh shoot no. nob no. = 610.5)=.- /13 tr,l'/ x8064/) . f. /. 76 12 I! ag (/.76) 1•'' Max. ter. is � z o. i(5/ •< Z7 frevloteo/ {o�S 0.07)rae5 08-04).k- 4 X ao) V/4 200 k » �"L. kpff consulting engineers aatile woshNpton protect loca ton ctt.n► do~ / / go. checked dole Yfr.t no. lob no. eitd /7 /€ to1 ie--5714 1,--=4L0 ft eltf.7 .� = /G-'6a) = .� Ioc• k _ o. w/ /5 �v ` = z Z , � /� 1eivi eat4 / 5 / .L f,/)Y),ocx.pW. /l = 1,37,(1.0%) //2 /Gar et. (oi kpff consulting engineers mottle wa/hinglon MOW location client by Chocked data lob no. elvd /di eAiha / .J.teck . use 4ev\, V= i9y'� /Aute . klQG,/ plLe 6o/V4?J ea,ze/ / m` at (eo*e) 1 eite) /eiv Fe4shte pt45w/te 04 p/l np YieeS — h Pi= ag 66 z.sic . itc? agf (,97z. - leo Ze/4 &05' 9 6' Zee? (4.5 = e.c �. a ivNf-CS � 209 > /99 ��3 • kpff consulting engineers moth. woshington wq/A eltee ea/7 ReveP sf46// 1s?7ff `l'7h location client gz5/ dewhy-\ pi-7 uia S./7YilGf" 5ki>. deild fitw W dat. / //o/90 ....a... _.. chocked doh shoot no. cd7 lOb n0. oc;-/i) izowtd• mo< /'1 0. I° (2.4 ' #-*/ P©/‘ 60" we / /-- d "le /3) =2zj 0V . OTih 37sr1.6 G14 y @ /°'" 0/4' k -r 6 #`' 4 Z. / 02_/ (04 cited_ e a k 1 (7,7d 014x.,= 2y0 *ZO #'/ 1.-?0,32) -=- t5z_ 6)k). /a 4 QM (VA FISR *61 lcl 10 k ( 1 . 1 0 5 ) PCP- 1:2 (10 tgl a /467C -2.s 4=25/1-› ---- x D s use e "mow / e/Z boi op ) enip. kpff consulting engineers wattle wothington WSW chided location client dole Moot no. �i lob no. de/q/7 AP\ i /7Lt. & r 431 ii / , 're-/ czge." #17 /5 )< /5 fry/ tle.E eAp A, > ao /(270), e, ? 0 G-- *G A = e.6y p r ¢�P 0.6 ( (zoo -w) .0o <z,e.e.✓) 3 = y7oe 4700 ). - u max / e. ' ,.d "-use G a a.L � 7 Z kpff COnituttlna engineers watt,* washington poise* location client bY data /fii/e) chocked date 'hoe no. tab no. ple dep. Pe4lepe) , •••• • ••• • kpff consulting engineers wattle washinglon 7 L pooled location client by date checked dale toP = '� Pa46h141 400 �. k V 1 peok X 77. G 11 96y = d eg (y) \moo-' (i ZG -- 77.5 k > (off) o •1$Co � ( s ) k � W/ 0.g, t ('6•) 7cc m o. 0931 = o, 09 ( of a 3 / a / WI � r i Meet no. L lob no. kpff consulting engineers Nook. woshington ptoi.ct loc ation c11on1 dots chscl.d dots shoot no, td°4- lob no. Wide. , -4.eak e% Fe/S/1 — /o1 d qtM = 7 fic,\ d = sz a = &05,/z b o a C7 0 6 0 0 = '`/(e)(809jj " /Z 5 = 0,002t (, s) -= 0, co29 ----> , 4 4 = 7.22" D" /' �7 7. Z R H 4a0v/ at/4, — &tA1 = 2' - 7 - 4/` 2 g= /0'( /10" # h = 0.0 (/,30= o.022. —4 A = 41.4/ kpff consulting engineers wort. wa$hinglon IoCONOn ellent by dnlo ch.ckod dole shoot no. 100 no. 6 y(zfzN) =iNy /i 4147\ - = 0/2) =yyS k OVe-- (01t/ (off) use h =3 =a to/ 7 4- 2 2 -Z 4 0 P k) =, /2k 0I iz(2) 1.5 di» 6 7 #-? 41,Z-)0/1., kpff consulting engineers seethe warhinglon location client by dole checked date sheet no. cA, lob no. • 1 70= 4e.a7\-- v zeo 0\4. a 0 20 = 1 1 77k 16150 yWo (17) iv� H • v O "z--/S k 04u Ti ) 1 Wo k- dzo' 60" 4s >- co./ n" L1%. e 4 1/4, II L, kpff consulting engineers wattle woshkigfon P2— r POW location client 4/Lea\— (0k) , br doh chocked dot. fob no. ffi ,w(10 - S k "14 g; (l5) - / L/O -1 of-2/ ", /4s 1? 20 re . ld # 6 ) 2,57 Q" 1 A s = 0c'j & )zi 2.1c1J " #G "► 4 hal . kpff consulting engineers soattlo washington Polset location dont 40111111■011■• Le, 0 by dos chocked doss 0101■1 110, lob no. ooe &o) 0" oi -=oz (Ace 'repared for: Prepared by: Fort Dent 11 Tukwila, Washington Structural Calculations KPFF Consulting Engineers /1\ad/ 6/de,(47406 iC Th/4 Peil-t Z O9j gur/a/m. 07L7 eai771& Pel11.1 eidetla 2. FloorRC°, Pez; 5.. 62/Kvi743 ede Le/4/ / . Fat/14 1 .° V 4% to a? kr oft #41- I Z 0 .4... 14 4 • • 1.1 s • .... .. ; • • 44 :;:%:44 A •• RECEIVED CITY OF TUKWILA JAN 211 1990 PERMIT CENTER , Fa* /0 26 qc, CODE REQUIREMENTS: All design and construction shall conform to the requirements of the Uniform Building Code, 1988 Edition. DESIGN LOADS: In addition to the dead loads, the following were used for design: Roof Floors: Offices Corridors, stairs Parking floor Sidewalks and driveways Allowable soil bearing pressure Retaining walls Earthquake and wind forces are resisted by braced frames. SEISMIC L1 DDe : Earthquake design is based on the following: Building: V - Base Shear. - Rw Where: Z - 0.3, Zone 3 I -1.0 C on 2.75 Rw -8 W - total dead bad STRUCTURAL NOTES 2 5 psf LL 8 0 psf LL + 20 pet partition bad 10 0. psf LL 5 0 psf 250 psf LL psf pct (equivalent fluid pressure) unrestrained Kips -- N -S Dir. ' Kips -- E -W Dir. Elements of the structure and nonstructural components: Fp - ZICpWp Where: Z - 0.3, Zone 3 1 -1.0 Cp - 0.75 Wp - weight of portion of structure or component WIND LOAM: Wind design Is based on the following: 1988 UBC: Exposure B, 80 mph -- P - CeCgQsl Where: Ce . See UBC Table 23G Cq . See UBC Table 23H Qs • 17 psf 1 - 1.0 kpff consulting engineers min. washIngton Pwinet locollon client ,„ dosItle/eq chocked dots mist no. 2- lob no. €wv/iiii "loot ka0.41, Tfrea/ 4, l/// beam • R.- — jolei/ be 04 u cale., /% mekl .4'd t27 . IneW 4e.Z. z 4.ee/ 1 0/7 .1.6-7//' ; /•e-e/ ik.:4 . meek,/dee, Co 10 e./1/1i 5 , 4 j;P *--- psP oge( 6'0 7'10 / Cal`h hen'? /00 flq' .T17/6242/ 45W isos/./- / 6E4941 PC, — //Ail ote/a/ ded. pz,P. , 7 / /o . /5 ei. 5 4/// e,' s /ee/ ht44, — #tedh /th, 10 o 1u//4 ce1/41 u.,— 42 oto z F)(2. • • kpff consulting engineers wattle wmhinglon Woollen dint a Q eat. /2//6/ choclupd eat. moot no. 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T aoe (4- -1 yoga g 4 o o/ /../0 ehRe Cho.) - ( w-LY o,0 Are 1 90t, (maxi) bawd /c<2de7 - „ /)() : • PL G6 4alteol,el , ‘e ekddimq - 10 (,3 90 L-L /CO red(C/ . elactM/16 10 • • •, kpff consulting engineers wane wodanaton Poled location Went e nacted dale sheet no. eb 4ec'of ix z x tit/ ce, /ex 4 /C7 31" x 5/0 I '30 i Izxet. 2 wItx11-1 66.(.0 ■A /lox iz 7 fsd kt5 Cr? i' ( fscl gvh-=- (LIXoli)*0 PVP (u) 07)0.0 dsd 25i 20 /0191? ' a./0 W4LiV2 a-4 I Qc7- Qb pd 171 / 21 / 49 d 3v 4 7 Q /v • • . Number of Rows of Bridging Distances am Span Lengths (ate "Definition of Span above) Cited Slur 1 Row 2 News 3 Iles 4 Iloar' 5 Rors• et Up tnru 15' Over 16' mru 24' Over 24' t 25' 52 Up Ihni 17' Over 17' mru 25' Over 25' thru 32' 53 Up Inn) 18' Over 15' thru 28' Over 28' tnru 35' Over 38' Uru 40' 84 Up trvu 19' Over 19' mru 28' Over 28' mru 38' Over 35' mru 44' OS Up Oyu 19' Over 19' thru 29' Over 29' mru 39' Over 39' Uru 50' Over SO' thru 52' e6 Up mru 19' Over 19' mru 29' Over 29' mru 39' Over 39' thru St' Over 51' mru 56' 17 Up mru 20' Over 20' Ihru 33' Over 33' mn, 45' Over 45' Inn, 50' Over 55' mru 60' e5 Up truu 20' Over 20' mru 33' Over 33' mru 45' over 45' mru 55' Over SS' mn, 60' 99 Up mru 20' Over 20' thru 33' Over 33' mru 46' Over 46' Wu 59' Over 59' Inn' 60' 110 Up mru 20' Over 20' mru 37' Over 37' mru 51' Over 51' Uru 60' 911 Up mru 20' Over 20' Ihru 3S' Over 35' mru S3' Over S3' tnru 60' 112 Up mru 20' Over 20' mru 39' Over 39' mru 53' Over 53' mru 60' 'Last drpnis) of iorsl cesrpnaoon shown in Load Tables. •'Wnere 4 or 5 tows o1 bndprnp us recurred. a row nearest the midsoan ol Me foist shall be draponal bndpinp with boned connections at chords and intersection. Sizes of Horizontal Bridging 5)5, Maximum Joist Spacing 1/2 m 3 ' 0 " L1 x1 x1/24 5'-0" L 1 x 1 x 7 /24 6'.3" L 1 x 1 x 1/24 7' -6" L 13/4 x 1 x 1/2 8'•9" L 2 x 2 x 1 /2 10' -0" VULCRAFT K SERIES / GENERAL INFORMATION -----> 4014T IC/P4/N6i. ,r51/\/ . ECONOMICAL HIGH STRENGTH DESIGN— Vulcraft K Series open web steel joists are designed in accordance with specifications of the Steel Joist Institute. ACCESSORIES see page 27. 2 t - - L I STANDARD BEARING n n DEFINITION OF SPAN SPAN (DESIGN LENGTH - SPAN — 0.33 FT.) 1 ir IL 4 11 ....... J L we- 14 SJI SPANS TO 60' -0" NOTE: FOR SPECIFIC WEB CONFIGURATION AND DETAIL DIMENSIONING PLEASE CONTACT VULCRAFT. 7 PAINT— Vulcraft joists receive a shop -coat of high qual- ity rust inhibitive primer whose performance character- istics conform to those of the Steel Joist Institute specifications 3.3. SPECIFICATIONS see page 19. 4 STANDING SEAM BRIDGING: The bridging table at the left was developed to support the top chords against lateral movement during the con- struction period. It is then intended that the floor or roof deck will laterally support the top chords under a full loading condition by meeting the provisions of Section 5.8 of the specifications. Most standing seam roof sys- tems will not adequately brace the top chords laterally with the number of rows as required by the bridging table. We therefore, recommend that when standing seam roof systems are specified, the designer employ a note to have the joist manufacturer to check the sys- tem and to provide bridging as required to adequately brace the top chords against lateral movement under a full loading condition. - UPLIFT BRIDGING: Where uplift forces due to wind are a design require- ment, these forces must be indicated on the contract drawings in terms of net uplift in pounds per square foot. When these forces are specified, they must be consid- ered in the design of joists and/or bridging. A single line of bottom chord bridging must be provided near the first bottom chord panel points whenever uplift due to wind forces is a design consideration' 'See Section 5.11 of the specifications. STANDARD SPECIFICATIONS / FOR OPEN WEB STEEL JOISTS, K SERIES 5.4 BRIDGING Bridging is required and shall consist of one of the fol- lowing types: (a) Horizontal Horizontal bridging shall consist of two continuous horizontal steel members, one attached to the top chord and the other attached to the bottom chord. Each attachment to the joists shall be made by welding or mechanical means and shall be capa- ble of resisting a horizontal force of not less than 700 pounds. The ratio of unbraced length to least radius of gyra- tion (1/r) of the bridging member shall not exceed 300, where 1 is the distance in inches between attachments and r is the least radius of gyration of the bridging member. If the bridging member is a round bar, the diameter shall be at least 1 /2 inch. (b) Diagonal Diagonal bridging shall consist of cross - bracing with 1/r ratio of not more than 200, where 1 is the distance in inches between connections and r is the least radius of gyration of the bracing member. Where cross- bracing members are connected at their point of intersection, the 1 distance shall be taken as the distance in inches between connec- tions at the point of intersection of the bracing mem- bers and the connections to the chord of the joists. Connections to the chords of steel joists shall be made by positive mechanical means or by welding. Quantity In no case shall the number of rows of bridging be less than shown in the following table. Spaces between rows shall be approximately uniform. See Section 5.11 for bridging required for uplift forces. (c) Chad 1 2 slur Now Roves n Up Ono 16' Ow 16' Owu 21' 12 Up Wu 17' Net 17' 1180 25' 03 Up Inn 16' Over u' 0wu 26• 04 uo Mu 19' Ow 19' Viso 26' 05 Up Un 19' Net 19' Ow 29' 06 Up Uw 19' am 19' Mt 29' n Up Oyu 20' Owr 20' taw 33' b Uo trim 20' Owe20' Inu 33' 09 Uo tilt 20' Oki 20' Ow 33' (10 Up quo 20' Oar 20' tin 37' 111 Up Inn 20' Over 20' Wu 36' 112 Up Inn 20' Ow 20' Wu 39' Number of Rows of Bridging "' Distances an Span Lengths (See "Definition of Span" In front of load table) 3 Nom Oar 21' Mtn 26' Ow 25' dint 32' Ow( 26' Owu 36' Over 26' Inn 36' Ow 29' MI 39' An 29' tin 39' Ow 33' Wu 45' Ay 33' IMu 45' Net 13' Inn 46' Oar 37' troy 51' Ow 36' IMU 53' Owl 39' Inu 53' O,r 36' kw 40' Oar 36' Mu 16' Ow, 39' Uw 50' Ay 39' Oyu 51' Over 45' Inu 5e' Over 45' On 51' Ont 46' mro 59' Ant 51' tluu 60' Over 53' nru 60' Ow, 53' 1100 60' 5 Neer' Ow 50' dun 52' Ow 51' My 56' Owr 56' mn 60' Net 56' Ow 60' Oar 59' troy 60' ' last dpnls) 01 tau 0(190111,1 Owen n L000 Tats " When 4 or 6 rows, bodging an notion. a row nearest the rM•sptn of Ow gist pug be nepotist Dodging +,m 0,114 co01oCs ,s 41 Chards and irOUfet0On. '•' Sn secoon 511 b W,ponat Oncken4 11,0814 10( 07411 dear9n. 5.5 INSTALLATION OF BRIDGING All bridging and bridging anchors shall be completely installed before construction loads are placed on the joists. Bridging shall support the top chords against lateral movement during the construction period and shall hold the steel joists in the approximate position as shown on the plans. The ends of all bridging lines terminating at walls or beams shall be anchored thereto. 5.6 END ANCHORAGE (a) Masonry and Concrete Ends of K- Series Joists resting on steel bearing plates in masonry or structural concrete shall be attached thereto with a minimum of two 1/8 inch fil- let welds 1 inch long, or with a 1 /2 inch bolt. (b) Steel Ends of K- Series Joists resting on steel supports shall be attached thereto with a minimum of two 1 /8 inch fillet welds 1 inch long, or with a 1 /2 inch bolt. In steel frames, where columns are not framed in at least two directions with structural steel mem- bers, joists at column lines shall be field bolted at the columns to provide lateral stability during con- struction. (c) Uplift Where uplift forces are a design consideration, roof joists shall be anchored to resist such forces. 5.7 JOIST SPACING Joists shall be spaced so that the loading on each joist does not exceed the allowable load for the particular Joist designation. 5.8 FLOOR AND ROOF DECKS (a) Material Floors and roof decks may consist of cast -in -place or pre -cast concrete or gypsum, formed steel, wood, or other suitable material capable of support- ing the required load at the specified joist spacing. (b) Thickness Cast -in -place slabs shall be not less than 2 inches thick. (c) Centering Centering for cast -in -place slabs may be ribbed metal lath, corrugated steel sheets, paper- backed welded wire fabric, removable centering or any other suitable material capable of supporting the slab at the designated joist spacing. Centering shall not cause lateral displacement or damage to the top chord of joists during installation or removal of the centering or placing of the concrete. (d) Bearing Slabs or decks shall bear uniformly along the top chords of the joists.. (e) Attachments Each attachment for slab or deck to top chords of joists shall be capable of resisting a lateral force of not less than 300 pounds. The spacing shall not exceed 36 inches along the top chord. 23 STANDARD SPECIFICATIONS / FOR OPEN WEB STEEL JOISTS, K SERIES (1) Wood Nailers Where wood nailers are used, such nailers in con- junction with deck or slab shall be attached to the top chords of the joists in conformance with Sec- tion 5.8 (e). 5.9 DEFLECTION The deflection due to the design live load shall not exceed the following; Floors: 1 /360 of span Roofs: 1 /360 of span where a plaster ceiling is attached or suspended 1/2 of span for all other cases. The Specifying Authority shall give due consideration to the effects of deflection in selection of joists, 5.10PONDING Unless a roof surface is provided with sufficient slope toward points of free drainage, or adequate individual drains to prevent the accumulation of rain water, the roof system shall be investigated to assure stability under ponding conditions in accordance with Section 1.13.3 of the AISC Specifications' The ponding investigation shall be performed by the specifying engineer or architect. 'For further reference, refer to Steel Joist Institute Technical Digest No. 3, "Structural Design of Steel Joist Roofs to Resist Ponding Loads." 5.11 UPLIFT Where uplift forces due to wind are a design require- ment, these forces must be indicated on the contract drawings in terms of net uplift in pounds per square foot. When these forces are specified, they must be consid- ered in the design of joists and/or bridging. A single line of bottom chord bridging must be provided near the first bottom chord panel points whenever uplift due to wind forces is a design consideration' • For further reference, refer to Steel Joist Institute Technical Digest No. 6, "Structural Design of Steel Joist Roofs to Resist Uplift Loads." 5.12 INSPECTION Joists shall be inspected by the manufacturer before shipment to insure compliance of materials and work- manship with the requirements of these specifications. If the purchaser wishes an inspection of the steel joists by someone other than the manufacturer's own inspec- tors, he may reserve the right to do so In his "Invitation to Bid" or the accompanying "Job Specifications." Arrangements shall be made with the manufacturer for such inspection of the joists at the manufacturing shop by the purchaser's inspectors at purchaser's expense. 24 9 SECTION 6. HANDLING AND ERECTION' Care shall be exercised at all times to avoid damage through careless handling during unloading, storing and erecting. As soon as joists are erected, all bridging shall be com- pletely installed and the joists permanently fastened into place before the application of any loads except the weight of the erectors. Many joists exhibit some degree of lateral instability under the weight of an erector until bridging is installed. Therefore, where three or more rows of bridging are required by the table in Section 5.4 (c), caution shall be exercised by the erectors until all bridging is completely and properly installed. Where four or five rows of bridging are required, each joist shall be adequately braced laterally before the next oist is erected and before any Toads are applied. Hoist - ng cables shall not be released until support has been provided by a row of diagonal bridging nearest the mid - span of the joist and the bridging line has been anchored to prevent lateral movement; where joists are bottom bearing, their ends must be restrained laterally. During the construction period, the contractor shall pro- vide means for adequate distribution of concentrated loads so that the carrying capacity of any joist is not exceeded. Field welding shall not damage the joists. The total length of weld at any one point on odd-formed mem- bers whose yield strength has been attained by cold working, and whose as- formed strength is used in the design, shall not exceed 50 percent of the overall devel- oped width of the cold- formed section. ' For thorough coverage of this topic, refer to SJI Technical Digest #9, "Handling arid Erection of Steel Joists and Joist Girders." 1 1 kpff consutting engineers wattle washing fon Coo % / Z7 MVO Poled (-6A . eo ((edieike), RceP location client dot-le z checked dote TyPle/ co4e. e7 A . 14 / F4 / 5 /c. " x no ?age k/a y feel /7Ls sfee/ bps. � co,Ps . ee)//4 Lech, /eCee. /o FsP . loo Meet no. /0 lob no. PL t'/z. "x 2 0 g4ve m,(k/ ee / /9/1-,A, /ee/ hi/ K. eoJs. 5 /7l /tQ,ic nteh, ehhc. 28 ps P dhow (d'e& psi? 2 1 /6 82 as -W /V x x I f 0" IX • i S2 ° X 211 .O/ i I 1 1 I I N 1- -7 . Oil )4 ah/ d 3 e g _/ Th\ V/ L kpff consulting engineers Not►N wo$he+o►on location client checkad eon J'1 lbw no. /CJ � Z ice no. L7 na vi L'o /u Aeq L IX • 71■■•■••■••• • I II I I 1 ! 1 is/ r im j , a2 ,02 kpff consulting engineers Nottl• woshinglon prol.et location client dot. 1 te chocked .mvMi 6o /urn s . 7h4,tk, F1A, f}/ b Z � �l. 'A A 1 J M Moot no. I, IOC no. LE AL 7 /1: I /j 0... 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Zpi '0 61= b did. o xol (ZJ2/ ‘o. 1 — bill - - - - 'Y isxcw <-- ,/y bill — , . cy ./1,xo/AA • - 6,9' a2! \i/ 14 ./ • SL'a ; (2i,C/ � <--- ©; '&l hs� g'LI 'h '2714' I g'a 117'17 v v0//2?9 \Aff 2! v6/s4 vw1oV G fr,WL uolouN$o* NNo s floiugus Oyli/1lu00 • • . . . . • .„... . . • F.,•...;• kpff consulting engineers mottle washington locati client by IC? checked date iob no. zwwv,i/v ed Pit( 7 e k /iP/ FL/ 5e(et^ 14 )) /9ao-i cap. &I Viol< 5 /e0 /20 1,0.0 kpff consulting engineers siottle woU nglon ta/r4/ diee p ol.N loeollon 1 ' 1 J 0 . i # N IX' % I 0 • / .(v . 2 ' , vZ by deft ereckad shell no. lob no. kpff consulting engineers wattle Washington &iv/1(j l�Iq�es, Veipco,P RA Z " 694e Or/et. /%„' dLCX . --/ p)". 1% x 2, gg Nuek/decd 4ee/ /(2)47's gb- ke/Mqt%. u./ f, /74/\' k4e2 10 Ncech.,e4c. 5 kolo# /(7# I NI) 4,5ei mi-g-ozi &- FsP. //'09, MOW location client aa1 checked date / %z " rue -// ci61 z.s Psi? /ee/ JOi��S 14 4ke/ 6,44/2. 4 ecA . de///'61 5 rneeh. /e. 3 mole u4/7 2 69 k) = 60 kW S cA0M69 g sheet no, 2 fob no. kpff consulting engineers mottle waitdnpton WSW location client a dale /Zigi/ CMCM.d data shoot no. '$Q lob no. Pkty\ "keg yob. . x . z 3 S 7 egiie/N ./ 5 y 7 /00 P. W.5' 7X' /z0 7� loos 7c gg !� /S \// 1 /6 g go o° /08 ZZ� 225 O.tx* O. 065 111/6,11 Z7 295'k 2qc /Z. Z 146.6 /K X •) 21/, ipSZ K e /125P &lel t8Z = 2/07Z6 6 e 47, RA. X = = /12./ _ JZI� = vgt47/ _ l.Z 1 47,q /W.. Va. 75" 22. x, 8 1 7 /0 /1, 0 /s . >, . ) e .W . Ye Vy' eqn 1/062 70'19 7/ l02 /� /e,s7 e2yl IZ2 2/66 /10 /qo 0• 2w 9�7 I' 7"SZ7 (3 I kpff consulting engineers Seattle Washington 4e, L4/ &ce' ga6e yin eQ(' /YO ' 66 Zk ZG ,9y Z 1 , 17 /ZGq /6.44, S /w� 76,9/ location chant Ve/4' C4 4P;4 h04 S5/ k F;_ (4.^ T 0,7 se( ) . W n kQ checked data Sheet no. fob no. • A2c(i, ) yon (a'i5)% -_ , co ?le 47e' 4‘afra. 1 ve / . Fx • oTrv( eaio -l.0, of1 = /.2S 2,7 TY 'j. 1.4_ G1 , frpte aoz&o17 - cave 4.0? kpff =nutting engineers mania noshinglon Wino/ La/eAl.P S Ygi‘ ece . 'S8 ugh W140 P ee go' WI /7,7 Wolfe location CU.M 4e/d/irtle //-)/e5 w;4o1 4/CQS pry /.YI2ir Akce a dale clocked dale lob no. 17 �� l c'50 ,i pG) /c C —0 o -ros L / 0.0 20 r 4 -10 l = 1,-r7 v q. o. T ors hov\lz. r 1.0 Pz." 26' ? - o. - 7(,•;) /7 -155 2 l� verb /i57I� o{ 7 s — d , R= 17,7(77 zyo v,q k yo.y cry f c. z(9 f l iS gM _ 10L-1 O a/\ = I35. k `<< EQ . (ok) 92g2 EQ (e7L) 4/'2 g- ; 7 9i'e4/e^ AQ4 Tltete 2),Ae /1*7‘ wirrc/ �s�s� e044'/‘ fia)y° e6eyt, • kpff consulting engineers math• washington Poise locollon client chocked shoot no. 52 e / . t/o7e: 7_e Aort ei/x i?i'ht 94a194 72.4e-hOicts /Ai de4teA 07 dOle 4<11 Me ,feage41/ eeleA x = > eidee,47 eeceAci/i . 5q,t q 2 1 eceer77"ile141 lz,t • (v-8) ty. -71-0.0c - hoiVzolid 4 kiulio4 — : 4/4ee Z7= A2freA 0,() sc/o/s /lek 7 ag 70/14/04 kpff consulthg engineers swath. Washington worset location by dot. //Limo client chiseled dole sheet no. Jab AO. vet/ilea/ f 4/ (eve/ . Fe Fe . V .64001 .(\/ ) coop l/( l Z HHoz ID k /L&.- /wq 71 loci 603/ C7 k /106, k a/2a `2 4Y\ /a7 /aa' v/ e ( (-) y� 010) (y/) (q) 46 56 r '5.r7 L 2/6 (oe) 2/S (2o0 2/S 1,9g yti gs 1* 272 T 99 A 272 y5 19 /Z$ � kpff consulting engineers teottle washlnalon pot location daft if,-/g/ M chocked da. shoot no. lob no. Ti? Sego Fax.e Fvor—ei z RA, loadmq - Pb---Pc356(zz,t71) k LL - (22. .)n.Y7 - 2,75 / ,( 4me.e . t�¢� 3 y !y/ 1e6 k Z 11 max- Z = ceo rc.K71i'(A-F° /tie?, V6hew? - W 7S A= v,S k = g. -� z5 = i1,7 --te F = e.coy /�izy x /7.o, ke) /45 l 14 1 = 1.02_ of .s; x,0 /2,09 = a 4.00c (off.) iv! kpff consulting engineers aofl. woMington VOW location client by dot. checked dote sheet no. job no �i �e5lr 10( /G I. 7-0 (IF) rI /oc./ _ Vqc r / 11KC. l = / f /Z, /6/z0/..5 _ 1.z/76 doe 7TS /2 X g /z. 73 /z X B x ;/z /\,--.- ,.20 = ? z) _ /oc ----. / . - 14- 1c5 1,97I . f\, ., a lz 2 /i 7 / /o�, — /.' '24/5.9 = 2�Zk v..13.16144.— 90 ---> ..L / f- le? - I . ya Ts 0 (//450 / 5 (t//k) Zeti k kpff consulting engineers mottle washington 5/wee eo4.7. J fl +J oOouke N profiler location client N N 13 e • .. j 29/ k checked date u»et no. CO M, 6/ -- g .1 des b/Id P = 15(2/9) _ P =l5OW) = 29j P ° k ( i.e. / /7 If tai, 4ea/\) /_ / -/ - 7 Z 2/ VASi 4,47/‘ A 1 web, ez J z (10)- 4505 F 47 H S web/ ea. Ref . = 4-/P69y)/e- = 297 k » , (v 6k) • kpff consulting enghoets wattle washInglon Ofolect location client by date ceeCked date sheet no. S.7 lob no. 6)/14,14 ,QP&14 , kvo/ cai-e /( 7 1 7 1/ Q J 4echo, V/ /Ox ilz. A--z, /•.-= ('Jz) 6 --> f /8.12_ 1,7 1.7 (/0.32) ;2,9 -vv./ =A-404 b 4a7 ) 4ece#1, (d) kpff consulting engineers mottle woshington edem4 use X 519/1 polio location cti.nt 0 fa^cl S . wax. s It.eaiN = mg' -5c? k EQ. S k Pt, max, Np /l4 = 27zf- osm/S)- a05(15 2Slok max. Caog "=.-- 53? /47 53 k7# 40/l a' 5 l�r\ 7.;I/ck4i , Wie.7 teyvr 2 Soa s 7 G , Z " 430I use (d)- 2 "0 AW7 A.8's x . Cited 4ee'dt€ rede-ed s1;"- by date chocked date lob no. fZ ) -Zk) zy f 2SS D " i3 - /OS (q) - 7 OS- 4z) 4e - i - z�� - 90(7) _ - ,2o 0 ()P D,e(y)1 ( eo) — /c7t -/ k M a x . / L 1 2 2 7 ' - 1 ' = / � . � e l - C 6 A 7 < 8 , /a 10 k/ 1/ (oh-) kpff consulting engineers mottle waMinplon 6 (e)(6e k) 7 SO" .Y z location client dole (02.5 `=• _ c oo ipres5i on -- = 054 .7d " o. / = gin -4 /5,(0?) a date clocked M•11 no. fob no. GE vLL !/L gLL- 0.7 KU- EQ 17 .7Lf?E M L' -,E roar 11, 111 10 3 i 1/9 --77 5 LH Lk, 'W, II V -- 2GQ Z 7Z 7 5S IOC, G -Lep r- E.VE.I_ mac_ gt-1.-- a tat- EQ nt.71_1-;r .e6 -sE gOar 17 15 1 1 0 lq- 1 17 g e l 189 — &S 2 77 8'? 5S MA HSl-2 --ZSZ. rpil? -1(40 of = low e -Lf H y '5 n' Pit = (S ?7 0..85G'= C< 2 0 f le& 1 1 4 LtYt L PL K 1-L- 07121.E tz? P4-.71-1 .e617—SE 1200F 21 l8 IS 0 3q 6 S 6-c2 qt 1/- zs; - z 9g /02. 7/ 1W S98 - wl J -� 7 D ' . o.� 8f PL f 0.7 KLL EQ P�.7Lfz•E .elm :E 2 N s s i 3 I s 4 °s ',WE I !2 g1-1- 0.710 -L EQ 17-7 ,fY i -:E .65 r I' /7 /Z `F /14 - Ilq 4 �� ,i l `' zi Stiy -'117 Z 87 °6 (#7 zwiasvo M4 - p// LtVt L PC. KGL 0.7 kGL 17f.7Lf .BBC'- ,E gex2F 1'? 17 1f (/, M — 9Z /6,61.-;() Lr717 -; Z g 7 95 G.� 218fo�(iio) z 907 - 5 -y y 18Z oSP = -7t/ 2184o.'(208) 2 eo PfL = lSz of Q 71- l.s(3344 1 427 k K ni 0 1 ft if Y g kpff consuttim encikwen wattle washInaton MOO location C111101 choelsod data MOON MO Lts lob no. P4phAqto . /c, > c pito = cz61 - /1/2 > o ekoold 5eAce— E ovhea/ o' /WC)7 T --.&• gziot 6 z 75 V - P/A /GO /70 vic) 6 7 5 - ' /"3 /7c2' = 5 75 J41/4 1"%" t4/4 , kpff consulting engineers nettle washinglon POW location client by date checked date sm'eti°./ Job no. qte4(‘ 4cae14 07D Pi:Qpki4/15 rk\.— tee. eo4a/de: E/.10e.iciapfrow 523.r. 17-C - scA4 10:e6()\/%ro iz. (z) as 1 M ly lox) file/,d Pee 7L- do4c,: / Vaeca4 th7a/o. 49e 711 1pe Wed ki5z/-/ 1,f,e/d /271 pe/\ ,t;?7/2 ().e. iq " 2C kr-xel 2." Vd /.7/- /1' \2,1"1 pr44 (/.z12) ZieLl . \-"---"'""----••••"" . kpff consulting engineers wattle waMington location client / 427e1/2 cow 44frteo, /4i,P- 10e/a.,, gel 04 Pere Vecea C'ek/a P za qG ae fq,P the w/ 7 we %/s %%ts.e ' Via loco "=. 0670 . tY/ dale checked dole sheet no. lob no. fiwW47 I//7 ok44.4 • • 4 8 /G� k = re 55 Z5 =tzs-dici 1 N i e l " . j k2Z '1&-- › is7 1 fAtrOl-a. y2 //3 k I 1i 3 -4/0 ar, 0.3/ 0.0 o .z yZ a.O °. 1 _ . :re'SL:;.h::: efsid+:: • ; ' • '''''' . . Oak > C00 1 I 1 ‹. = pq I ....go '1 1 1. • k 50 20 I . 50 w sc I • Goo' 67- 2Z:=- 4154 g 38 '27.0k" .1 ^ I /25:410 •••■•■•••••■■■••• de910 . 1 ‘ qt 22 .-- Zo<5 /Z.- t2. =z) >ce . kpff consulting engineers worn* wo$hnglon lar4 bea,vi Oes/ An Pro- location client 0 0 chocked dal* the Of no. lob no, kpff consulting eqa tactile wasnkpton Protect location dlm i //4 90 checked date z-vie Clo,14 A lt/f - 1.4 (51k) 5c/ = 67/ k % "X 3(0," o r = 3G- G 0,0/1.Z. A /,/s f q # 11 14 eitedK h4 3" — l2 # 10 15"x44 9 v aex (50)50— 8r' { e99— A, aeg e-)" 0 gpic 4.v.d— s , P.\04A `/— co, . shale, no. ono. kpff consulting engineers watt* washington Pro Oct location CN•nt cialb / f Chsdrd dole Meet no. lob no. 64 415.14 - X 3C.p --� oI = 5Ce - = 50 /I ./N7 " x ii " -4 d= 56 " 4, ? M7 re 10411 '.(D" f/ ( yz = 30 " cw/ A 2 ie,e/ dai/ le . D " .015- kpff consulting engineers washington , Ploloct location cliont c date /Z /i f/ /6:7t , cstt, moot no. 5"5 fob no. egp ..... • - • • .■ • 1.•••••••••••••■••••••• S • e 0 ••••• ••••■•• M.N.,. mow AwmilMS111.11.40.01A /4 17 ,1 "417 1-4P • It a t(4 A 2 isq(Z) al.(60) --- n hos = 4 (e/m,.6 /0.5-L/' 0e9w49•..! • S • • • . . • , • . • . • , . .. . . . . . • . . . . . . .. . .. . „ • . - . . • . . . . . .. , , i , , , *,,t4i . , , , A . ■ ,, , ,• , .. ,,, .....4 ,, .■ , , ..:■::2.: 1. Y.A.' , 1::4 1 % ., ?.Z>:,: . .?.k......a , .1.1. , , , , L3,..',2' .., ,,.. - 4 . ,,i' , , , , , , , ,:.„•.......„.,, v,. „..,,.; ;47', • '. . , ' ' ,,; . ' „ • ,,,,,,„...;.,,,,,,,,,, v. is.r.ice'...4 „.!.,, '..,,,,,,, '..''. ',,," 1 . ,,,,,. . , ` 14 '''''''' ' ''' ' . ;Vg " ,' ;' ' .'' ' '' ' ' ' ' ''''''''''' '''''' t ... . . kpff • consulting engineers wattle washInaton Orolocf location cliont chocked dale shoot no. fob no. Max. ea/ lood T =- al 0.76) 60 e"f3 odfri&L- 1 = /05) Q 4, xeool)=. Z76 fread.ea, (k) Q 0.7a) (/%-/.76) h 74 (.o) = zoo k . 1 . , ...;,,• . ... . . . . ' . • • • .. . . . . 7 4C.;+.1;;2;:.yA.;:i.i4..i.i . i.4..r.ai , , - ..i . 1;;;;,:4.l ' l.: . ,ctr.: ' . • ,:i . ,::;. • .: - . 1 ‘..•: • : • .:;..?if,e, - t. , .4.,•...; - ,, , ,;•; , ,,, , :•, -- e.,,f,'; . 9;• • ••.1.,',-4r.y...,......,...;.,,,,,,..., ‘ ■ .,.,,,,,,,,,,.....,. '. . "' : ' ..2...'" : !, ' " —. . 7 " '' ...- . '..; • • . ' 4. . .. . .., • kpff consulting engineers wattle vfashInolon locollat client ded pi& 4filidzysizei 14114 A AA cVJ& e4 eltkii417LAch by d.t./ q0. choelood dolo ihoN no, lob no. 474,4.444 ce,. /0.1) /0•76, . 1 f:r/lao if //5"-= /G'5' 00 •k; kpff consulting engineers warns washinglon dole Footle loconon c«.., .5A747 eighca .4eck . use 4eQ/‘, \t_ /9y' /A1,w.P . iW eJ pk kvw4/ gm' (fo*e) /e'ees, Ale/ 1449-)4te plesw/te 04 pile eap Ades — h 3 (-<- Pv= al./654)7z z.4/4 . 44 I ( / 80 A./ zix - (b,tG,0 (G.s')2 = GSA :. 1/ iyyf 2oq > 195/ (4= dot. chocked It4.i no. 511 Job no. kpff consulting engineers motile washdnglon s750 L_ leo , Prot location client a /or k/ 4e/, Ail, 71e67/ /gaol by . , / 0 /40 checked dose l��s/qf? thv4'/o/ p,'4 wa A 5�/ s/�.4 v\/ 4 7/ /7,0 41/6, i max /4— a XeS (2yo)4i' _ /23 °- 71 po/\ 60 pwli -- a' = 3 /' eu--/7023)=0,a,, 2% w ' /i &e ` 5/Si/i71 AS . t Y7 , /Z �. WV /mil. -14/ � oT�l - c7C(/.47) y '' (. Z(' lf` ► �/�h = 2.'5'Z 02-I (04--). i // sheet no. (.,O lob no. 1 TNI = `I74 5 9 eked_ cf � '6Pv4er` zz716/) (z/t) �- 1 (l') 37/ 0/4x. /14 VICV _ . 5Zd 41-4 A • Sh0lf4o telo .c� m7 i5 (o k). P /. y(7c) - /o' ps. P - 1,7 (10 - G k 4 u HA ("P -/- 6") 1- 70 14-1 dt=2,e--> 4 x n /, g ,z/= y.7c"7 A = O,L// QV/ use e" e-d )/ e9 e t k/ 4 b '//), I de _ �ov, � kpff consulting engineers Notts wos lnolon locofk+n client by da• l I/0/g° ctocbod dots lob no. A.44 /&i7 7O7 Ar\ 447\ fAr T7 ie.) /5 kV e.--41Lev, /05-) f70 " /Q ? a o /(270) = Z,7 £2 !L1 Y'/ / / co ty tt@c ilL CAP dmo■VII1111111111 (o 4c,— F.69 17 01, 0,6 0:2)0.e5( (??0"Z, i ) f (Z, 6 3 = X70 P ( •=- < 4 /7o , fi74 e < <� , '— �.� "--�� " a.L • • !J . • . ' ' 4,44 • ' . . , kpff consulting engineers worni weshingion otoloct location client dots chocked doh shoot no. lob no. (.03 r. h o" 0 ?2a4421 i?Itew\ 0i9k ej7zk 01- v.)q I coo " 96\4 -= oie5 (4/)\c) (16,c7) 26 775 k > C:77_ (00 100C2 o tAioef M. 6A-e47` Pi (z) eok: De.ei k \4/ 0,32)NACCo' Cel0)713 090 , 0.0931 22 o,odiv (7e .)al a/ a 2714-o-= // qz ,, = 57_1/ Mole , 5l�na/N - .. kpff consulting engineers wattle Washington location client 1 • ( 1 (2) -Z2 w date checked dale sheet no. lob no. 0 F — /o, pn — 4A4 = yg "_ 7 _ // f 'Z a 45 (�.$)rz tour= I ‘/(2)(e09 `-!'1 _ k -• /Z o,00226%) 0.002 --4 45 C 2Zri 0" 1'2- # 7 > 'has o6), -- atM ^ gel -7 — / l 'I . //‘ d _ �z " ,g - /c' z) ' l20 " �l� /• 4/ ()(o) i y� K = x0009(1.54; 06:212 --4 A, = y61 kpff consulting engineers slafff. washing ton Py - L:?,: /lite 4,e4/\- \4) "NO k WilVCOD f iAbv,t g (a) W/ #7 P G'. location client • �bk) W dot* checked IMINOWN dale -I • P I, y �� ) -� ,,k y✓f U = //Z(2) 15 /45 -q,2Z �" 62 7# lob no. • •". kpff consulting engineers main* wothInglon locallon client by do ts c dots *M•t no. Job no. • • 1 70 -- (tz-Ito) itt"i l .5 . ,e , /+ 0------0 -' • 11 kpff consulting engineers ,.attle waihlngton *et location cil.nt a date chatted data M..t no. lob no, P2 z 4ea\ --- (A) kspec far 4 - 155(6099 1; (15) off= 2 / ' A 2027 p" )0,-1 6'0016 ()21 t -00 4hor . kpff consulting engineers wattle wo$hinglon Poled locollon client W dote checked dole sleet no. lob no. PI ^ r 2!G 01 ' leaf A, = a ogle (o) � -- o St o, ,I =027 WY ldS� 46 5 A13 H 41.4(i TYPE OF CONST.: III -1 tC EDITION (year) 1 SETBACKS: N._ S - E- W - FIRE PROTECTION: Sprinklers 0 Detectors 0 WA UTILITY PERMITS REQUIRED? 0 Yes 0 No t p blic Worksl ZONING: C - WA. ST. CONTRACTORS LICENSE # FOUSHAC1580D EXP. DATE 8 - 12 - 91 BAR/LAND USE CONDITIONS? 0 Yes xONo CONDITIONS (other than those noted on or attached to permit/plans) ADDRESS 1836 Westlake Avenue, Suite 204, Seattle, WA ZIP 98109 ll -, r PROPERTY OWNER John C. Radovich 'PHONE 454 -6060 ADDRESS 2000 124th Avenue N.E., B -193, Bellevue, WA °P 98005 CONTRACTOR Foushee & Associates 'PHONE 746 -1000 ADDRESS 3260 118th Avneue S.E., Suite 1000, Bellevue, WA 4 P98009 WA. ST. CONTRACTORS LICENSE # FOUSHAC1580D EXP. DATE 8 - 12 - 91 ARCHITECT LDG Architects PHONE 283 -4764 ADDRESS 1836 Westlake Avenue, Suite 204, Seattle, WA ZIP 98109 CITY OF TUKWILA Dept. of Community Development- Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 BUILDING PERMIT NO. DATE ISSUED: 9D APP ROVED FOR ISSUANCE a."--Le..- PRINT NAME: "7"Cu1l &� This permit shall become null and void If the work is no issuance, or if the Work is suspended or abandoned fo p CERTIFICATE OF , I _ oL) G DATE ISSUED: OCCUPANCY NO. BUILDIN a PERMIT (POST WITH INSPECTION' CARD AND PLANS IN A CONSPICUOUS LOCATION) BIIILDIN PERMIT FEE : BUILDINGSURCHAR c E TOTAL. PLAN CHECK NO.: 90 -030 i SIT 6840 Southcenter B1 PROJECT NAME/TENANT Fort Dent Two ,q �N 9 ,32 p 9,0 5 80.00 Aa d E SS orR ion oT" -T # 29 498 -0 0 -5? TYPE OF (xi New Building U Addition U Tenant Improvement (commercial) Demolition (building) U Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other: DESCRIBE WORK TO BE DONE: New construction of three story office building. (:OI)F ('UhlPI IAN( :I_ .............................. ................. fca` / ii -2 FLCOR • SQUARE OCC. FEET LOAD T O TA L : 20,186 177 20,186 20,218 160 174 SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET • OCC. LOAD TOTAL TOTAL SQUARE FEET OCC. LOAD 20,186 20,186 20,218 60,590 177 160 174 511 `r 4 " UANCE BY: ,/(1(/'/'1(7 ), / I hereby codify that I have read and examin d•Ihis permit and know the same to be true and correct. All provisions of lay 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 construction or the performance of work. I am authorized to sign for and obtain this building permit. BUILDING OFFICIAL DATE: DATE: COMPANY: 411 C• c/D v,'c.11 Co . t cornmen ed wi t h ln 180 d from tti date o r a period o 180 days f romt h e l ast inspection PERMIT NO. • CONTACTED K■42._ DATE READY DATE NOTIFIED c� _ 1 ---�_ o o o (init.) � PERMIT EXPIRES 2nd NOTIFICATION BY: Init. AMOUNT OWING 5, 9 tp D , o is 3RD NOTIFICATION BY: (init.) PLAN CHECK NUMBER 90 - 0 - 50 REVIEW COMPLETED O4, BUILDING PERMIT Ar'PLICATION TRACKING PROJECT NAME SITE ADDRESS Foc \ Q nt 1 o 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 filled out by Plan Checker) G©F Q OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCCU- PANCY LOAD DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. (Z BUILDING - initial review I ~ Qto FIRE • PLANNING (;;? PUBLIC WORKS 0 OTHER BUILDING - final review INIT I;, 0 INIT: Er b ZONING: /1 -a • • �7��0 • . o - vi m -I '.`�: is rov .- . • C TrE • / -// . ate RE ant ....: REFERENCE FILE NOS.: MINIMUM SETBACKS: N- UTILITY PERMITS REQUIRED? PUBLIC WORKS LETTER DATED: O pr n are ' etectors N/ FIRE DEPT. LETTER DATED: /y 7,lq INSPECTOR: 57 7 - - BAR/LAND US CONDITIONS? S- at Mkt E- ear): Yes VLVV VVY{IIVVIIlVI ✓VYIV EMI Y I YI.VVIIM I f• • VV I VV (206) 433 -1849 11151111k 11.111.411L:11111111 - - . \c ' ■u e " ;::. o,q �� � ' = 5961;: � 0 memo - , �� PLAN CHECK q PLAN.: CHECK FEE :> >: NUMBER 1 = U ILDING SURCHARGE 5C7 Ann is n //ON n�u ; I Fit ENERGY: SURCHARGE Fi< I f n OuI c:OIIIPLL rFi v TOTAL:, SITE ADDRESS SUITE # 6840 Southcenter. Blvd. VALUE OF CONSTRUCTION - $ .- $ $2,&89, 2} i J(DC PROJECT NAME/TENANT Fort Dent Two ASSESSOR ACCOUNT # 295490- 0425 -00 and portior\of 295490- 0440 -01 TYPE OF U New Building U Addition U Tenant Improvement (commercial) U Demolition (building) WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: New construction of three story office building . BUILDING USE (office, warehouse, etc.) Office Space NATURE OF BUSINESS: General. office WILL THERE BE A CHANGE IN USE? ES No U Yes IF YES, EXPLAIN: SQUARE FOOTAGE - Building: 60,590 Tenant Space: Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? C3 No 0 Yes IF YES, EXPLAIN: PROPERTY OWNER John C. Radovi.ch PHONE 454 -6060 ADDRESS 2000 124th Avenue NE, B -193, Bellevue ZIP 98005 CONTRACTOR Foushec and Associates PHONE 746 -1000 ADDRESS 3260 118th Avenue SE, Suite 1000, Bellevue ZIP 98009 WA. ST. CONTRACTOR'S LICENSE # CC01— FO— US— HA— C1580D EXP. DATE 8/12/9t ARCHITECT LDG Architects PHONE 283 -4764 ADDRESS 1836 Westlake Avenue, Suite 204, Seattle ZIP 98109 ' HEY::> GERTt �E< TkfA �' ... H/! IVE RF AO ANi 1k�1 .INEp!�:T�II.S >'l�P:.:#�IGATiQN . 11Nf�� ,.t�N01�tTHE� >:SAIIA�«T�?' fly, 1 FIR a/ k R {,�, j * 0' ' . � ,`,� • y► Y.I�I.. I�LY:ii�,�.. ::!:.r�i�:frl r l Y ` �• . i : �� i'i: �! Na n i Y : 4 : ; iii:,�g : { +:': BUILDING OWNER OR AUTHORIZED AGENT SIGNATURE , - p / J / DATE PRINT NA John C. Radovi.cli PHONE 454 -6060 ADDRES 2000 124th Ave. NE, B -103, CITY /ZIP Bellevue, 98005 CONTACT PERSON Katie Greif PHONE 454 -6060 DATE APPLICATION ACCEPTED CITY OF TUKWILA Department of Community Development - Building Division BUILDIF PERMIT APPLICATION FEES (for staff use only) 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 architect/engineer, or contractor licensod 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. If 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 EXPIRES COMMERCIAL GAL. OIO IN �i B/. . 1Md buI mng pNmit rppl 'soon: 000unt . �cbla�latlon �itempe *1Wk ;btlip 8' and ................... .......... ............ RESIDENTIAL atINQLpFAMtLY p■EWNGWAD INd busdng permitappdcatlon:: • SBMITTAL CHECILIST : TENANT IYpfoVEME! i ssor;;i oc6urit, a xy uts oV consauc o O S E9 •t0..F.1 on Sate Nod Dletetl bu NNA8A .... T ............ Penn .................... ............................... ::mars bd!inad » >' :..... . .cc940.. U!i. �tatii� pox rQin�Vllpi,,: JOHN C. RADOVICH Vendo 22050 Grade & fill,permit for preload Flood zone control permit Building permit application -Plan check fee 182,x#2 Ito(-1 +00 •50.00. U 5. /y o da I 2 ^T2lTT I I,Q v \• y $4483:42 '- 14%3.14a TO: RROM: DATE: SUBJECT: 0c ion of Cor1t -ion boe -d on 13v'iId1n� Uo1uck-r' moo. April , Iai59 ITT-n1 (neftc_42_, - 5101 nr)1 9 Coo, 690 ris 6 (o O p-el 5ct . X o ..%'S L K ,05 At .o6 - (D 6O -= 4 a .q I I, :3,5r) - Qcsb - 4 a, saq d) 'P ui �lon Clnc2. surch04- (10 /T2.MEMO) City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (200) 433 -1800 Gary L. VanDusen, Mayor �h�l e5 Soon. c) O3 ?O , 1 rk -rrt Two F-ee, Carlc5 MEMORANDUM 4i @ lna . L4 po i r1 1- t4 -6 q0 PALM it z?41 • 5 (PO .0% HJ. (DO pe - S L f- Lis x V3v't la0 r mi Pion a_K 649 ' tJr Char9Q (10 /T2.MEMO) City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (201) 433-1800 Gary L. VanOusen, Mayor o rt art lion gO-03o TO: PROM: DATE: crop OaY Q51 I CIG 0 SUBJECT: �Jelkie 3c e..5 MEMORANDUM v'i 1 a • P-er Fe-e. 'i atvo ion of C_,• n t ct X . �'► modif i.ex = ( 4% .05 5 kisa M 1, 3(Da 00 4, "Th 5 . a Ill. '5n Mount Ow i n3 oo is . 5� \Io'D Corr Z Uar3 �o.. 1g90 n i 3 Iexxd on O.) 1 pr i I , lchCcl ( 0J S90 350 Ualy a on LI Wog a •ad i -44-c • , lpt#t4 RECEIVED CITY OF TUKWIL .1AN 2 4.1990 PERMIT CENTER • . , r,.ra•:�.rt �ivn:ii 5 )6 OSS 4i43.6248 g3.0ig x 4'O bq0 ep. Va tica -t,e-1, Cms C4 Z, (oy y 3 639.53' %rrr / - �00o © 1)6,44,493 -. - 1,000 k z°= Via, ! a q.sa g A V, 740 73W P.es rrja A (o, iS Z 9 PROJECT: A N ��� 1air PERMIT NO. SITE ADDRESS: ___A1, ,IMPIM ZEI DATE CALLED: TYPE OF INSPECT! �' DATE WANTED: , r" SPECIAL INSTRUCT REQUESTER: /lL v , DNS:: Ar! as en • , 1111BRIM11111111111111111111111111111111111111111111111111111111 PHONE NO.: 2 r - , >' INSPECTION RESULTS /COMMENTS: maaOe.rv*AV• _ \ _ _ 1. WPM. n C _ _Al a 42 1 i *OA!, at4 CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 014.11 'M1 "1$i 1f,�l.WW:4�+N trn INSPECTION RECORD tioe 6300 Southoenter Boulevard — #100 Tukwila Washington 98188 PROJECT: •may f ' Q 7, PERMIT NO. �-- ZyZO SITE ADDRESS: (, ,WO g /fi /�y� DATE CALLED: Cp ^ /7— 9 DATE WANTED: / r----9/ •.. Cp l a / � TYPE OF INSPECTION: / NS - = '� ,Q_ 1 SPECIAL INSTRUCTIONS: O / . � C A ,y 4 REQUESTER: y 9-2d72 -/ ' : O l /.ld y�r1 PHONE o NO.: 2s(,, -00-59 INSPECTION RESULTS /COMMENTS: `Q .,.._ `0.' . a. c. L.,i 4-t'G e . - 1 1 ( 1 -4:1 6-Orro c---- t(Artr r ..Z.7 \I , 4---rr-kru-e-4 . A C-6\/ . s-c . rr �,. , Ai; a vd ON-0 ..k.o- d-w1-J (— . t 40 -'y L. I L t;-"Lik. J I A�- .u.-/b -�r7 ��„ . „A),„_C�aJ�, 1 INSPECTOR: J �-- DATE: 6' (Y ( CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 uq:y;yautuLb aM INSPECTION RECORD y'ihtf:. ? 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 ... aaw..+ . .enwa».rw•..:r�kM+.v.Y;wkw wL�,e mn CITY OF TUKWILA Building Division 6200 Southcenter Blvd. Tukwila, WA 98188 433.1845' Permit No Date C' (t c k l Job Address Ora' +YN.' :x.iN"MYhiMYiN.tdM1• W WNtM+wm+.nn CORRECTION NOTICE The following items are found to be in violation of Ordinance vim- and shall be corrected. e....o( r!-4va 60w6 a� �t� AaN, .4.a L ITT - TA- A rs)C 1 Fd 4 - A ��. ( H,2• A-aSEvn ES f S •rtaT c THE Woo c. 1 s A 2- i rss? sc ►mil Signed Building Official /Inspector PROJECT: F U�e--- PERMIT NO. (, 2 0 SITE ADDRESS: (' g 1 ` ,1 L Ce_AL , 7 1 i DATE CALLED: — c 9 / &,--/2 -. TYPE OF INSPECTION: a )ali ,./ k • DATE WANTED: w - / -- 1 L � a.m. SPECIAL INSTRUCTIONS: , I ! � �- • i REQUESTER: y2-2, / w� �� PHONE NO.: 2-4 -23 INSPECTION RESULTS /COMMEN //'' ( ,6 � p �-d� .c., -a.a. n-•, = -t -u-e - - ate. c.. -1.1. S tV'{tYAk,rst CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 .,ae.n...••Mtnnrn:.inw>,ero rs.. w.�u+vwcsrau*u•...rr.r- i:aw.e uxvi:.<w yes :xrc','st?k%..tC:t'ix::.t'3ii i; r!: r; 4^: 2' M'M�.•W.L'+:y;+s!•zcm.;ri;.. ^x rr. • 4 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: VCIkt ��2 , PERMIT NO. ip,9-0 / SITE ADDRESS: 67Ito et / ,60 DATE CALLED: ro -(p ---CI / -- TYPE OF INSPECTION: ('_(,tii�4 _ I iz n2 i _ .�; , � DATE WANTED: .._ --q/ S.M. SPECIAL INSTRUCTIONS: f REQUESTER: 7Y? / / G�2 PHONE NO.: � ((- INSPECTION RESULTS /COMMENTS: / .-R -it arAr - 11-k._ Al 1-.,_ % - Z. d+r -P-x 6 I - 6ktrar ov *--k l'J/- k i INSPECTOR: i a DATE: # L. s`n'CY:!�f:iSi :L�p3C:"M57�m CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: 1 .. ! PERMIT NO. , ., SITE ADDRESS: EV _ �i�/�►Ir- DATE CALLED: (p " 10 --- c1,/ `�I� /,, A TYPE OF INSPECTION: -' - • DATE WANTED: — / - 0 ` _ ��r�..!. SPECIAL INSTRUCTIONS: / r Pr • INSPECTION RESULTS /COMMENTS: / I, IIJSPECTOR. F',M2 lA:210 1) fATF! l0 //V 4" YiKfRxrr4a' utwuttq�:.ti:�n VANS * A''t.CkNidi : w,,.%P..t,..., .......... CITY OF TUKW1LA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: CZiZ -� , b C '1 PERMIT NO. 1 SITE ADDRESS: DATE CALLED: £, - 6, - 7 ( TYPE OF INSPECTION: R. 5,C {? � .3 S 1 DATE WANTED: - (o D.T. D. SPECIAL INSTRUCTIONS: -?4 - Pt N prt- REQUESTER: f/ 444e-- PHONE NO.: INSPECTION RESULTS /COMMENTS: lJ) 6.1k. —tom 0 ,�.,„-Lc.s..A.: 64,,A5 C �,.,,, a�s.��, a --t A ..s.� .� 0 �Z ` - c -3 .x.-4 M�ff' © � ��a .0 J © 4%.0.31 ' . Girl/ . u- -v._ `"i •J vk- -- MI. �1t.i i °k p (..���n, - vr .1..Q --)--&-k) G1.t.J of r -►,. is s 3■.-;,._ . ....._.... �l X // s-, wA... 7 A / CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 ,Tukwila Washington 98188 PROJECT: 26)(k ` M/a' PERMIT NO. CO a 0 SITE ADDRESS: (o l O 5 D lAk bk,g4 `4W 1 AV 01 ' DATE CALLED: TYPE OF INSPECTION: .t VIGI 1/4 ,0 VW ,.. DATE WANTED: i 4 ? M ' Ci SPECIAL INSTRUCTIONS: REQUESTER: i)Q -'/ _ PHONE NO.: 2 4- '' - (.! INSPECTION RESULTS /COMMENTS: n\/T7 cc c.+N wi Y 0 1,- L, A co /...t )-. ,,J, ,c,;-'s rL.. /ran >, e ThS / N S P c - i — ta OJ /I 1 2A Al P S wv.ey, (r L. C -cyvc� e- k � t -nt I z , 4- 3 kv P t- f / ' r , T . � ` 1/I (� w�- ,,( ..% I'1 A - t_ 1 1s' O 4 f` 4..., 1 Cif c.# 1 (J E F' 7�. (4 /�1 'Tiro ce V� INSPECTOR: ( --;5', /J DATE: - 2 1- 2 / CITY OF 7UKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTIOIv RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: --- VAN-K M PERMIT NO. ip 2"[) SITE ADDRESS: (al i f 0 G ' C.P4y.)2U,y. ¥ . ' DATE CALLED: -- 1 - i' I [ TYPE OF INSPECTION: 1.- ' ti--- DATE WANTED: f+ '7-2 - 9 SPECIAL INSTRUCTIONS: REQUESTER: c _ k t PHONE NO.: ? GP' - L2 a" 33 INSPECTION RESULTS /COMMENTS: _ e A.. �,y,..4•7Ca -, tAz 9 L :-, e , o ik.Astts, INSPECTOR: G- ■ � .. DATE: 9 - 2- - 9 I CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 fAi INSPECTIOIS RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: ✓ - --p), c„2� PERMIT NO. Co a-C7 SITE ADDRESS: (, g 4D . f '. (+ g : �� (� DATE CALLED: 4-- / - V TYPE OF INSPECTION: C(.. m.S DATE WANTED: '- --j - - 'ii •11. - SPECIAL INSTRUCTIONS: Pi.c .Q, ez e, W Q, :3 EQUESTER: Pe , , Gt' ,O © 4s 1 f Lc Li 1 e ► M ivIalez .. PHONE NO.: r-� -l V - ( --- INSPECTION RESULTS /COMMENTS: ) �...- tit =� ). „-) L-- x atil C.<r� -� � `1 (' G -q t4:.._`. IMRPECTAR! (" i - DATE! L-P-- (1- C1 I iV/+$ VtT4D.'> 1: y3xe •'.n7;:•wr v. 9.: fuY°. �.& l7lt. CJrGM1i. NeMnwr�w .nm��w...«w..w- ......n...... CITY OF TUKWILA Dept. of Community Development - BulkNng Division Phone: (206) 431 -3670 • a INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: 4 4. e., PERMIT NO. 6,-0 SITE ADDRESS: 6d4m JJ2/c ( DATE CALLED: -7 / G - q ) 2 (.n. TYPE OF INSPECTION: �� „� DATE WANTED: - -- �' M. / V SPECIAL INSTRUCTIONS: U REQUESTER: j PHONE NO.: a F o 03 INSPECTION RESULTS /COMMENTS: 6-0,Ns. -----p.4.:, si,s,„ co„,,, ,,,, I INSPECTOR: \ �)Z --.. DATE: 41-- 1') - °} I INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Dh4sion Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: PERMIT NO. ( -D / SITE ADDRESS: ,Q4L Pal 1J d DATE CALLED: ' 1g q / TYPE OF INSPECTION: '/ I c I DATE WANTED: - ' /5 / / L 9 1 � � SPECIAL INSTRUCTIONS: l _ G -- -- -7 j./�, i _ REQUESTER: ` I%, � PHONE NO.: p5 9 - (7.9 INSPECTION RESULTS /COMMENTS: ��•-' � CA\''33\Ql ""AN -nor \G1 Ovr•Y --(14C7 '- 1 - f Y11N2 lS A P e vrV0 C,fL Ca €Y . 1 INSPECTOR: L. (-- �` DATE: 4 I i s 1 °1 t CITY OF TUKWILA Dept. of Community Development - Building Dh4sion Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: h)h, PERMIT NO. VJ ..0 / h ) 6/ v DATE CALLED: 4— 16- / SITE ADDRESS: &K 0 , ?z -e Ac TYPE OF INSPECTION: ,-- SeAuhi-t/x-h DATE WANTED: g - //- q ( c ;�, - ,SPECIAL INSTRUCTIONS: j akc., 64 ' REQUESTER: yU _e.J - PHONE NO.: d �� (0233 INSPECTION RESULTS /COMMENTS: �� e ( �'kb- . �' . ( a--A.. (,:- ��.1 ✓� --).� :..R,'`� ,;� c.:.,,c�-w„- . ,, any _ . -?J a-o '--►-, ` o,_._ 1-1-%-- \1 �..,.,..:`c • V V Y INSPECTOR: - ----- DATE: L /1-11 #WIY•fit1T #lYY[A � F. SVb• A7 MV.• wM�• rvw. n�.. wwt.• �..•. n. �.+. a. ur�wxwn.... wn..... wev. �.... r...: ... n... w. n... r.. w. v.. w. a..v.•r.an.:w•....ti..r.�vw.�f+. w. INSPECTION CITY OF TUKW►u Dept. of Community Development - Building Division Phone: (206) 431 -3670 6300 Bouthcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: -O/ J Cliz,v ZC PERMIT NO. to a o / SITE ADDRESS: ( W') S-1-1 A ,(-,t ' t j 1 1 rce_, DATE CALLED: 4— /— el / r TYPE OF INSPECTION: 3Ch.Q,t,C).42.` $1 DATE WANTED: - / - GJ / E SPECIAL INSTRUCTIONS: REQUESTER: &Jr PHONE NO.: p� ti-k - 6 INSPECTION RESULTS /COMMENTS: �`, ,, ; , 4, ,< o /, �- ,c� /,? / •••1 1 • ! _ _ / , / G 1 / - s� . r :.. . y . 1--' .40 c _ .2 / 6h (-, ? /3 S. c , -e / J-, / l 6‘.7 4 � C O - e.�/ if , / INSPECTOR: J :` J i DATE: 4 / - 1 .- G l VtitiOftiikethiutirafromsoie CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard - #100 Tukwila Washington 98188 CITY OF TUKWILA Dept. of Community Development • Building Division Phone: (206) 431 -3670 C C;y INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PERMIT NO. (`p .9-0 I PROJECT: SITE ADDRESS: Le, e1 61 VC / DATE CALLED: --,„,-o .- 0 / TYPE OF INSPECTION: tUQ �; �,j}� h, (� DATE WANTED: -- j — q/ _ ,�� SPECIAL INSTRUCTIONS: ' REQUESTER: 7�Q PHONE NO.: F-" o,3 INSPECTION RESULTS /COMMENTS: c) --8�- 1/4'5 -' PL,sU fq. Y2av„e ' �Z.- r NSu ANA LL CLA- g.i *t ,.l w l ' ti A . -- A 2 -- >i -- S . C..E1 LI nV7 F -Ai or, AT 2 r— 4._ 664 AAhfl 1 r At-L : , �m .tc.t'— i2 'v»- IS /\PPl- v�� PM-- ceNE- INSPECTOR: C1, ' "' DATE: ' -2 'I' 9 CITY OF TUKWILA Dept. of Community Development • Building Division Phone: (206) 431 -3670 C C;y INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: Fort- _T Tw p PERMIT NO. lO QC)) SITE ADDRESS: (0% Li 0 SO)-rhC -Q e r 61 DATE CALLED: n - kg t 41 L.D. • TYPE OF INSPECTION: - r1'3( )10,A DATE WANTED: ^ a 1 «iiai SPECIAL INSTRUCTIONS: REQUESTER: .gyp_, PHONE NO.: l.{c,-- (0a INSPECTION RESULTS /COMMENTS: II ' ` -- t J INSPECTOR: (-�' r I _ -""' DATE: -27- 9' , CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIO RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: �01 ( PERMIT NO. (p a() I DATE CALLED: - (2O'-- 9 I SITE ADDRESS: (05i Lit gip, R, �t..� 61 ort, d .�-Q � �� r . DAT WANTED: '-j - �U- G I � A TYPE OF INSPECTION: SPECIAL INSTRUCTIONS: i REQUESTER: PHONE NO.: „IA, ‘,....s INSPECTION RESULTS /COMMENTS: c 4. �, .. f 'cue 47 • 1)., DATE: 3 / 2,0 "TA INSPECTOR: CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPfCTl0k RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: 111 ..' 4, __ PERMIT NO, (Oct- 6 SITE ADDRESS: (o 7 if rer , i, 1 f DATE CALLED: ..�-- 19'-q/ ,—. TYPE OF INSPECTION: FthCJ tt DATE WANTED: �-�' O' --� o , SPECIAL INSTRUCTIONS: V REQUESTER: _z PHONE NO.: ,ata- C - 33 INSPECTION RESULTS /COMMENTS: INSPECTOR: - ��' --- -.) DATE: < Y) 9 - I r CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431.3670 INSPECTIOIQ RECORD 6300 Southcenter Boulevard — 1100 Tukwila Washington 98188 PROJECT: rp 10 , 7 PERMIT NO. 6O - I SITE ADDRESS: , ; / . ,jrr• / / I. jd DATE CALLED: — (5-1 _ 4 _� TYPE OF INSPECTION: , _ ,i � ` , a DATE WANTED: -- till SPECIAL INSTRUCTIONS: REQUESTER: ,,QJ PHONE NO.: z- A '� INSPECTION RESULTS /COMMENTS: c S pwl, C " - r,� �, , 1_7 a ,� ,r( e" _� / /i. 7" e"-(16A .0'1 -• INSPECTOR: /7.-e-, .. e _ DATE: 3-/S-// CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: Wi4- ly PERMIT NO. (D ?f� I SITE ADDRESS: (Q X q) C j C .. � , 1,1 U , ' DATE CALLED: ,3 -g- 7 I TYPE OF INSPECTION: C,P4f( IAD I C j(�1�,Q DATE WANTED: ' J �'- 9 aerlo t SPECIAL INSTRUCTIONS: REQUESTER: fr C' v' PHONE NO.: v..kg — Lo?" INSPECTION RESULTS /COMMENTS: ��� GO r ct: GA,,/,6 - 3--t -- - -D c,n, -'-. , r C34 c , c.J DATE: '( Z -`A I INSPECTOR: --,, -( -V-- CITY OF TUKW1u Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIOW RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: 0.) II ' NO. Coat) CD / , AQ y _PERMIT DATE CALLED: .4— (D ' 1 I SITE ADDRESS: / $ Q1_, _ jr • 0 TYPE OF INSPECTION: '.. ,NZ DATE WANTED: -9- I I . SPECIAL INSTRUCTIONS: V REQUESTER: /I �`...�I� PHONE NO.: c P__4qr — /2 3 "* INSPECTION RESULTS /COMMENTS: et'st -lm l yL tA.,4 -u._,S . c_r L-1 (")/_ - r - a 4 ' ec c.p_ -- /sr F r 01 AI w rrit'`'( 4 , 4 - V - DATE: 3 - 7- 7 / INSPECTOR: G v - CITY OF TUKwru Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: (L=T 1 N.-- " PERMIT NO. (;2...0( SITE ADDRESS: 6 ptid ,..5., (, r A 3 /1 v d, DATE CALLED: 3 - - c l I TYPE OF INSPECTION: R.. c ) c ; ; t 1 ,1 , 5/Z„7,3 4 (,jf, ),5 DATE WANTED: 3— S - c' I OM p,m. SPECIAL INSTRUCTIONS: e.n.r REQUESTER: .'.,,ravJ PHONE NO.: Z Li g- 30 Z- S INSPECTION RESULTS /COMMENTS: - j/„ /7 40„..- L ,C, ,- e , • „, 1 , 5 d/ ` - ter 1-1. 2 ,rnAtee/ ./ tu $ it- S ii;, , L- v c.vG -c , / , . L u .r � a,- 5 /— e* 4 ..Z c�4�� (J l f ,0 r7 j, 2 �c-(i 3,�� /�t- f-".' -, �.//4 2, e .,, 1 „� < i s / / /f,0 t o, I3niy. --r/ d i- 're'. ../..4L 54.,. ek 1 l y?'L -r , [7 ..P - 13 A. m L.:rol-e- G 20e .f--: 7-, S C.e' 2 S j1z.,;- 1T/u f9 , ,-,,,..... 7 Z /��� Az. / r /O e-v " -c.. 71 , � d v, S / 4 , INSPECTOR: o _,---- ,, ,..fil-, DATE: %' 5- 5,/ /94,....1 lirdtAWAttf a ikval mae* CRY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 C' n INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: PRE MIT NO. (Q p SITE ADDRESS: ' C- Q �� 0A. r DATE CALLED: f a".r TYPE OF INSPECTION: �e Q4A) 4.- lam✓ DATE WANTED: c; .,7'.)S iT , SPECIAL INSTRUCTIONS: REQUESTER: rp PHONE NO.: ? ' CP 2 -- INSPECTION RESULTS /COMMENTS: 'As-k-- 'Thii- / c- oe /� 0-0 •--w e�� v)--- D eAN r.� -clve r5. w-e. r '41-e 1 0-.A.,‘",.../‘ (Ate_ u-L -, I1..A<., -4 -; c f ∎ � L 1,06-0 ns o_e- 2.v -tzt. 1e.r" Set . y 3 n t.1 or LA 6c. INSPECTOR: DATE: 2 2.4. °h CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: WI' PERMIT NO. CO 'X) ttk SITE ADDRESS: / , 0 TYPE OF INSPECTION: SPECIAL INSTRUCTIONS: Li AL Mvi1�I�le 31 f /� / / , S , ) . DATE CALLED: ' - - ' . . -7 1 REQUESTER: I (/I �7 PHONE NO.: a' '' (i? -- INSPECTION RESULTS /COMMENTS: ,- / A` r c ate, ,/ , - — A4 7 6 /e ,-7, s 2;, L_., ...e.- DATE: 2 -2 -7 7 - - ' INSPECTOR: �l } CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -36 j0 INSPECTIOSr+I RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: .( y--k b- n-r "1 n PERMIT NO. (o &o I SITE ADDRESS: ()SL -10 L*h C-Q y - 2 Y 61 DATE CALLED: a-(5-(4) TYPE OF INSPECTION: l 11 e1 c ,fl DATE WANTED: a.- & 19 - ci I ifY . SPECIAL INSTRUCTIONS: REQUESTER: pp-}-p _ PHONE NO.: (L, 'S (()D33 INSPECTION RESULTS /COMMENTS: 5 .Fa.3.,..4-0,-- wv (-14 a-1u_ a 1 6.AIRJr.%, c is-,re r . b _if INSPECTOR: (_ ,,1 2 - - - DATE: 2 — ' (4. '" ` ( CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIOW RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIOW RECORD 6300 Southcenter Boulevard - #100 Tukwila Washington 98188 PERMIT NO. • PROJECT: 1� MEOW SITE ADDRESS: • „ ►,/_i„ . _I� m / k J" DATE CALLED: - . - V TYPE OF INSPECTION: / . �� / ,, DATE WANTED: -- - J / •�, I t SPECIAL INSTRUCTIONS: REQUESTER: - I . i , _ PHONE NO.: - & 3 INSPECTION RESULTS /COMMENTS: _ „ 9 t / i / . .---- _ --1_ e" --r ",)," INSPECTOR: i��,-,//./....7 0 DATE: — CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIOW RECORD 6300 Southcenter Boulevard - #100 Tukwila Washington 98188 PROJECT: h, 1 PERMIT NO. (p I ) DATE CALLED: ( -2 - ?I-9 1 SITE ADDRESS: /o !.:i .f_r TYPE OF INSPECTION: At , b l' DA, C D 5 - 2,4. PA;,, - r DATE WANTED: - a - / 1 -- - SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: 0 ( a.3 INSPECTION RESULTS /COMMENTS: /.-,• /S / �:._2 ,/ 3,.-e.i / 4 1 - Z , � 4.-r' 4 . � )-• MIL. '3 • . ' 7't -' .r .� Ll �� 7 h ' l (' d --•,' firn G 1.-r.' / /a AC j INSPECTOR: 104��2_ a -- ,,r4-r-) DATE: Z-- 2--2 CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIOCI RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: as / lam, PERMIT NO. 4 ZD / SITE ADDRESS: / ; Ar ) .0 � % , � / .0/22 DATE CALLED: / 4'- - 9 / 4 , TYPE OF INSPECTION: DATE WANTED: c7 / / ---qf SPECIAL INSTRUCTIONS: REQUESTER: ,�, PHONE NO.: o2zeg' - Od_ 3 INSPECTION RESULTS /COMMENTS: A4 /- �- 9 // /3 mil, '- -- �.� � . ' /. _ _ r .. . _ _ `_ 0 ->/ el 24... ems/ e/�r r Vii, -..e. 1 i.�, i _ 1 7 - i r /2 . . - _ .. L t� /i _ .. �.il, /7-0 f" ..., 4 /-.), _pix, / 4 - -7/4 , ____ A / ,1- ,, yi x .... 4 6 INSPECTOR: / /'.(.., ....0_, / .Gi , .4 .., DATE: 2_.-/c -- ' 7 / CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 ad rt.. ..,w n...... aw. w�a::. nc: vMU_ v., TC»• n. ex�-.,.w.».,...,..,...«. ..W...,....,......- .....,»..... INSPECTIOic RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: r O reT , I��-r,c - E= PERMIT NO. Lo a d / SITE ADDRESS: DATE CALLED: 1- 7 DATE WANTED: A -' - 5) ---- 1-7:: TYPE OF INSPECTION: e y--7--&-w- r o,z_ _ (z- tg 5 N A- I i , N ( SPECIAL INSTRUCTIONS: Geau n d rtir - 1, REQUESTER: PETE PHONE NO.: INSPECTION RESULTS /COMMENTS: INSPECTOR: ( .3 U r- l.. DATE: , -1 - 1 1 CITY OF TUKWMLA Dept. of Community Development - Building Division Phone: (206) 431.3670 C\ INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: r- J g PERMIT NO. (0 ( / SITE ADDRESS: 0 Ii .. _iyi TYPE OF INSPECTION: .j ) / 0 i, ,j .G • . " - 7" 7 )(:). -M DATE CALLED: _. -- DATE WANTED: 2 - 9 .� ----q -q/ 71;iir SPECIAL INSTRUCTIONS: REQUESTER: Pjai±Z. PHONE NO.: (/ °.. 4L -g --- . _ 6 2 INSPECTION RESULTS/COMMENTS: i„, 4,, ;A< ---7 - / z �1 INSPECTOR: , ', _ . 47/7Z1. DATE: - 2, , -- - 7---‘1 . 1111WKIatttar. aa� CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTION' RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: p ciAd- PERMIT NO. 7_ Z O5 SITE ADDRESS: ; 1b, _,I , ii TYPE OF INSPECTION: i' ��;. , 'A_ e J # I. ,.� ./ E', " c DATE CALLED: "' — qi DATE WANTED: ��- '" -=�'= SPECIAL INSTRUCTIONS: REQUESTER: f PHONE NO.: -- 03 '. INSPECTION RESULTS /COMMENTS: ( (.,/'J7) 5 r /l- P- •c-rrz -r-�it err-, /), C l' el .1 . / / / - _ /1 /_ _. a INSPECTOR: DATE: -- ( 1 -----C 7/ CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431.3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: P5Y 1)thk I - PERMIT NO. (aO I SITE ADDRESS: MO 6, C .. .w DATE CALLED: j'' 7 7' • T 'r) ( � �,, /�, TYPE OF INSPECTION: � nn,�/��� �f' - r DATE WANTED: l a GI 1 o.m. SPECIAL INSTRUCTIONS: REQUESTER: P PHONE NO.: ?4,_/ ' (p a - -- INSPECTION RESULTS /COMMENTS: / 7 / , ,. , Cl/ a-1 d // rc 01'' S 11 — / 1i7 /.y , / '! tr2 `^' ' ;7-7 - . h _P 1 /, 4 r/ ay. I - :- , ' G G�-f' ?� n ,. . 1/, , 7 - / " 5r c.- /"4 -`Li� �S e r ` / / 5 6 ."111/7 • / hQ, a ie , i� I'") h --s / rte v -ri- � � /I- ' S J ,94,...--, -Li -' - X- (, 6' L, •?'& ' T� yJ ' - �2 42 -ii1Z. ; 7 fi ts � if - .. n , ... ✓ 'gr ./ l _t. e re. L../, /A /C.4 A /t ', /0 ) / L� [ /Ci. -) // 1 e- / > 6t..... -� p -- / INSPECTOR: U e;Li ..."ca*S-- ) DATE: /— 2- e---/—` CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIONS- RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: katt t , ' PERMIT NO. & ( 9- ,CI / • i f L i UGC- SITE ADDRESS: , • a ■ral , i , , DATE CALLED: /- - 2--- 3- , f s TYPE OF INSPECTION: 0tiPA 4 7j DATE WANTED: - zq -- q 1 lr-11". SPECIAL INSTRUCTIONS: P 1,4) , REQUESTER: PHONE NO.: ?_./4-s 6, ( 9.3 ----, INSPECTION RESULTS/COMMENTS: c i 1-- f Grj a //,.5 rm.,0 , -■-•■ I .,,,, /,...._ r-i.:0' 7. T4 , real III i -. 49 .40 ... i r el\ 11 S 42•e-4- 44 7 .4- 4 7 461' ... INSPECTOR: ,/, 9 „ _ .;',1 DATE: 2 '1/ CITY OF TUKWILA Dept. of Community Development - Building Dhfision Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: h24- L.)-ex--12: PERMIT NO. �p 0- O SITE ADDRESS: 6 . 1 gD G „,,, , - ,,, ,,,- DATE CALLED: f r Z9 ,--/ _ TYPE OF INSPECTION: l jrii C 2:36 � m DATE WANTED: / D� ( a.m. SPECIAL INSTRUCTIONS: REQUESTER: j” PHONE NO.: ."Co 2 5 z, INSPECTION RESULTS /COMMENTS: -' vt-a (— b 6. VYI�C ,. of / '�b . INSPECTOR: Ca. Q Law" DATE: 1 h o I c 11 tittatiremtuf CITY OF TUKWILA Dept of Community Development - Building Division Phone: (206) 431 -3670 ........ �............... ww. ns. nnrwnwrnw ..�Wa <wurrr.++.+.w.MNrn rw�.'w Kea. 4iMr- r,. H> WbiMY✓ l' WJ rTRS: YtiY.^ Ua:G 95�Y} YMgWtllYYih�sYNYM +�+W�'.w•irtrwnra..w�.�.+r w.vrrw+. 4 f INSPECTION RECORD 6300 Southcenter Boulevard - #100 Tukwila Washington 98188 PROJECT: 15'1f T) PERMIT NO. (0 l2O SITE ADDRESS: CQ X40 )/j1i&y p, I 11 TYPE OF INSPECTION:' (**) V j VI 6 DATE CALLED: /' 21 -' "j I DATE WANTED: /'' 2Z -0 1 I .. , . SPECIAL INSTRUCTIONS: REQUESTER: R, PHONE NO.: 7 " 2 - ' , 3 INSPECTION RESULTS /COMMENTS: rI 1, ( , '7 , vro kn. ,,,. 4 Im re— en..._ .4.-.4- r INSPECTOR: r c a.. - DATE: / " Z2 " c i litafffittitieviremuituartmor CITY OF TUKwru Dept. of C Development - Building Division INSPECTIOI4 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: \ Q)\.,* co_fsk1" PERMIT NO. ( 0 SITE ADDRESS: v61/4--q' 5c �tx e 12.. Q A INQ G , DATE CALLED: — 9 / TYPE OF INSPECTION: r,x) 0 a di, -- `.CI) NA, DATE WANTED: I -- --9 1 SPECIAL INSTRUCTIONS: REQUESTER: ‘ PHONE NO.: 9 . 4S - ( ?) INSPECTION RESULTS /COMMENTS: Lsu t iao �fi.cloc. INSPECTOR: c� a.....'�. ---- DATE: / - Z 3 -1 I VN•' 'SVbAYCGls1�n. tow. wwnw�. w.,....,r+...rr a •1a1iw... • aM'lafr•.r..w •vKCR4 r.�MHthlU.�n <�ert CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 11iS>rQfrHw41 INSPECTION RECORD T2. 11Wt+ 4'^ �1' 1' �hhn� +4..w:RY:ttY�iY'NKS+!rt�+e.Mn.w rr 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: 1-01tf W PERMIT NO. (p 0--0 SITE ADDRESS: ( , 6/v -re,, DATE CALLED: ) - / -- C 1 / p' TYPE OF INSPECTION: (.7nt (())7 r j - `7 7,6 A4'Y1 DATE WANTED: / -- / g -- SPECIAL INSTRUCTIONS: REQUESTER: p_ , PHONE NO.: ,.'1 4_8-- (n 3; . INSPECTION RESULTS /COMMENTS: ‘.... r INSPECTOR: DATE: / ` ? - ct I CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: )---D L\e PERMIT NO. (p o9 O SITE ADDRESS: L A - ` Rl -N J /I LJ d_ DATE CALLED: TYPE OF INSPECTION: ( n OA( 1 Q _ 7. BO A DATE WANTED: a.m. SPECIAL INSTRUCTIONS: ' REQUESTER: , • PHONE NO.: i j P9.3 INSPECTION RESULTS /COMMENTS: K` r , 1'/:52-e."14- �r kv �. � Yom` , )7-3L''-t-"° INSPECTOR: , DATE: I " / 7 - l CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 .-..........—.....».,..,.....«...,. .v...,r�.«..,:.�.........r.�,., ��_...„..,....... w,.w,.., w� .«.,.w.,w,ivae„r�v.�eo-x,ev�1« :r n...,. ty44/....s,i:.1,04,,.340.4,.w11,0/4 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 CITY OF TUKW LA Dept. of Community Development - Building Division Phone: (206) 431 -3670 • ...,.rr..s�.o-...w...... ......,... ....................+.. wnnawn «rm,rtussw�wu.ruw..« „w.. ...al/ n+. vurva. wecar aavn» urtJ. eMkvni�aeawvA :rr.*,JU>•c.���..+¢.� INSPECTIOIPRECORD • 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PERMIT NO. ( 0- 0 PROJECT: ITQJL. D _ - F SITE ADDRESS: (p 40 )-u` 0p,,K.tt ( / I r DATE CALLED: k I / _ q ( TYPE OF INSPECTION: L6YL '7 DATE WANTED: -- -- .;m. SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: ( (pa,' ' INSPECTION RESULTS /COMMENTS: --- -k) b ,v"y a.* i-1 1-- - f,,, 7`- DATE: / -- / 5 ' 9 1 INSPECTOR: -- CITY OF TUKW LA Dept. of Community Development - Building Division Phone: (206) 431 -3670 • ...,.rr..s�.o-...w...... ......,... ....................+.. wnnawn «rm,rtussw�wu.ruw..« „w.. ...al/ n+. vurva. wecar aavn» urtJ. eMkvni�aeawvA :rr.*,JU>•c.���..+¢.� INSPECTIOIPRECORD • 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 Witikivrt=o2fta CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 rirw ..- wimr.w�lnn�Ytwwwurw++auvr waS�+twea.- xs. Mif. 141 .5.2491.6.14kf411AWA. INSPECTIOICRECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PERMIT NO. CU alp 1 M& t SITE ADDRESS: / PROJECT: , el., A. ;e5 o ` 1 () k;l' �' , s1), DATE CALLED: 1- (0 - q / TYPE OF INSPECTION: C ( u fib -`7 '34) imn DATE WANTED: (-- / t -- q SPECIAL INSTRUCTIONS: REQUESTER: PiL,J PHONE NO.: c i(-- g - 6,-, 3 3 INSPECTION RESULTS /COMMENTS: / �° f INSPECTOR: ( a-7,‘" "i DATE: /-- �7'"7 Witikivrt=o2fta CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 rirw ..- wimr.w�lnn�Ytwwwurw++auvr waS�+twea.- xs. Mif. 141 .5.2491.6.14kf411AWA. INSPECTIOICRECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 Type of Inspection Fov'At`?/1 S Site Address lU Requestor Special Instructions I Vic Inspector CITY OF TUKWILA Buildigr 1partment 6300 S enter Bout= and Tukwila, WA 98188 I ' I (206) 431- 3670 ►.. Inspection Results /Comments: ,) --t-cJ tr►..�- ' INSPECTION RECORD PERMIT # 2-O f (2 — cC) Date Wanted 12-' -s _c Project P4- 117 4 4 4/"We, Phone # (P � � , 33 g', cS b Date 4 .,: ... • Date /2-' S "-- 7c) .I Sell Aralli 1'c�'. M:Amp.rSkFSter•C`,MtSN .44 .l5 tFVt42 f�AM.w.vwry Type of Inspection Site Address Requestor Special Instructions CITY .p A Builds 1 aparartment 6300 So :enter Boul Tukwila, WA 98188 (206) 431 -3670 J I , . eatfallfritellEIVE P Inspector 41- r4- -- --,;g:41°V71 INSPECTION RECORD PERMIT # iO I Date 1 Lf Inspection Results /Comments: ,r , •� ��P �z, � _ i7 74'4J S' fd /0 <- / ' -tea /4 M T�-- Wee ' , ' ' Cr Wanted II `IS am. p .m Project— v -PO f Phone # 3 .5 0 [,Cdrl t , Date �< l Site Address Requestor Special Instructions :.1crA'bN.+Y.A1aR7f.R.i!. Ct. u. wm... �. nrr.+ w. �...« ..............., �, ana....�..... «`as ^er. aeM> tian7n. innr. x- awrx.y m+.,.: xuer�umw�axr <ezHn.:.- xafawaktFe'rfT Sts: 4kv;. l' hS��lrwtmH +Iwuf�+�*wr�aarueuaw+Navarh • . CITY OF TUKW LA Building 0 ment 6300 South `er Boulevard Tukwila, WA 98188 (206) 431 -3670 5\ 019 EflsoorTt Type of Inspection 0 ',So l 1CP Y - 7;3D poUY Inspection Results /Comments:�r� !� Inspector INSPECTI H RECORD PERMIT # (f)&0) Date I -Gto /2„ Date Wanted I (" y ' �Q p.m. T Project (q UJQ Phone # Date /1 —/ 3 - 9 C� MftrimpeaMmurod CITY OF TUKWILA Buildingj'� 6300 So nter Boulevard Tukwila H 98188 (206) 431 -3670 y • T u,v I (L t3Wvc( E5t e Special Instructions IC 0-4/1/L . Type of Inspection Site Address Requestor K Inspection Results /Comments: e, Inspector SO-c,,,e_ ........... w...,. s.+., n+. w. uw,«. w... n... wr w.. w*• v.. uw.-. w.... war w: .u•.urnaarwxmA+umnmaxxwnwrwa wow w.. m ,... .....w...n.n..+.......,...,,... a INSPECTION RECORD PERMIT # Date �;� -vZ�. 90 Date Wanted v - qo Project Phone # Date ...«...,......«....,,....,............« wxwwarna +warnruww.arias+wiaaosIveo nn.us re nvnietW aQt0601 aGXtWPANm!Attu'#t 2toth nenfrurmato,. .,....bswnr+na+ N. CITY OF TUKWILA Bull Departnt 6300 :.hc me enter Boule Tukwi , WA 98188 (206) 431 -3670 • Type of Inspection Site Address Requestor Special Instructions Inspection Results /Comments: Inspector Ctkv P/fi `P R_Gc r INSPECTION RECORD PERMIT # �P f Date (, U -- S 7 0 Date Wanted /4 � v CL ' Project `MY' Phone # ? f . - 7/tr .. - Date /ir —2-6—Pe • Type of Inspection Site Address Requestor Special Instructions CITY OF TUKWILA Bu11 Department 6300''chcenter Boulevard Tukwila, WA 98188 (206) 431 -3670 Inspection Results /Comments: Inspector 201444 ham► Date INSPECTION RECORD PERMIT # ( Q 2 — d l ( ` � � 0 Date Wante /0 2 Project OV Phone # Date /c7'--2 -, - •'e; Type of Inspection Site Address Requestor Special Instructions b/ Ziyzi - / allrik ., 0 ceS- Inspection Results /Comments: Inspector CITY OF TUKWILA Bu11dy Department 6300 '.hcenter Boulevard Tukwil , WA 98188 (206) 431 -3670 1 - 3 0 i o , INSPECTION RECORD PERMIT # Date 16 -- /9 - 't O Cfv■— r_eist-kg.--vm Date Wanted 2 ? 'O a.m Project Ar CM I Phone # (7 - 422.5 Date /0 - - - 1-0 CITY OF TUKWILA Building Department 6300 Sou r `:nter Bouleva d Tukwila, 98188 fl (206) 431 -3670 Date /0'"ap �, A ,, Date Wanted /0 "-(7 _ � - "1 U a �p (7 �[ Vet' Q%1 �T 1/d ' Project F4- ' T 1 `1A4- Phone # 7.r=� F( (v �j 3 7> 'ype of Inspection P ` Cis ite Address 1c4 a :equestor w' \(z •pecial Instructions Vv c) 61A- nspection Results /Comments: c+ ._c.�( t1 0 . nspec for oue..'v..naa.r)CVk K ..t.✓m NVIVfOm1"Mai i OMWWV Nr a« nv.« noa.. .e«tt + a.rt* .«. ...... ,,, .�� INSPECTION RECORD PERMIT # PAD\ bsylimq Date lO 7c 'ype of Inspection IF-66-1/1 ;ite Address equestor pecial Instructions nspector aeuusi rfvr Ataampwocure,ma xsmrbr ittew+ iods o;s0WiiereWratoO &W snl rkkUrki. `A7 idl idlatig ti'.. CITY OF TUKWILA Buddi i ent 6300 Sou ng Aterter Boulevar Tukwila, 98188 (206) 431 -3670 PERMIT # Date INSPECTION RECORD fool Date Wanted /6 — / A la a.m. nspection Results /Comments: �G�c Lam- f j � - Project FY Phone # 2 (D 2 3.3 #1 .✓J Date / 0- a Type of Inspection Site Address (ni kO Requestor 4 / `' Special Instructions Inspection Results /Comments: Inspector CITY OF TUKWILA Builds .Department 6300 center Boulevard Tukwil WA 98188 _ (206) 431 -3670 O►N 1.1 iAr INSPECTION RECORD Date /D/dt pt Date Wanted /O ,p Project Phone # 5 3 - L ; 3 69 3 a.m. D / Type of Inspection eO ur Site Address Requestor Special Instructions j 0-4Lp Inspection Results /Comments: Inspector (-; . ,c-T CITY OF TUKWILA Build ,,,Department 6300 hcenter Bouleva Tukwi . WA 98188 (206) 431 -3670 INSPECTION RECORD PERMIT # Date tor ir rm•• f 11,.4. O IL p b.►�o Date Wanted 1© )Q- • , Project a t* �.► A Phone # 5mrgam, o bliss. Date / (3 f 2 - " rtI 144 is lit rasm :ka.x.a Inspector Slit CITY OF TU ILA Building °tment 6300 Sout ,,,.cer Boulevard Tukwila, WA 98188 (206) 431 -3670 n..> w.w as i wsvxr. «n•:•b, INSPECT N RECORD PERMIT # Date 1011Jtedi4f...M01 :d4!A:.ttYtS.k?gY.N. ra tt..i9N•t; ir• • /0 Date Wanted /0^ t/— VO a.r p.m. Project F rJ ei.r — Z— Pho.ne # 2 B' c 3 Type of Inspection P! C iftl X71,.. Site Address CogLiq a, e.- Ac.YD Requestor Special Instructions Inspection Results /Comments: ,t .cA.orti—z;' +" TA4C P t ca rJSS`_ n A:r to PAC w■fr A ■-■/ A WNW 1. Gw vLle-M19 Date t d —((-?o' NVIV& Sdittat'& . '1YEtlfsatt*ctarie:„fs 44 tlaciW e ar, "cts x E Type of Inspection efli $' - — Inspector �a ,.,r CITY OF TUKWILA Buildin Department 6300 S :enter Boulevard Tukwil .d 98188 (206) 431 -3670 Date Wanted 41?--2D. , LA.il p.m. Site Address 6s yo 5 Go Project /tofr., f /te equestor Phone # Special Instructions INSPECTIQN RECORD 20f PERMIT # Date Inspection Results/Comments: r <, �`"� 3, ,‘n ` Date -20--- QT. «.. 1f r ! ws1, r ". ! , !; -. w: {td4; •. .... tr' :. .... • r: .r b " n.•w' y,:lfl X4'1:: Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: City of Tukwila ` FIRE DEPARTMENT 444 Andover Park East A Tukwila, Washington 98188 -7661 2j (206) 575 -4404 +� TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name F (' ; A/ 7 -c) () Address ( O .!raft 1^1 cf A/ Ave ✓2 L Suite # Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued A/ c(1.- 6 /WV Authorized Signature Date Gary L. VanDusen, Mayor Control No. - 3C Permit No. &)".2.0/ FINALAPP.FRM T.F.D. Form F.P. 85 City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433 -1800 Gary L. VanDusen, Mayor MEMORANDUM TO; 01/4/1 it &20 ( F/GE PROM: '44 DATE: 0/4" SUBJECT: / l11okE61./7r,04 Dcv as t4r ELEU,4rrf2 Doo/2 Ei1/77e4rvc,55 , 77Y, 3/ MA 6 0l C (a2ED •4 CALL F/20/'i ED b/f4nDic ( 12E- 440/44 4 /2'O / n lU/CGGSU/2E OF 6/316WE 2 E5 r /' 5: 51) ge PsU/LD -Vp BE77tJ6Em 6/1E C'c 'TTOG D604 4-tvo Ei_E 4Jg 'peat /9, EOENT6 FL/LG L4Tc/JI'I OF r ..Va 11,4121)&446, ,tD PaoP' ova ii e ,QG i /1c S 74/ GE/L/Nq es, 7W/ /r14DE 5 LATG L 7Z D 2 CWOZD CoN5i0gj2 S /) SAG 40D CoA/S4167- 6 • God D Mei<04 y 4, /D �E 024E - 4cc 7 414 i, .. 'y? -iIlk YPE6v667 W45 ,, �N6 / - 7`,/, s D -4JaVE �'/ -eEEcr c-v,E) 4 aelee F00 -7 ED i \ate.' 06 6/ r T 1 i ' / �' 4 ELr�'kh/YI rIT PIE /iv4p2 771/6 P 43 , 4546 , agMe 4ewl cit e c s t p eir), dioc.i5levitvg wfE opewpav e,C 4 r2 w/2 7 EEG/ 4,w) 4 'Tice) r2 c/J/ip ppEIv/ /vq '4WD V 4 JfN( /,k 7 $ /t GE /'16- .Aria6 or Wry/01149 ,4 2 % ''t ,VezE /k 4 G4irr F/Xp/ /&5 '���f/fJj� �GD 4A1Z' /�'l,4/2� / k,t J G AGE" Cr) /26 CwFi 1, MATERIAL TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: Daily Inspection Report Placed on 53-91 Fort Dent II • Inspector. R.J. Boucher May 3, 1991 Page # 1 of 1 Report # 90073 -056 The MTC welding inspector met with Standard Steel Company to cross reference the heat numbers with mill . . certifications and verify structural steel used in construction. Mill certifications for three heat numbers were not submitted by supplier. Standard Steel is in the process of getting these. Missing certifications for heat numbers are: W24x55 H- 006145 W21x68 H- 005883 W21x68 H- 006182 If you have any questions concerning this report, or if MTC can be of any further assistance, please call us at (206) 850.7797. Respectfully Submitted, MATERIALS TESTING CORPORATION J. Frank Spears, P.E. General Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 230 South Cole Road • Boise, ID 83709 • (208) 376-4748 \l, MATERIALS TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Respectfully Submitted, MATERIALS TESTING CORPORATION 4. J. Frank Spears, P.E. General Manager Daily Inspection Report Placed on 5.6-91 Fort Dent H Inspector. ItJ. Boucher May 7, 1991 Page # 1 of 1 Report # 90073 -057 Gentlemen: This report is in reference to report 90073 -021. The MTC inspector has received the material certifications from the steel fabricator. The heat numbers the inspector recorded during fabrication was cross checked with the mill certifications to verify the required steel was used. All inspection reports have been cleared. If you have any questions concerning this report, or if MTC can be of any further assistance, please call us at (206) 850-7797. a MAY 0 CITY . 50 Auburn Way North, Suite 5 • • Auburn, WA 98002 • (206) 850- 230 South Cole Road • Boise, ID 83709 ,• (208) 376-4748 MATERIALS TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue Northeast Suite B 103 Bellevue, WA 98005 Re: Final Inspection Report Placed on 5 -7 -91 Fort Dent H Office Building Permit #:6201 May 7, 1991 Page # 1 of 1 Report # 90073 -055 Gentlemen: This letter is to certify that in accordance with Section 306 of the Uniform Building Code, we have performed special inspection of the following items for the above referenced project: Concrete, Reinforcement and Embeds On site welding Mechanical connections All inspections and tests were performed and reported in accordance with the requirements of the Uniform Building Code and City of Tukwila, Department of Community Development. To the best of our knowledge, the work was performed in accordance with the applicable provisions of the U.B.C. and City of Tukwila codes and standards. If you have any questions concerning this report, or if MTC can be of any further assistance, please call . us at (206) 850-7797. J. Frank Spears, P.E. General Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 . • (206) 850.7797 230 South Cole Road • Boise, ID 83709 • (208) 376.4748 Attn:- Katie Greif Gentlemen: i MATERfALS ' ,� TESTING a CORPORATION J JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 As requested an MTC structural steel inspector visited the referenced project to inspect the welding. The canopy structure has been inspected. The roof decking and structural welding meets the requirements of the AWS D1.1 and is accepted. The bolts are hardened bolts. They were torque tested at 360 ft /lbs and no nuts rotated. If you have any questions concerning this report, or if MTC can be of any . further assistance, please call us at (206) 850 -7797. Re: Structural Steel Inspection Report on 4/16/91 Fort Dent II Inspector: R.J. Boucher Respectfully Submitted, MATERIALS TESTING CORPORATION J. Frank Spears, P.E. General Manager ga$THI APR 18 CITY OP TUKWILA PLANNING DEPT. April 16, 1991 Page # 1 of 1 Report # 90073 -054 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 ( PLAN REVIW CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 PROJECT: 4:1 1)-bi 1 ADDRESS: 6,540 j 131 DATE: -ziospi • 1 14�fJ KPFF 4 /( 44 4 -4 )( 6o.01 PLAN CHECK NUMBER 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 lc d��e £14L4 elivaleaLrld7m Calii Z IP/11 ,�, a4 Pte. APR 26 '91 12:09 kpff KPFF/SEA FACSIMILE TRANSMITTAL LETTER consulting engineers t TO: FIRM: <f 11'1 r, UI< W ► DATE: _ ATTN: 1►ti 6 '6emer? CTa FAX NO.: COPIES DATE NO. 3G6 410 P01 We are transmitting I pages including this cover letter. Please call 622 -5822 if you do not receive all pages. RE: _b�T DENT �.1. DESCRIPTION 51"t0cTVCAL. C A et. /N i I a tos These are transmitted as checked below: For approval As requested Approved as noted For your use For review and. comment Returned for corrections Remarks: ja[ . F THEiLE Aee A,.. silt.ue rHtze V STIn�1 C PLEA9I Co k) ACT AN T555 oM ot M15EL M.O.& r...... Signed: tl Iklc tiJk l bt-tT Job #: 519 1 1201 third avenue. suite 900. Seattle, wo 98701 (206) 622 -5822 fox 622 -8130 los angels: porfiand wattle • APR 26 '91 12:10 k pff consulting engineers mottle wo - 75 ; 0 5 1T ►.�� Di c-To CT S(,LLVin/ T" ` uts.i Fcr, KPFF /SEA a a.o1 CNN 410 P02 ettbetall MON tET -V- ADD GA tiULAIID0 4la6/ AA-)T$: oZt b N k L. t ra v 13. ST LVOV APR 2 6 1991 CITY OF TUKW�1 -A PLANNING DEPT. APR 26 '91 12:10 kpff COMUIffropergibeel weft waeimoten KPFF /SEA CNn, tz T kgl thfrtS AROt.) Nh OPFrNttvC,a FLove 15rrurr 4 4 3 5/ g .4 r- P gAD M b! 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Math* waiP ng* f1 W 1 6 ) ( 4 .d- i goo * / 5Z06 / 1 4,4a 14,1 14, 5 "31 c % 1 698 13 35 ' II�� 54 Lip-) _ 1d 03 ksc. 641 (l 1�3 1(e, (#305)615;) Eli M4 eb.. coNorepon) 3 ba 1� dik 410 P06 -s P � T Id.. 4 lbh� - IwM M 9331 APR 26 '91 12:12 KPFF /SEA kpff consulting engineers mottle sp * glop Z It- o 2 714A t1 0 DM r� - 014 " i J eMN1f 5 4A13 3•Sg ?Nara gi.withi. j IU b Ao P� fiT 0 M re ►.—) Z iA. o 4 a 410 P07 "le 41 14 4 1 lab 110. doll L., APR 26 '91 12:12 kpff Consulting • ws mottle weahlnefon )t.4 O Atop plNNC4O SUPf'o2Cm(r) G ANrnuf3Q gi � is *- 4; W (sv C ) Z-c061 6!; MA = Wll -- A 5 ff A 13 _ __ (It) - q, 3C4C1151) e z.toctoit Zlo ()?s) ComN fi[ T +vN E ' U} r 0 N KPFF/SEA 1 ?It NT 15 P INN 51.) P Pa? T 3i` At-t ALc)' 1744104 60 122/ , 55 ;V ( 5% 51,$1 -K e au p po P. r 1 O i3'-1 $ E A H Ol t, ESA r1 \Loo, k4 4 410 P08 ( 4 / 58 ,4 , 1 t c Aran P1 , # 5%4 1 (114 t.:s) l 409 IS/ I GLADA 10.5 ca 10 (13.0) 1300, Z.c•q "/ � Z$1 �1 yNvw ZS Cl1.z>> E )MA*, WA/ •c b, 6** A Convlea C is " *m 4 1 242/41 oriNfOld lob no. APR 26 '91 12:13 kpff consultino ongitneers moth. w oo no sen KPFF/SEA 410 P09 . 4144/1 locution o ij5AM K � tx-1 1A & t Z. LOAD C7oNOv t et 1. Oe Snv•a vbt 4so i - 37 r �__� � :. 13. � �4� a . Zq ) 1114v.. , aft = &. (04 CsMvieat \�..• Gi MP • APR 26 '91 12:13 KPFF /SEA 03/21/91 t'28 FAX 20( '31 3685 O.N.O. .mow Y.r... A w w+. -ti... 0 0010 414."..i..... .� 110a . . ,r....r. -- .rr.. WeIxae I �..�..�+rrr L.�1rw _I P WOO= 11r..rr.0411 1 UK P'UM WVKK ` w — alb t V 14x22 VVV ww•.1 —,_M`— IY 60000 .01/ MMIM^a LmM- Ww01r16.6in I 4116mw.p. , 1. I I 01. ' 1. l , y1 i■1 • �t d APR 26 '91 12 :14 ,..,,.,,,,..w.. kPFF/SA 'I t � WWI gi•7$ 40 x" WIOx1 ada. hoot `4*Ne'77 ers Vets Velx613 • u , 410 P11 0 1=6" GANGS+:.•( RCP6_ Ogre•K, tee. NJote fi t. 1 i4440/64(40 I) 0a0 �A2D'L . 1�l p e GAfJ0P `1' 3) see AlA C44, WOR ArVair. WOO 1) tgra p, 'rwu. par,, ore Gi p rint mosey. April 19, 1991 Jack Pace City of Tukwila 6300.Southcenter Boulevard Tukwila, WA 98188 Re: Permit No. 6201 Landscape Revision Cordially, Katie Greif Development KG/ jn Eiff(PPIWIIIDI j APR22 1991 CITY OF 'i ur. LA PLANNING DEPT. Dear Jack: As we discussed in our April 18, 1991 meeting, we have made some minor modifications to our approved landscape plan for Fort Dent Two. The sod width all along the recreational trail has been decreased between five and ten feet. We have reduced the white rockrose shrub by six and added six redtwig dogwood's behind the dumpster enclosure to provide better screening. Our landscape installer will proceed with planting based on . these changes. Development Company 000 124th Aver N.E.: B -103 Bellevue, WA 98005 (206) 454 -6060 LDG ARCHITECTS Ilnardlo design group 1319 dexter eve n., suite 260 seattle, wa 98109 (206) 283-4764 fax (206) 283-1293 March 11, 1991 Mr. Jack Pace City of Tukwila Department of Community Development 6200 Southcenter Blvd Tukwila, WA 98188 Re: Fort Dent II Dear Jack, As discussed, we are proposing to make a minor change to the entrance of this building. In order, to provide more cover to the users of this building we are proposing to cover with roof the area between building and portico(see section B /A -13). This change will not alter significantly the exterior design of the building. I have submitted three sets to Bob Benedicto for approval which he Is approved subject to your approval. if you have any questions, please. do not hesitate to call. MATERIALS TESTING CORPORATION DATE: 2/27/91 CLIENT: JC Radovich FILE #: 90073 -053 PERMIT: 6201 MIX ID: 554W # YDS : 6 of 9 COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 127 TICKET #: 75192 INSPECTOR: Phil Best POUR LOCATION: Extended slab from C to E between lines 2 and 3- Store front and spread footing on line F between 1 and 2 4 Concrete Cylinders Grout Cylinders Grout Prisms Non- Shrink Grout Cubes MIX PROPORTIONS: Cement (Type -I -II) 517 Water 255 Fly Ash Coarse Agg. #1 2030 Coarse Agg. #2 Fine Agg. #1 1425 Fine Agg. #2 Admix #1 WRA Admix #2 Admix #3 Admix #4 3/4oz /cwt 4050 Auburn Way North, 230 South Cole R TEST PROPERTIES & CONDITIONS Weather clear Ambient Temp. 41 Concrete Temp. 58 Time Batched 7:10 Time Placed 8:00 % Air Content Slump (inches) 3 1/2 Unit Weight Yield Water Added (gals) 5 Specified f' c (psi) 3,000 Cylinder Cylinder Cylinder Area Test Age Load I.D. # Diameter Height (Days) (Pounds) 2371 6 12 28.27 7 96,000 2372 6 12 28.27 28 170,000 2373 6 12 28.27 28 160,500 2374 6 12 28.27 28 160,400 Strength (PSI) 3398 6015 5680 5675 urn, WA 98002 • ('6) 850 -7797 Boise, ID 83709 • (208) 376-4748 Fracture Type shear shear shear shear Remarks: Resteel as per KPFF engineers revision 2/7/91, 14 1/2 total yards poured. (- MATERIALS TESTING CORPORATION DATE: 2/7/91 CLIENT: JC Radovich FILE #: 90073 -049 •t�.; ' y�4;s of MIX ID: 5 1/2 # YDS : 9 of 36 POUR LOCATION: 2 & 3rd floor radius extensions 4 Concrete Cylinders Grout Cylinders _ Grout Prisms Non- Shrink Grout Cubes MIX PROPORTIONS: Cement (Type -I -II) Water Fly Ash Coarse Agg. #1 2030 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 517 255 1425 Water reducer COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 128 TICKET #: 73761 INSPECTOR: R.J Boucher TEST PROPERTIES & CONDITIONS cloudy Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield Water Added (gals) 25 Specified f' c (psi) 3,000 46 57 7:22 AM 8 :20 AM 5 3/4" Cylinder Cylinder Cylinder Area Test Age Load Strength Fracture I.D. * Diameter Height (Days) (Pounds) (PSI) Type 1800 6 12 28.27 7 90,000 3180 shear 1801 6 12 28.27 28 145,000 5130 cone 1802 6 12 28.27 28 140,000 4950 cons 1803 6 12 28.27 28 148,000 5230 none Remarks: Reinforcement placed as required by drawings. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002' • (206) 850.7797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 N[11_, MAR 111991 CI TV OF TUKiiviLA PLANNING DEPT. DATE: CLIENT: FILE #: MIX ID: # YDS: MATERIALS TESTING CORPORATION 2/27/91 JC Radovich 90073 -053 ;620 554W 6 of 9 POUR LOCATION: Extended slab from C to E between lines 2 and 3- Store front and spread footing on line F between 1 and 2 4 Concrete Cylinders Grout Cylinders Grout Prisms Non- Shrink Grout Cubes MIR PROPORTIONS: Cement (Type -I -II) 517 Water 255 Fly Ash Coarse Agg. #1 2030 Coarse Agg. #2 Fine Agg. #1 1425 Fine Agg. #2 Admix #1 WRA Admix #2 Admix #3 Admix #4 3 /4oz /cwt Cylinder Cylinder Cylinder Area Test Age I.D. 9 Diameter Height (Days) 2371 6 12 28.27 7 2372 6 12 28.27 28 2373 6 12 28.27 28 2374 6 12 28.27 28 COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 127 TICKET #: 75192 INSPECTOR: Phil Best TEST PROPERTIES & CONDITIONS Weather clear Ambient Temp. 41 Concrete Temp. 58 Time Batched 7:10 Time Placed 8 :00 X Air Content Slump (inches) 3 1/2 Unit Weight Yield Water Added (gals) 5 Specified f' c (psi) 3,000 Load (Pounds) 96,000 Strength - Fracture (PSI) Type 3398 shear Remarks: Resteel as per KPFF engineers revision 2/7/91, 14 1/2 total yards poured. . 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 MAR 11 1991 PL.APJNtW MATERIAL TESTING J CORPORATION JOHN C. RADOVICE DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Re: Structural Steel Inspection Report on. 2/6/91 Fort Dent II 230 South Cole Road • Gentlemen: As requested an MTC structural steel inspector visited the referenced project to inspect the welding. The wall studs have been welded to the edge angle at each floor. The roof has been completed to the drawing revision of 2 -5 -91, SK -2. Numerous welds had insufficient throats. These defective welds were rewelded, inspected and accepted as meeting the requirements of AWS D1.3. On floor 2 & 3, there are numerous studs that do not have the 1 1/2" horizontal stud to edge angle weld; clip angle to stud has a top horizontal weld inplace of the vertical weld. Clip angles do not have the vertical weld to the edge angle. The contractor is aware of these discrepancies and is in the process of correcting them. The remaining floor slab areas, second and third floors, are ready to pour. The structural welding and deck welding is complete and accepted. The reinforcement meet the drawing requirements. If you have any questions concerning this report, or if MTC can be of any further assistance, please call us at (206) 850 -7797: Respectfully Submitted, MATERIALS TESTING CORPORATION 4 . 4 ;t:ANAL 4;;WAPP J. Frank Spears, P.E. General Manager IMPEVADj FEB 14 1991 ci NI. OF TUhv'v1LA jai ANN)tmr. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (20036 Boise, ID 83709 • (208) 376.4748 February 12,1991 Page # 1 of 1 Report # 90073 -048 } MATERIALS( TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: , February 12,1991 Page #1 of 1 Report #90073-047 Re: Structural Steel Inspection Report on 2/5/91 Fort Dent II As requested an MTC structural steel inspector visited the referenced project: .to: inspect the welding. The revised. welding requirements for the wall studs : to the edge angle was reviewed by the inspector and the contractor. Some clarification is required.. These questions were submitted to the engineer. •The modified floor extensions on the second and third floor was inspected. The structural work meets the drawing requirements. The floor deck is missing some puddel welds to trusses. The contractor is aware of these. Respectfully Submitted,.. .MATRRIAIS- TESTING CORPORATION 4050 , Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 230 South Cole Road • Boise, ID 83709 • (208) 376.4748 If you have any questions concerning this report, or if MTC can be of any further assistance, please call us at (206) 850- 7797. • POUR LOCATION: i I MATER IALS TESTING CORPORATION DATE: 1/30/91 CLIENT: JC Radovich FILE #: 90073 -044 PERMIT: 6201 MIX ID: 5 sk 3/4" # YDS: 9 of 10 1/2 4 Concrete Cylinders Grout Cylinders MIX PROPORTIONS: Cement (Type -I -II) Water Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1: sand 1440 Fine Agg. #2 Admix #1 WDA* Admix #2 Admix #3 Admix #4 Cylinder I,D. 1475 1476 1477 1478 6 12 28.27 28 6 12 28.27 28 6 12 28.27 28 PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 157 TICKET #: 73357 Cylinder Cylinder Area Teat Floe Diameter Height (Days) 6 12 28.27 7 COMPRESSIVE STRENGTH TEST REPORT INSPECTOR: R.J. Boucher Grout Prisms Non - Shrink Grout Cubes TEST PROPERTIES & CONDITIONS 470 Weather Sunny 265 Ambient Temp. Concrete Temp. 64 2050 Time Batched 12:50 pm Time Placed 1:45 pm % Air Content Slump (inches) 3 1/2 Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3,000 Load (Pounds) 91,000 Strength (PSI) 3220 Fracture Type onus Remarks: Reber placed S2 -1 Det F, revision 1. Received October 10, 1990. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850.7797 230 South Cole Road • Boise, ID 83709 • (208) 376.4748 1.1 L9 MATERIALS TESTING CORPORATION DATE: 1/30/91 CLIENT: JC Radovich FILE #: 90073-044 PERMIT: 6201 MIX ID: 5 sk 3/4" # YDS: 9 of 10 1/2 POUR LOCATION: 4 Concrete Cylinders _ Grout Cylinders MIX PROPORTIONS: Cement (Type -I -II) 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1: sand 1440 Fine Agg. #2 Admix #1 WDA* Admix #2 Admix #3 Admix #4 C COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 157 TICKET #: 73357 INSPECTOR: R.J. Boucher Grout Prisms Non - Shrink Grout Cubes TEST PROPERTIES & CONDITIONS Weather Sunny Ambient Temp. Concrete Temp. 64 Time Batched 12:50 pm Time Placed 1:45 pm % Air Content Slump (inches) 3 1/2 Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3,000 Cylinder Cylinder Cylinder Area Test Age Load I.D. # Diameter Height (Days) (Pounds) 1475 6 12 28.27 7 91,000 1476 6 12 28.27 28 154,000 1477 6 12 28.27 28 153,000 1478 6 12 28.27 28 153,000 Strength (PSI) 3220 5440 5410 5410 Remarks: Rebar placed S2 -1 Det F, revision 1. Received October 10, 1990. r-)7 Trg\WIR MAR 041991- 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850.7797 230 South Cole Road • Boise, ID 83709 • (208) 376.4748 Fracture Type cone cone cone cone DATE: 1/24/91 CLIENT: JC Radovich FILE #: 90073 -043 PERMIT: 6201 MIX ID: 6 sk 3/4" # YDS: 45 of 72 MIX PROPORTIONS: (g A MATERIAL 1 TESTING It CORPORATION Cement (Type -I -II) 564 Water 260 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1: sand 1335 Fine Agg. #2 Admix #1 WDA 5 Admix #2 Daraset .50 Admix #3 Admix #4 2065 3/4" Cylinder Cylinder Cylinder I.D. • Diameter Height 1331 6 12 1332 6 12 1333 6 12 1334 6 12 Area 28.27 28.27 28.27 28.27 Remarks: Reinforcing bar set to drawings. C COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 01 TICKET #: 72833 INSPECTOR: R. J. Boucher POUR LOCATION: 3rd floor slab west end - equipment pads on roof. 4 Concrete Cylinders Y Grout Cylinders _ Grout Prisms Non - Shrink Grout Cubes TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (inches) 6 Unit Weight Yield Water Added (gals) 35 Specified f' c (psi) 3,000 Cloudy 42 65 9 :00 am 10:00 am Test Age Load Strength (Days) (Pounds) (PSI) 7 108,000 3820 28 147,000 5190 28 148,000 5230 28 147,000 5190 im [MAR 04 1991 777 r Fracture Type cone 1 Cone cone c 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 0 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 ATE: 2 / ZS / c,l Name of person(s) contacted or in contact with you: SDI LINAaRDIG Location of Visit/Conference: 1 U4T trial TL1/2 ?. e601,5 IN &4t R4l�/cl5 Signature: CONVERSATION RECORD MOON n. WED FR SAT SU YPE: ❑ Visit ❑ Conference Telephone- 0 Incoming XOutgoing Organization (office, dept., bureau, etc.) L _ tfAecAlrects SUMMARY: CAGLEV CONFIRM TNE6c4pe OF IQEOiiSIONSr ' 'ADIUSS ot4 6o0114 10.64L6 HAD 4D - '3E. riRsOtsED CoNSEQUcNTat 144is GNAt•ICiED �j lvaG 1. A4CAK /O1VV. T, Pof 4L /alit 4r s qb • i 4ND AGG 6e4/N4G A?E!) /� .Nage014T.DIN E G, / DDic4TEb r• L= L. s TIME: 4:00 A.M. P.M. FOR OFFICE USE ONLY Telephone No.: z Q3 + 47 thj: W/a_a /SS06 TWE 4, /iricrte46 Vi5ga_pereteNewf_ o. Title: DATE — 94 * * REVISION SUBMITTAL PROJECT NAME ��Z ! "� L ADDRESS CONTACT PERSON ARCHITECT OR OR ENGINEER -nth l C�I� --E ✓� < ( L PERMIT NUMBER (0 & 0 (If previously issued) PLAN CHECK NUMBER TYPE OF REVISION: SHEET NUMBER(S) > k -L IPc + "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 PHONE 9„ie,4 RECEIVED CITY OF. TI IKINIL A FEB 2 b 1 i PERMIT CENTER MATERIALS TESTING CORPORATION DATE: 1/18/91 CLIENT: JC Radovich FILE 4: 90073 -039 PERMITTO6201 f -;::. MIX ID: 5.5 sk 3/4" # YDS: 9 Of 72 POUR LOCATION: Column bases 4 Concrete Cylinders __.Grout Cylinders MIX PROPORTIONS: Cement (Type -I -II) 517 Water 255 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 1425 Fine Agg. #2 Admix #1 WDA 5 Admix #2 Admix #3 Admix #4 2030 3/4" PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 124 TICKET #: 72297 INSPECTOR: R.J Boucher COMPRESSIVE STRENGTH TEST REPORT Grout Prisms Non- Shrink Grout Cubes TEST PROPERTIES & CONDITIONS Weather cloudy Ambient Temp. 48 Concrete Temp. 58 Time Batched 7:00 Time Placed 8:00 % Air Content Slump (inches) 4 1/2 Unit Weight Yield Water Added (gals) 5 Specified f' c (psi) 3,000 Cylinder Cylinder Cylinder Area Test Age Load Strength Fracture I.D. # Diameter Height (Days) (Pounds) (PSI) Type 1163 6 12 28,27 7 113,000 4000 cone 1164 6 12 28.27 28 161,000 5920 cone 1165 6 12 28.27 28 128,000 4520 cone 1166 6 12 28.27 28 160,000 5650 cone Remarks: Base plate bolts are tight. Debris cleaned out of pits. FT FEB 27 1991 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 i0 ' Lal MATERIALS TESTING CORPORATION DATE: 1/23/91 CLIENT: JC Radovich FILE #: 90073 -040 PERMIT 0 MIX ID: 5.5 sk 3/4" # YDS: 6.5 of 6.5 POUR LOCATION: Closure B5, B6 4 Concrete Cylinders MIX PROPORTIONS: Cement (Type -I -II) 517 Water 255 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1: sand 1425 Fine Agg. #2 Admix #1 WDA* 5 Admix #2 • Admix #3 Admix #4 Remarks: 2030 3/4" PROJECT: CONTRACTOR: SUPPLIER: TRUCK #: TICKET #: Fort Dent II Foushee Ocean 127 72696 INSPECTOR: Steven COMPRESSIVE STRENGTH TEST REPORT P. Morta pour for columns: H4, H5, G5, G3, F5, C3, C4, Grout Cylinders Grout Prisms Non- Shrink TEST PROPERTIES & CONDITIONS Grout Cubes Weather Ambient Temp. Concrete Temp. 54 Time Batched 7:35 am Time Placed 8 :15 am % Air Content Slump (inches) 3 3/4 Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3,000 Overcast 44 Cylinder Cylinder Cylinder Area Test Age Load Strength Fracture T.D. # Diameter Height (Days) (Pounds) (PSI) Type 1255 6 12 28.27 7 105,000 3710 cone 1256 6 12 28.27 28 156,000 5510 cone 1257 6 12 28.27 28 155,000 5480 Done 1258 6 12 28.27 28 150,000 5300 cone All rebar placed according to approved draw and 74ns * Conforms to UBC Standard #26 -9. " ' .-. - FEB 27 1991 P • trv� rf=PT. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 230 South Cole Road • Boise, ID 83709 • (208) 376.4748 0 ' 4 MATERIALS 1 TESTING CORPORATION DATE: 1/22/91 CLIENT: JC Radovich FILE #: 90073 -042 PERMIT: 6201 MIX ID: 6.0 sk 3/4" # YDS: 36 Of 72 POUR LOCATION: Third floor east half of slab 4 Concrete Cylinders _ Grout Cylinders Grout Prisms Non - Shrink Grout Cubes MIS PROPORTIONS: Cement (Type -I -II) Water Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 WDA 5 Admix #2 Admix #3 Admix #4 564 260 2665 3/4" 1335 Cylinder Cylinder Cylinder Area I.D. # Diameter Height 1251 6 12 28.27 1252 6 12 28.27 1253 6 12 28.27 1254 6 12 28.27 Remarks: COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 159 TICKET #: 72545 INSPECTOR: R.J Boucher TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (inches) 6 Unit Weight Yield Water Added (gals) 15 Specified f' c (psi) 3,000 fog 29 60 8 :O9AM 9 :15AM Test Age Load Strength Fracture (Days) (Pounds) (PSI) Type 7 95,500 3380 none 28 146,000 5160 cone 28 149,000 5270 cone 28 150,000 5300 cone 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 8507797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 MATERIALS TESTING CORPORATION JO HN. C..RADOVICH DEVELOPMENT. COMPANY 2000 124th; Avenue NE Suite`B 103 . Bellevue, WA' 98005 Attn: Katie Greif Gentlemen: February 25,1991 Page #E i of 1 Report # 90073 -051 e: Structural Steel Inspection Report. on 2/18/91 Fort Dent II •As requested an MTC structural steel inspector visited the referenced. project to inspect the welding. The wall stud to edge angle welds have.been repaired and; missing welds .completed. The discrepancies have been corrected .to the drawing revision requirements. The rework has been inspected and accepted If you have any questions concerning this report, or if MTC can be. of any further assistance, please call, us at (206) 850 -7797. Respectfully Submitted, MATERIALS TESTING CORPORATION J. Frank Spears,.P General. Manager 4050 Auburn Way North, Suite 5 ' • Auburn, WA 98002 • (206) 850. 7797. 230 South Cole Road • Boise, ID, 83709: • (208) 376 =4748 • MATERIALS TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif February 25,1991 Page # 1 of 1 Report # 90073 -052 Gentlemen: Re: Structural Steel Inspection Report on.2/20/91 Fort Dent As requested an MTC structural steel inspector visited the referenced project to inspect the welding. The contractor had concerns about the primary . structural weld inspection and acceptance. The welding inspection was a continuous process and the weld acceptance reports were made several times . during erection, then a final acceptance report was written. The project file was reviewed to verify these reports are on file. If you have any questions concerning this report, or if MTC can be ofany ,further assistance, please call us at (206),850 -7797. Respectfully Submitted, MATERIALS TESTING CORPORATION c,,z, J. Frank Spears General Manager 4050'Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 - 7797 230 South Cole Road • Boise, ID 83709 : • (208) 376.4748 1 . 3 MATERIAL Pi 1 TESTING COMPRESS t� CORPORATION STRENGTH rryE `J TEST REPORT POUR LOCATION: Second floor slab north end of blg. C DATE: 1/15/91 PROJECT: Fort Dent II CLIENT: JC Radovich CONTRACTOR: Foushee FILE #: 90073 -037 SUPPLIER: Oceab PERMIT TRUCK #: 101 MIX ID: 6.0 sk WRA TICKET #: 72001 # YDS: 45 Of 81 INSPECTOR: R.J Boucher 4 Concrete Cylinders _ Grout Cylinders _ Grout Prisms Non- Shrink Grout Cubes NIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Cement (Type -I -II) 564 Weather cloudy Water 260 Ambient Temp. 47 Fly Ash Concrete Temp. 68 Coarse Agg. #1 2065 3/4" Time Batched 8:40AM Coarse Agg. #2 Time Placed 10:00AM Fine Agg. #1 1335 % Air Content Fine Agg. #2 Slump (inches) 5 5 Unit Weight Admix #1 Water reducer Admix #2 Yield Admix #3 Water Added (gals) 25 Admix #4 Specified f' c (psi) 3,000 Cylinder Cylinder Cylinder Area Teat Age Load Strength Fracture I.D. Number Diameter Height (Days) (Pounds) (PSI) Type 1107 6 12 28.27 7 107,000 3780 cone 1108 6 12 28.27 28 156,000 5510 cone 1109 6 12 28.27 28 156,000 5510 cone 1110 6 12 28.27 28 155,000 5480 cone Remarks: floor preparation and reinforcement set as required on drawings. rig r ; 1 `~ n ... jj 7 r , . FEB 25 1991 . rte 1 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 230 South Cole Road • Boise, ID 83709 • (208) 376-4748 MATERIAL ' I TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY .. 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: February 20,1991 Page #1 of 1 Report #90073-050 Re: Structural Steel Inspection Report on 2/12/91 Fort Dent II As requested. an MTC structural steel inspector visited the referenced project . to inspect the welding. The visual and U.T. weld records :were also reviewed to assure records. are complete and no welds or weld repairs were overlooked. All the records are complete and all welds requiring U.T. are completed. If you have any questions concerning this report, or if MTC can be of any further assistance, please call us at (206) 850 -7797. Respectfully Submitted, MATERIALS TESTING CORPORATION 'c.),AA,A. J. Frank Spears, P.E. General Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850. 7797 230 South Cole Road • Boise, ID 83709 • (208) 376.4748 MATERIAL, TESTING CORPORATION DATE: 1/17/91 CLIENT: JC Radovich FILE #: 90073 -038 PERMIT: 6201 MIX ID: 6.0 sk 3/4" # YDS: 54 Of 72 POUR LOCATION: West half second floor slab COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 159 TICKET #: 72227 INSPECTOR: R.J Boucher 4 Concrete Cylinders Grout Cylinders Grout Prisms Non - Shrink Grout Cubes MIX PROPORTIONS: Cement (Type -I -II) Water Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Daraset Admix #2 WDA Admix #3 Admix #4 564 260 2065 3/4 1335 50 5 TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield Water Added (gals) Specified f' c (psi) 3,000 cloudy 48 70 8:58AM 9:45AM 6 -1/4" 20 +9 at plant Cylinder Cylinder Cylinder Area Test Age Load Strength Fracture I.D. a' Diameter Height (Days) (Pounds) (PSI) Type 1135 6 12 28.27 7 87,000 3080 cone 1136 6 12 28.27 28 127,000 4490 cone 1137 6 12 28.27 28 134,000 4850 cone 1138 6 12 28.27 28 127,000 4490 cons Remarks: W/C ratio .52 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 230 South Cole Road • Boise, ID 83709 • (208) 376.4748 MATERIAL TESTING CORPORATION DATE: 2/7/91 CLIENT: JC Radovich FILE #: 90073 -049 PERMIT: 6201 MIX ID: 5 1/2 # YDS: 9 of 36 POUR LOCATION: 2 & 3rd floor radius extensions 4 Concrete Cylinders Grout Cylinders MIX PROPORTIONS: Cement (Type -I -II) Water Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 517 255 2030 1425 Water Cylinder Cylinder Cylinder Area Test Aga I.D. # Diameter Height (Days) 1800 6 12 28.27 7 1801 6 12 28.27 28 1802 6 12 28.27 28 1803 6 12 28.27 28 COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 128 TICKET #: 73761 INSPECTOR: R.J Boucher Grout Prisms Non- Shrink Grout Cubes TEST PROPERTIES & CONDITIONS Weather cloudy Ambient Temp. 46 Concrete Temp. 57 Time Batched 7:22 AM Time Placed 8:20 AM X Air Content Slump (inches) 5 3/4" reducer Unit Weight Yield Water Added (gals) 25 Specified f' c (psi) 3,000 Load (Pounds) 90,000 Remarks: Reinforcement placed as required by drawings. t Strength (PSI) 3180 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 Fracture TyP• shear F`iiltu:; MATERIALS* TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Katie Greif February 7, 1991 Page # 1 of 1 Report # 90073 -046 Re: Structural Steel Inspection Report on 2 /1/91 Fort Dent II Gentlemen: As requested. an MTC structural steel inspector visited the referenced project to inspect the bolts /nuts. The bolts /nuts have been inspected, A325 bolts and hardened washers and nuts were used. Allfaying surfaces have tight contact. No bolts were found to have missing washers. The bolts /nuts were tightened by the turn-of -the -nut method. Approximately lOX of the bolts /nuts were torque tested at 430ft lbs.. Five nuts total rotated during testing, all less than 5 degrees. Four of these nuts were in column splice connections on the second floor. 100X of the splice connections were tested. The connect with the other rotating nut had 100% of bolts /nuts tested. The bolted connections are accepted as meeting the drawings and UBC requirements. If you have any questions concerning this report, or if MTC can be of further assistance, please call us at (206) 850 - 7797. Respectfully Submitted, MATERIALS TESTING CORPORATION . Ored‘ftw' J. Frank Spears, P.E. General Manager 81WgPATIR FEB 1 1 1991 V IL ��i `: .,�. 11 i ✓f� A 4050 Auburn Way North, Suite 5 . • Auburn, WA 98002 (206) 850 -7797 230 South Cole Road • Bolse, ID 83709 • (208) 376 -4748 , y 1 � j MATERIAL � ' TESTING J CORPORATION DATE: 1/23/91 CLIENT: JC Radovich FILE #: 90073-040 PERMIT -62 MIX ID: 5.5 sk 3/4" # YDS: 6.5 of 6.5 c COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 127 TICKET #: 72696 INSPECTOR: Steven P. Morta POUR LOCATION: Closure pour for columns: H4, H5, G5, G3, F5, C3, C4, B5, B6 g 4 Concrete Cylinders Grout Cylinders Grout Prisms Non- Shrink Grout Cubes MIX PROPORTIONS: Cement (Type -I -II) 517 Water 255 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1: sand 1425 Fine Agg. #2 Admix #1 WDA* 5 Admix #2 Admix #3 Admix #4 2030 3/4" Cylinder Cylinder Cylinder I.D. # Diameter Height 1255 6 12 1256 6 12 1257 6 12 1258 6 12 TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) 3 3/4 Unit Weight Yield Water Added (gals) 0 Specified f • c (psi) 3,000 Area Teat Age (Days) 28.27 7 28.27 28 28.27 28 28.27 28 Load (Pounds) 105,000 Overcast 44 54 7:35 am 8 :15 am Strength (PSI) 3710 Remarks: All rebar placed according to approved drawings and plans. * Conforms to UBC Standard #26 -9, I ( 'II RV/ k FEB 04 1991 yr r i. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850.7797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 Fracture TYPe cone DATE: CLIENT: FILE #: PERMIT: MIX ID: # YDS: MATERIALS TESTING CORPORATION 1/24/91 JC Radovich 90073 -043 6201 6 sk 3/4" 45 of 72 POUR LOCATION: 3rd floor slab west end - equipment pads on roof. 4 Concrete Cylinders Grout Cylinders Grout Prisms _ Non- Shrink —'- Grout Cubes MIX PROPORTIONS: Cement (Type -I -II) 564 Water 260 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1: sand 1335 Fine Agg. #2 Admix #1 WDA 5 Admix #2 Daraset .50 Admix #3 Admix #4 2065 3/4" Cylinder Cylinder Cylinder I.D. • Diameter Height 1331 6 12 1332 6 12 1333 6 12 1334 6 12 PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 01 TICKET #: 72833 INSPECTOR: R. J. Boucher TEST PROPERTIES & CONDITIONS Weather Cloudy Ambient Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (inches) 6 Unit Weight _ Yield Water Added (gals) 35 Specified f' c (psi) 3,000 Area Teat Ate (Days) 28.27 7 28.27 28 28.27 28 28.27 28 Remarks: Reinforcing bar set to drawings. COMPRESSIVE STRENGTH TEST REPORT Load (Pounds) 108,000 42 65 9:00 am 10 :00 am Strength (PSI) 3820 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850.7797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 Fracture Type cone MATERIAL TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: J. Frank Spears, P.E. General Manager FEB 04 1991 Ctl r ur TUltti�vf�.A Respectfully Submitted, MATERIALS TESTING CORPORATION t ii.cr.46.A. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 February 1, 1991 Page # 1 of 1 Report # 90073 -045 Re: Structural Steel Inspection Report on 1/30/91 Fort Dent II As requested an MTC structural steel inspector visited the referenced project to inspect the welding. The MTC inspector met at the Fort Dent project with the engineer, owner representative and contractor to discuss, specifically, weld requirements of the wall stud to edge angle attachment and to submit the drawing revisions to the city for approval. It was generally agreed that the inspector will inspect to drawing revisions, but the final project acceptance is contingent on city approval of the drawing revisions. Floor edge angle - all floors, revision 12/11/90, S3 -5, Det. A & B. The edge angle on all floors and roof meet the requirements of the drawings. The welds are acceptable as meeting the AWS D1.1 requirements. The work on revision 1/29/91, SK -1, is in progress. The welds are acceptable to date. The roof decking is completed. The welding and button punching has been inspected and accepted. The primary structural welding is completed and has been inspected. The welds meet the drawings and AWS D1.1 requirements and are accepted. The wall stud attachment to the edge angle has not been specified. The engineer will submit the attachment requirements. The attachment specifications will allow the use of a clip and direct stud -to -edge angle attachments. If you have any questions concerning this report, or if MTC can be of any further assistance, please call us at (206) 850 -7797. (9s MATERIAL TESTING CORPORATION DATE: 1/22/91 CLIENT: JC Radovich FILE #: 90073 -042 PERMIT: 6201 MIX ID: 6.0 sk 3/4" # YDS: 36 Of 72 POUR LOCATION: Third floor east half of slab MIX PROPORTIONS: Cement (Type -I -II) 564 Water 260 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 1335 Fine Agg. #2 Admix #1 WDA 5 Admix #2 Admix #3 Admix #4 Cylinder Cylinder Cylinder I.D. * Diameter Height 1251 6 12 1252 6 12 1253 6 12 1254 6 12 Remarks: 2665 3/4" Area 28.27 28.27 28.27 28.27 PROJECT: CONTRACTOR: SUPPLIER: TRUCK #: TICKET ¥ #: INSPECTOR: Teat Age (Days) 7 28 28 28 COMPRESSIVE STRENGTH TEST REPORT Fort Dent II (pc O Foushee Ocean 159 72545 R.J Boucher Load (Pounds) 95,500 4 Concrete Cylinders Grout Cylinders _ Grout Prisms Non - Shrink Grout Cubes TEST PROPERTIES & CONDITIONS Weather fog Ambient Temp. 29 Concrete Temp. 60 Time Batched 8:09AM Time Placed 9 :15AM Air Content Slump (inches) 6 Unit Weight Yield Water Added (gals) 15 Specified f' c (psi) 3,000 JAN 3 11991 CITY UF_ILiNiu,LA PLAN' DEPT. Strength (PSI) 3380 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 230 South Cole Road • Boise, ID 83709 • (208) 376-4748 Fracture Type cone MATERIAL TESTING CORPORATION DATE: 1/18/91 CLIENT: JC Radovich FILE #: 90073 -039 PERMIT: 6201 MIX ID: 5.5 sk 3/4" # YDS: 9 Of 72 POUR LOCATION: Column bases 4 Concrete Cylinders _ Grout Cylinders MIX PROPORTIONS: Cement (Type -I -II) Water Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 WDA Admix #2 Admix #3 Admix #4 517 255 2030 3/4" 1425 5 Cylinder Cylinder Cylinder Area Test Abe I,D. # Diameter Height (Days) 1163 6 12 28.27 7 1164 6 12 28.27 28 1165 6 12 28.27 28 1166 6 12 28.27 28 COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 124 TICKET #: 72297 INSPECTOR: R.J Boucher Grout Prisms Non- Shrink Grout Cubes TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield Water Added (gals) 5 Specified f' c (psi) 3,000 Load (Pounds) 113,000 cloudy 48 58 7:00 8 :00 4 1/2 Strength (PSI) 4000 Remarks: Base plate bolts are tight. Debris cleaned out of pits. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 230 South Cole Road • Boise, ID 83709 • (208) 376-4748 Fracture Type cone Customer: Materials Testing Corporation Project: Fort Dent, Phase II Specification: AWS D1.1 -90 Job Description: Ultrasonic inspection of: full penetration welds, as listed. Remarks: field inspection, performed on -site. Certified Inspection Services, Inc. C ti ' cis — r t •vviLA pLA'''uuN'' nvp—r 1069 S.W. 328th Court, Federal- War,-W* 98023-•-:-- Phone (206) 927 -0626 Ultrasonic Weld Inspection Report AWS D1.1 Inspected By: Thomas E. Horn i / Level: II Date: 1/14/91 P.O. No.: Class: Section 8 1 Procedure No.: 1 Weld Joint: TC -U4a Base Metal Type: Weld Process: FCAW Surface condition: As welded Joint Details: • Instrument: Transducers: Mfg.: Krautkramer Branson Mfg.: KB Aerotech Dimensions: .75" x .75" Dimensions: 1.0" dia. Procedure Ultrasonic Equipment Model: USK 7 Frequency: 2.25 MHz Angle: 70 deg. Angle: Straight Beam Customer: Materials Testing Corp. Job Description: Fort Dent, Phase II CERTIFIED INSPECTION SERVICES AWS ULTRASONIC WELD INSPECTION REPORT Report No. 4653 D No.Angle Leg A B S Path Length X Y Thick. C D Depth Status O 70 50 0 - .000 O 70 50 0 .000 O 70 50 0 .000 0 70 50 0 .000 O 70 50 0 .000 O 70 50 0 - .000 0 70 50 0 .000 O 70 50 0 .000 0 , 70 50 0 .000 70 50 0 - .000 70 50 0 .000 70 50 0 - .000 Weld I.D. Reject % Repair % 0.0% RI Remarks Level Acc. C -2 /N /top 3rd Acc. C- 2 /N /bot. 3rd Acc. C -2 /S /top 3rd Acc. C- 2 /S /bot 3rd Acc. D -3 /N /top - 3rd Acc. D- 3 /N /bot. 3rd Acc. D -3 /S /top 3rd Acc. D- 3 /S /bot. 3rd Acc. E -3 /N /top 3rd Acc. E- 3 /N /bot. 3rd Acc. E -3 /S /top 3rd Acc. E- 3 /S /bot. 3rd 1/14/91 JOHN C. RADOVICH DEVELOPMENT COMPANY 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: MATERIALS' TESTING CORPORATION Res Structural Steel` Inspection,Report 1/7/91 Fort Dent II As requested an MTC structural steel inspector visited the referenced project to inspect the welding. A general inspection was done on the first and second floor structure and second floor decking. The structural welding is acceptable to the visual requirements of AWS D1.1. The floor decking is being welded to the drawing requirements. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850-7797. Respectfully Submitted, MATERIALS' TESTING CORPORATION ( MN18 19 G► ry t�h r,; h y ; 4H 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850. 797° ~- :-. _ . 230 South Cole Road • Boise, ID 83709 . • (208) 376 -4748 MATERIALS '.1 TESTING J CORPORATION 2 /) JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: Respectfully Submitted, MATERIALS TESTING CORPORATION S trAa"Ac•A•6 04 -• J. Frank Spears, P.E. General Manager 4050 Auburn Way North, SuIte 5 • Auburn, WA 98002 • (206) 850 -7797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 January 17, 1991 Page # 1 of 1 Report # 90073 -034 Re: Structural Steel Inspection Report on 1/9/91 Fort Dent II As requested an MTC structural steel inspector visited the referenced project to inspect the welding. The first floor bolting and tightening was done to the turn -of- the -nut method as outlined in the UBC. The bolts had A325, the nuts had 3 dash, and the washers had N markings all verifying that the proper bolts, nuts and washers were used. Approximately 3 dozen anodized washers were used; these are hardened. All faying surfaces have tight contact. Approximately 10% of the nuts were tested at 450 ft /lbs. There was no rotation on any nuts. The east end second floor decking was inspected and meet the drawing requirements. The outer edge angle welding is in progress. The completed welds meet the engineer's drawing supplement and AWS D1.1 visual requirements. All structural welds on the first floor were visually acceptable. If you have any questions concerning this report, or .if MTC can be of.any, further assistance, please call us at (206) 850 -7797. JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Rea Structural' Steel: Inspection Report on.1 /11/91 Fort. Dent II Gentlemen:. '. As requested an MTC structural steel inspector visited the referenced project to,inspect the welding. The third`floor,moment welds were inspected.. They all meet visual acceptance requirements of AWS Dl.1. Welds inspected: #3C2.3 N &S, 3D2.,75 N &S, and 3E2 N &S. If you have any questions concerning this report,'.or i£` MTC can be of any further assistance, please call us at (206).850 Respectfully Submitted, MATERIALS TESTING CORPORATION rAsJi. J. Frank Spears, P.E. General Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206)'850.7797 230 South Cole Road • Boise, ID 83709 • (208) 376 4748 January 17, 1991 Page # 1 of 1 Report # 90073-035 Attn: Katie Greif MATERIAL TESTING J CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 January 17, 1991 Page #•1 of 1 Report # 90073 -036 Re: Structural. Steel. Inspection Report on 1/14/91 • Fort Dent II Gentlemen: As requested an MTC structural steel inspector visited the referenced project to inspect the welding. The third level moment complete penetration welds were U.T. with no rejected welds. 3 -2.3C, 3- 2.75D, 3 -3E joints are accepted. Drawing S3 -1, Det. B 4X4X3/8 angle connecting beam to column has been welded on all second floor connections. If you have any questions concerning this report, or if MTC can be of any further assistance, please call us at (206) 850 -7797. Respectfully Submitted,' . MATERIALS TESTING CORPORATION J. Frank Spears, P.E. General Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850.7797 230 South Cole Road • Boise, ID 83709 • (208) 376.4748 DATE: CLIENT: FILE #: PERMIT: MIX ID: # YDS: Cylinder I.D. # 1135 1136 1137 1138 MATERIALS" TESTING CORPORATION 1/17/91 JC Radovich 90073 -037 6201 6.0 sk 3/4" 54 Of 72 POUR LOCATION: West half second floor slab MIX PROPORTIONS: Cement (Type -I -II) 564 Water 260 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 1335 Fine Agg. #2 Admix #1 Daraset 50 Admix #2 WDA 5 Admix #3 Admix #4 Cylinder Diameter 6 6 6 6 2065 3/4" Cylinder Height 12 12 12 12 Area 28.27 28.27 28.27 28.27 PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 159 TICKET #: 72227 INSPECTOR: R.J Boucher 4 Concrete Cylinders _ Grout Cylinders _ Grout Prisms _ Non- Shrink Grout Cubes COMPRESSIVE STRENGTH • TEST REPORT TEST PROPERTIES & CONDITIONS Weather cloudy Ambient Temp. 48 Concrete Temp. 70 Time Batched 8 :58AM Time Placed 9 :45AM % Air Content Slump (inches) 6 -1/4" Unit Weight Yield Water Added (gals) 20 +9 at plant Specified f' c (psi) 3,000 Test Age (Days) 7 28 28 28 Load (Pounds) 87,000 Remarks: floor preparation and reinforcement set as required on drawings. POT4aimg JAN 29 1991 CI rV OF TUtIVViLA PLANNING FPT 4050 Auburn Way North, Suite 5 • Auburn, WA 98 08) 850 -7797 • 230 South Cole Road • Boise, ID 83709 • (208) 376-4748 Strength (PSI) 3080 Fracture Type Cone MATERIALS 'f TESTING J CORPORATION Attn: Katie Greif JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite :B 103 Bellevue, WA 98005 January 25, 1991 Page # 1 of 1 Report # 90073 -041 Gentlemen: Re: Structural Steel Inspection Report on 1/22/91 Fort Dent II As requested an MTC structural steel inspector visited the referenced project to inspect the welding. The six braced frame column splice complete . penetration welds (second level) are completed. The welds have been inspected and meet the AWS D1.1 visual requirements. The welds have been U.T. and are accepted. If you have any questions concerning this report, or if MTC can be of any further assistance, please call us at (206) 850 -7797. Respectfully Submitted, MATERIALS.TESTING CORPORATION .; 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 230 South Cole Road • Boise, ID 83709 • . (208) 376 -4748 .� .f �; St. ..t T 17� �tt Certified Inspection Services, Inc. 1069 S.W. 328th Court, Federal Way, WA 98023 Phone (206) 927 -0626 Ultrasonic Weld Inspection Report AWS Dl.1 Customer: Materials Testing Corporation Date: 1/3/91 P.O. No.: Project: Fort Dent, Phase II Report No 4612 Specification: AWS D1.1 -90 Class: Section 8 Job Description: Ultrasonic inspection of: full penetration welds, as listed. Remarks: field inspection, performed on -site. Approve \JAN 23 1991 6 5y U TUKvv pt,ANOINco, °FPT. S. Joint Details: Procedure No.: 1 Weld Joint: TC -U4a Base Metal Type: Weld . Process: FCAW Surface condition: As welded Procedure Ultrasonic Equipment Instrument: Mfg.: Krautkramer Branson Transducers: Mfg.: KB Aerotech Dimensions: .75" x .75" Dimensions: l.0" dia. Model: USK 7 Frequency: 2.25 MHz Angle: 70 deg. Angle: Straight Beam CERTIFIED INSPECTION SERVICES AWS ULTRASONIC WELD INSPECTION REPORT Customer: Materials Testing Corp. Report No. 4612 Job Description: Fort Dent, Phase II D No.Angle Leg A B S Path Length X Y Thick. C D Depth Status O 70 50 0 - .000 O 70 50 0 .000 0 70 50 0 .000 O 70 50 0 .000 0 70 50 0 .000 O 70 50 0 .000 O 70 50 0 .000 O 70 50 0 .000 O 70 50 0 .000 O 70 50 0 .000 O 70 50 0 .000 O 70 50 0 .000 O 70 50 0 .000 O . 70 50 0 .000 O 70 50 0 .000 O 70 50 0 .000 Page 1 INSPECTED Reject %) 0.0% Repair % 0.0% Weld I.D. R# Remarks Level Acc. C -2 /N /top 2nd Acc. C -2 /N /top 2nd Acc. C -2 /S /top 2nd Acc. C -2 /S /top 2nd Acc. 0 -3 /N /top 2nd Acc. 0- 3 /N /bot. 2nd Acc. 0 -3 /S /top 2nd Acc. D- 3 /S /bot. 2nd Acc. E -3 /N /top 2nd Acc. E- 3 /N /bot. 2nd Acc. E -3 /S /top 2nd Acc. E- 3 /S /bot. 2nd Acc. F -4 /N /top 2nd Acc. F- 4 /N /bot. 2nd Acc. F -4 /S /top 2nd Acc. F- 4 /S /bot. 2nd 1/7/91 4 : 1 • 1 MATERIALS§ TESTING J' CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: January 3, 1991 Report 490073 -031 Page l of i Re: Structural Steel Inspection Report on 1 -27 -90 Fort Dent II As requested an M.T.C. structural steel inspector visited the referenced project to inspect the welding. The c.p. welds on the second floor beams are inspected and meet the AWS D 1.1 requirements for visual acceptance. U.T. is scheduled. Weld numbers accepted are as follows: 2 -56D, 2 -55A, 2 -55B, 2 -56C, 2 -56A, 2- 55C, 46A. If you have any questions concerning this report, or if M.T.C. can be of any . further assistance, please call us at (206) 850 - 7797. Respectfully Submitted, MATERIALS TESTING CORPORATION Allem J. Frank Spears, P.E. General Manager J 0 7 1991 Clf � pt.pNITNG 4050 Auburn Way North, Sulto 5 • Auburn, WA 98002 • (206) 850-7797 Attn: Katie Greif MATERIALS TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 January 3, 1991 Report #90073 -030 'Re:. Structural Steel Inspection Report on :1- 27 -90' Fort Dent IT Gentlemen: As requested an M.T.C. structural . steel inspector visited the referenced project to inspect the welding. The fillet welds and partial penetration welds were inspected. Complete penetration welds have not been started. Joint preparation, fitup, root and final passed meet the requirements of the drawings and AWS D1.1 The welders are WABO certified. . The foreman will provide a copy of each certification for the records. Prequalified weld . procedures are being used. A copy of these will also be provided for the records. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 -7797. Respectfully. Submitted, MATERIALS TESTING CORPORATION J."Frank Spears, General Manager 4050'Auburn Way North, Suito 5 • "Auburn, WA'98002 • JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue WA 98005 Attn: Katie Greif January 4, 1991 Report #90073 -032 Gentlemen: Re: Structural Steel Inspection Report on 1/3/91 Fort Dent II , As requested an M.T.C. structural steel inspector visited the referenced project to inspect the welding. All the complete penetration welds on the second floor beams have been U.T.and accepted. If you have any questions concerning this report, or if M.T.C. can 'be of any . further assistance, please call us at (206) 850 -7797. Respectfully. Submitted, :MATERIALS TESTING CORPORATION " c: L&,k54. J. Frank Spears, P.E. General Manager _2g4TiqWW• M ` J AN i s 1991 err( ( (j' T "1 L 4050 Auburn. Way North, Suite 5 . + Auburn, WA 98002 • (206) 850.7797 230 South Cole Road • Boise, ID 83709 • (208) 376-4748 MATERIAL TESTING CORPORATION DATE: 12/26/90 CLIENT: JC Radovich FILE #: 90073 -029 PERMIT 201.: MIX ID: # YDS: POUR LOCATION: Column Base Plate non - shrink grout _ Concrete Cylinders Grout Cylinders Grout Prisms X Non - Shrink Grout Cubes MIX PROPORTIONS: Cement (Type -621) Tremem Water Fly Ash Coarse Agg. #1 Coarse Agg. # #2 Fine Agg. #1 Fine Agg. #2 Admix #1 AEA Admix #2 Admix #3 Admix # #4 Cylinder Cylinder Cylinder I.D. Humber Diameter Height 5962 2X2 2 5963 2X2 2 5964 2X2 2 grout Area 4 "sq. 4 "sq 4 "sq COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: TRUCK #: TICKET #: INSPECTOR: R.J Boucher TEST PROPERTIES & CONDITIONS Weather Ambient Temp. 39 Concrete Temp. 39 Time Batched 1:55 Time Placed 2:05 % Air Content Slump (inches) Unit Weight Yield Water Added (gals) Specified f' c (psi) 8,000 Test Age Load Strength Fraoture (Days) (Pounds) (PSI) Type 7 22,000 5500 Shear 28 45,850 11,460 Cone 28 45,500 11,380 Cone Remarks: Grout mixed and placed as specified by instructions on bag. IONNW110 [ JAN 28 1991 r�n xv•' n GA rir 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 230 South Cole Road • Boiso, ID 83709 • (208) 378.4748 DATE: 1/15/91 CLIENT: JC Radovich FILE #: 90073 -037 PERMIT: 6201 MIX ID: 6.0 sk WRA # YDS : 45 Of 81 POUR LOCATION: Second floor slab north end of blg. 4 Concrete MATERIAL TESTING CORPORATION Cylinders Grout Cylinders _ Grout Prisms _ Non- Shrink Grout Cubes MIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Cement (Type -I -II) 564 Water 260 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 1335 Fine Agg. #2 Admix #1 Water reducer Admix #2 Admix #3 Admix #4 2065 3/4" 5 Cylinder Cylinder Cylinder Area T.D. Number Diameter Height 1107 6 12 28.27 1108 6 12 28.27 1109 6 12 28,27 1110 6 12 28.27 PROJECT: CONTRACTOR: SUPPLIER: TRUCK #: TICKET #: INSPECTOR: Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight COMPRESSIVE STRENGTH TEST REPORT Fort Dent II Foushee Oceab 101 72001 R.J Boucher Yield Water Added (gals) Specified f' c (psi) Test Age (Days) 7 28 28 28 Load (Pounds) 107,000 cloudy 47 68 8 :40AM 10 :00AM 5 25 3,000 Strength (PSI) 3780 Fracture Type cone Remarks: floor preparation and reinforcement set as required on drawings. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 230 South Cole Road • Boise, ID 83709 • (208) 376 -4748 Nua MATERIALS TESTING 1 4 4 CORPORATION DATE: 12/26/90 CLIENT: JC Radovich FILE #: 90073 -029 PERMIT : r; ,<6201 MIX, ID : # YDS: POUR LOCATION: Column Base Plate non - shrink grout Concrete Cylinders Grout Cylinders Grout Prisms X Non - Shrink Grout Cubes MIX PROPORTIONS: Cement (Type -621) Water Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 AEA Admix #2 Admix #3 Admix #4 Cylinder Cylinder I.D. Number Diameter 5962 2X2 5963 5964 2X2 2X2 TEST PROPERTIES & CONDITIONS Tremem grout Weather - Ambient' Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (inches) Unit Weight Yield Water Added (gals) Specified f' c (psi) Cylinder Height 2 2 2 Area 4 "sq. 4 "sq 4 "sq PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: TRUCK #: TICKET #: INSPECTOR: R.J Boucher Test Age (Days) 7 28 28 Load (Pounds) 22,000 Remarks: Grout mixed and placed as specified by instructions on bag. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 COMPRESSIVE STRENGTH TEST REPORT 39 39 1 :55 2:05 Strength (PSI) 5500 I• Fracture Type Shear \ Ttos \ 1 • (204.850.7797 A 9 Y.) j MATERIALS TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 A Attn: Katie Greif Gentlemen: Re: Structural Steel Inspection Report Fort Dent II As requested an M.T.C. structural steel inspector performed a shop welding inspection at the Standard Steel fabrication. shop. The shop welds are completed and are acceptable to the AWS D1.1 requirements. The steel is being rapidly erected on site; welding will be starting toward the end of next week. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850-7797. Respectfully Submitted, MATERIALS TESTING CORPORATION (n�I��Nr�(1��1f���► k DEC241990 PLANNiNf_ 4 . ( rmAA. J. Frank Spears, P.E. General Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (208) 850.7797 December 17, 1990 Report #90073 -028 MATERIAL TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: J. Frank Spears, P.E. General Manager December 12, 1990 Report #90073 -027 Re: Structural Steel Inspection.Report Fort Dent II As requested an M.T.C. structural steel inspector performed a shop welding inspection at the Standard Steel fabrication shop. The shop welds were inspected and are acceptable to the AWS D1.1 requirements. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 -7797. Respectfully Submitted, MATERIALS TESTING CORPORATION 19rANINNI ( OEC . 2ii99Oj CITY Ur t oaitiic.A PLANNING D EPT. f:A•110%.04. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (208) 850-7797 MATERIALS TESTING CORPORATION DATE: 12/5/90 CLIENT: JC Radovich FILE #: 90073 -026 PERMITINWPWOVV' MIX ID: 5 1/2 sk, 3/4" # YDS: 8 of 8 COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 127 TICKET #: 70088 INSPECTOR: Steve Morta POUR LOCATION: Tilt -ups for walls around dumpster on NE corner of property x Concrete Cylinders _ Grout MIS PROPORTIONS: Cement (Type I -II) 517 Water 260 Fly Ash Coarse Agg. #1 1940 3/4" Coarse Agg. # Fine Agg. #1 1365 Fine Agg. #2 Admix #1 AEA 1# Admix #2 Admix #3 Admix #4 Cylinder I.D. Number 5566 5567 Cylinder Cylinder Diameter Height 6" 12" • 6" 12" Cylinders _ Grout Prisms _ Mortar Cubes TEST PROPERTIES is CONDITIONS Area 28.27 28.27 Weather Ambient Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (inches) 3 Unit Weight Yield Water Added (gals) 8 Specified f' c (psi) 2500 overcast 43 54 7:30 8:15 Test Age Load Strength (Days) (Pounds) (PHI) 5 63,000 2230 7 77,300 2740 Remarks: All rebar placed according to approved plans. Field cured, outside lab. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 8504797 Fracture Type Shear Shear PliN(RIINN • DEC 17 CITY i.r Tt. i ;�q PC.A NNIENC. L) PT. 4. j MATERIAL ' � TESTING CORPORATION DATE: 11/15/90 CLIENT: JC Radovich FILE #: 90073 -017 PERMIT: 6201 MIX ID: 5.5 sk 3/4 WRA # YDS: 153 of 171 POUR LOCATION: South and west half of slab x Concrete Cylinders _ Grout Cylinders _ Grout Prisms _ Mortar Cubes MIX PROPORTIONS: TEST PROPERTIES b CONDITIONS Cement (Type I -II) 517 Water 255 Fly Ash Coarse Agg. #1 2030 Coarse Agg. #2 Fine Agg. #1 1425 Fine Agg. #2 Admix #1 Fibermesh 9 Admix #2 Water 5 Reducer Admix #3 Admix #4 Cylinder Cylinder Cylinder I.D. Number Diameter Height 5861 6" 12" 5362 6" 12" 5363 6" 12" 5364 6" 12" Area 28.27 28.27 28.27 PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 103 TICKET #: 68943 INSPECTOR: David Lyal Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield COMPRESSIVE STRENGTH TEST REPORT Water Added (gals) 5 misty 58 71 10 :10 10:45 Specified f' c (psi) 3000 Teat Age (Days) 7 28 28 28.27 28 5 1/2 Load Strength Fracture (Pounds) (P8I) 1yps 82,500 2920 Cons 154,500 5470 Cone 153,500 5430 Cone 153,000 5410 Cone Remarks: Water added to this load by pumpman -truck #'s 10, 11, 12 arrived at a 2 " called the plant to remind operations that a 4" slump was necessary..remaining trucks to end of job arrived with approximately correct slump. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 - ' NLI MATERIALS 1 TESTING J CORPORATION DATE: 11/15/90 CLIENT: JC Radovich FILE #: 90073 -016 PERMIT: 6201 MIX ID: 5.5 sk 3/4 WRA # YDS: 72 of 171 POUR LOCATION: Southwest half of slab x Concrete Cylinders MIX PROPORTIONS: Cement (Type I -II) 517 Water 255 Fly Ash Coarse Agg. #1 2030 Coarse Agg. #2 Fine Agg. #1 1425 Fine Agg. #2 Admix #1 Fibermesh 9 Admix #2 Water 5 Reducer Admix #3 Admix #4 Cylinder I.D. Number 5357 5358 5359 5360 Cylinder Diameter 6" 6" 6" 6" Grout Cylinder Height 12" 12" 12" 12" 28.27 28.27 Weather Ambient Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (inches) Unit Weight Yield Area Test Ass Load (Days) (Pounds) 28.27 7 92,000 28.27 28 152,000 COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 124 TICKET #: 68905 INSPECTOR: David Lyal Cylinders _ Grout Prisms _ Mortar Cubes TEST PROPERTIES & CONDITIONS Water Added (gals) 9 28 148,000 Specified f' c (psi) 3000 28 149,000 misty 50 70 8:30 9:15 4 1/2 Strength (PSI) 3250 5380 5240 5270 Fracture Type Cone Cone Cone Cone Remarks: A11 rebar and insulation board plpced according to approved plans. 4050 Auburn Way North, Suite 5 ' Auburn, WA 98002 • (206) 850 -7797 ^* mill MATERIALS C 'J TESTING a CORPORATION 10 -29 -90 John C. Radovich DATE: CLIENT: FILE #: 90073 -012 PERMIT: 6201 MIX ID: 504 # YDS : 3 of 3 POUR LOCATION: Walls of elevator pit x Concrete Cylinders _ Grout Cylinders _ Grout Prisms Mortar Cubes MIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Cement (Type I -II) 470 Weather clear Water 265 Ambient Temp. 60 Fly Ash Concrete Temp. 64 Coarse Agg. #1 2050 Time Batched 10 :02 Coarse Agg. #2 Time Placed 10 :45 Fine Agg. #1 X Air Content Fine Agg. #2 Slump (inches) 4 Admix #1 Unit Weight Admix #2 Yield Admix #3 Water Added (gals) 5 Admix #4 Specified f' c (psi) 3000 Cylinder Cylinder I.D. Nether Diameter 5233 6" 5234 5235 5236 6" 6 6 tir COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee & Associates SUPPLIER: Ocean TRUCK #: 125 TICKET #: 67865 INSPECTOR: Frank Spears Cylinder Axes Test Ilse Load Strength Fracture Height (Days) (Pounds) (PSI) Type 12" 28.27 7 67,000 2370 Cone 12" 28.27 28 140,000 4950 Cone 12" 28.27 28 139,000 4920 Cons 12" 28.27 28 139.000 4920 Cone Remarks: All rebar placed according to approved plans. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (208) 850-7797 [ I :U 1 Nov 3 01990 • (.s r r M1� '•'Y • IL I MATERIALS TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: Re: Structural Steel Inspection Report Fort Dent II As requested an M.T.C. structural steel inspector visited the Standard Steel fabrication shop to inspect completed shop welds, joint preparation for column to column base plate complete penetration welds, fit up and partially completed welds on columns at various stages. All phases of work is being done at a high standard of competence. The completed welds meet the requirements of AWS D1.1 and are accepted. The faying surfaces are clean; some weld spatter is on the columns and the shop supervisor is having this cleaned off. Several of the thinner base plates bowed slightly during welding, 3/32 maximum; because these base plates will be grouted the bowing is not cause for rejection. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 -7797. Respectfully Submitted, MATERIALS TESTING CORPORATION J. Frank Spears, P.E. General Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (208) 8507797 November 26, 1990 Report #90073 -020 : MATERIALS TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: 20 CL H- 005622 G -A36 W18x35 H- 005491 A36 W18x40 H- 005480 G -A36 W16x48 H- 004179 A36 W16x40 H- 004153 G -A36 . W24x55 H- 006145 A36 W21x44 H- 006227 A36 W21x68 H- 005883 A36 W21x68 H- 006182 A36 Re: Structural Steel Inspection Report Fort Dent II Respectfully Submitted, MATERIALS TESTING CORPORATION 4. 451..A. J. Frank Spears, P.E. General Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (208) 850 -7797 November 27, 1990 Report #90073 -021 As requested an M.T.C. structural steel inspector visited the Standard Steel fabrication shop to perform a shop fabrication inspection. The fabrication . was inspected at various stages of joint preparation, fit up and root, intermediate and final pass welding. The heavy primary columns (24A, 24B, 21A, 23A, 25A) had the 3" base plates fitted for welding. The groove joint fit up is good, all the webs had full bearing on the base plates. Two columns are being welded; the preheat, root pass and interpasses welding was observed and is acceptable. Material heat numbers and grade was checked in the shop and yard. These numbers can be cross- referenced with the material certifications supplied by the fabricator. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 -7797. rflil Nov 301990 CITY OF . fta6,vsLA Pt.ANNtNG L) PT. Ntimi MATERIALS ',I TESTING CORPORATION DATE: 11/15/90 CLIENT: JC Radovich FILE #: 90073 -017 PERMIT: 6201 MIX ID: 5.5 sk 3/4 WRA # YDS: 153 of 171 POUR LOCATION: South and west half of slab COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 103 TICKET #: 68943 INSPECTOR: David Lyal x Concrete Cylinders Grout Cylinders 'Grout Prisms _ Mortar Cubes MIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Cement (Type I -II) 517 Weather misty Water 255 Ambient Temp. 58 Fly Ash Concrete Temp. 71 Coarse Agg. #1 2030 Time Batched 10:10 Coarse Agg. #2 Time Placed 10:45 Fine Agg. #1 1425 % Air Content Fine Agg. #2 Slump (inches) 5 1/2 Admix #1 Fibermesh 9 Unit Weight Admix #2 Water 5 Yield Reducer Admix #3 Water Added (gals) 5 Admix #4 Specified f' c (psi) 3000 Cylinder Cylinder Cylinder Ares Teat As Load Strength Fracture I.D. Number Diameter Haight (Days) (Pounds) (PSI) Type 5361 6" 12" 28.27 7 82,500 2920 Cone 5362 6" 12" 28.27 28 5363 6" 12" 28.27 28 5364 6" 12" 28.27 29 Remarks: Water added to this load by pumpman -truck #'s 10, 11, 12 arrived at a 2" slump.. contractor called the plant to remind operations that a 4" slump was necessary—remaining trucks to end of job arrived with approximately correct slump. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 MATERIALS TESTING J CORPORATION DATE: 11/15/90 PROJECT: Fort Dent II CLIENT: JC Radovich CONTRACTOR: Foushee FILE #: 90073 -016 SUPPLIER: Ocean PERMIT: 6201 TRUCK #: 124 MIX ID: 5.5 sk 3/4 WRA TICKET #: 68905 # YDS: 72 of 171 INSPECTOR: David Lyal POUR LOCATION: Southwest half of slab x Concrete Cylinders ___.Grout Cylinders _ Grout Prisms ` Mortar Cubes MIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Cement (Type I -II) 517 Weather misty Water 255 Ambient Temp. 50 Fly Ash Concrete Temp. 70 Coarse Agg. #1 2030 Time Batched 8:30 Coarse Agg. #2 Time Placed 9:15 Fine Agg. #1 1425 X Air Content Fine Agg. #2 Slump (inches) 4 1/2 Admix #1 Fibermesh 9 Unit Weight Admix #2 Water 5 Yield Reducer Admix #3 Water Added (gals) 9 Admix #4 Specified f' c (psi) 3000 Cylinder Cylinder Cylinder Area That Age Load Strength Fracture I,D. Number Diameter Height (Days) (Pounds) (PSI) Type 5357 6" 12" 28.27 7 92,000 3250 Cone 5358 6" • 12" 28.27 28 5359 6" 12" 28.27 28 5360 6" 12" 28.27 28 Remarks: All rebar and insulation board placed according to approved plans. COMPRESSIVE STRENGTH TEST REPORT 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850.7797 et C9 t MATERIALS TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Re: Structural Steel Inspection Report Fort Dent II November 28, 1990 Report #90073 -022 Gentlemen: As requested an M.T.C. structural steel inspector visited the Standard Steel fabrication shop to perform a shop fabrication inspection. The final complete penetration welds on columns 21A and 25A are acceptable and ready for ultrasonic testing. The welding procedure on 22A and 23A was observed, proper preheat was maintained and the intermediate weld passes are acceptable. Other columns were completed and the welds accepted. The inspector stopped at the job site and discussed the project and schedule with the site supervisor. The trusses will arrive from Utah next week; and will have an acceptance inspection when they are on site. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 -7797. Respectfully Submitted, ,MATERIALS TESTING CORPORATION c fle Clia40#•• J. Frank Spears, P.E. General Manager 4050 Auburn Way North, Suite 5 • , Auburn, WA 98002 . • (208) 850 -7797 i MATERIALS J ' TESTING CORPORATION DATE: 11 -12 -90 CLIENT: John C. Radovich FILE #: PERMIT: MIX ID: # YDS: 90073 -015 6201 5 1/2 sk 3/4 WRA. 153 of 184 POUR LOCATION: East half of slab /grade beams x Concrete Cylinders _ Grout NIX PROPORTIONS: Cement (Type I -II) Water Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Fibermesh Admix #2 WRA Admix #3 Admix #4 517 255 2030 1425 13.5 5# /100# Cylinder Cylinder Cylinder I.D. Number Disaster Height 5313 6" 12" 5314 6" 12" 5315 6" 12" 5316 6" 12" t COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 102 TICKET #: 102 INSPECTOR: David Lyal Cylinders _ Grout Prisms Mortar Cubes TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (inches) Unit Weight Yield Water Added (gals) 10 Specified f' c (psi) 3000 cloudy 55 67 10:38 11:30 3 3/4 Area Test Age Load Strength (Days) (Pounds) (PSI) 28.27 7 118,000 4170 28.27 28 157,000 5550 28.27 28 161,000 5700 28.27 28 160,000 5660 Fracture Type Cone Cone, Cone Cone Remarks: All rebar placed according to appxoved plans. Rebar checked 11 -9 -90. Insulation board installed inside perimeter. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850.7797 I I MATERIALS ',� TESTING J CORPORATION • DATE: 11 -12 -90 PROJECT: Fort Dent II CLIENT: John C. Radovich CONTRACTOR: Foushee FILE #: 90073 -014 SUPPLIER: Ocean PERMIT: 6201 TRUCK #: 124 MIX ID: 5 1/2 sk 3/4 WRA. TICKET #: 68682 # YDS: 54 of 184 INSPECTOR: David Lyal POUR LOCATION: East half of slab /grade beams COMPRESSIVE STRENGTH TEST REPORT x Concrete Cylinders _ Grout Cylinders _ Grout Prisms , Mortar Cubes MIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Cement (Type I -II) 517 Weather clear Water 255 Ambient Temp. 47 Fly Ash Concrete Temp. 66 Coarse Agg. #1 2030 Time Batched 8:15 Coarse Agg. #2 Time Praced 9:00 Fine Agg. #1 1425 % Air Content Fine Agg. #2 Slump (inches) 4 1/2 Admix #1 Fibermesh 13.5 Unit Weight Admix #2 WRA 5# /100# Yield Admix #3 Water Added (gals) 7 Admix #4 Specified f' c (psi) 3000 Cylinder Cylinder Cylinder Area Test Age Load Strewth Fracture I.O. Number Diameter Height (Days) (Pounds) (PSI) type 5304 6" 12" 28.27 7 113,000 4000 Cone 5310 6" 12" 28.27 28 154,500 " 5470 8hear 5311 6" 12" 28,27 28 154,000 5450 Cone 5312 6" 12" 28.27 28 * Remarks: All rebar placed according to approved plans. Rebar checked 11/9/90. Insulation board installed inside perimeter. *Cylinder 5312 damaged infield, could not be tested. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (208) 850-7797 December 6, 1990 " Report #90073 -025 MATERIAL TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Re: Structural Steel Inspection Report Fort Dent II Gentlemen: As requested an M.T.C. structural steel inspector performed a column inspection at the referenced jobsite. The six primary columns are placed, all holes matched the anchor bolts and an adequate number of threads extend above the baseplates for the nuts. Other column anchor bolts are quick bolts; these are being drilled and placed. A shorter, but larger diameter bolt is being used. This bolt size change has been approved by the engineer. The Standard Steel fabrication shop was visited today to inspect completed beams. All welds met the AWS D1.1 requirements, and are accepted. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 - 7797. Respectfully Submitted, MATERIALS TESTING CORPORATION • -� .._N t, c aftss- J. Frank Spears, .P.E,.:. General. Manager 4050 Auburn Way North, Suite 5 . • Auburn, WA 96002 • (206) 8504797 MATERIAL TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: December 3, 1990 Report #90073 -024 Re: Structural Steel Inspection Report Fort Dent II As requested an M.T.C. structural steel inspector inspected two truckloads of trusses recently delivered to the referenced jobsite. The trusses were found to be undamaged, with no defects. The inspector spoke (via telephone) with Trace Miller of Power West about providing material mill certifications and shop welding inspection /acceptance reports. These reports will be sent directly to Foushee & Associates, Inc. as they are contracted with Power West. The inspector also visited the Standard Steel fabrication shop to inspect columns. The last of the columns have been completed, inspected and have been accepted. If you .have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 - 7797. Respectfully.Submitted, MATERIALS TESTING CORPORATION Cap..14. J. Frank Spears, P.E. General. Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 . • (206) 850-7797 JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: Auburn, WA 98002 •.' (208) 850.7797 can be'of any • As requested an M.T.C. structural steel inspector visited the Standard Steel fabrication shop to perform a shop fabrication inspection. The primary columns (21A,. 22A, 23A, 24A, 25B. and 25A) are completed. The welds, are visually acceptable and passed ultrasonic testing. The last of the columns are complete and the welds are acceptable. If you have any questions concerning this report, or if M.T.C. further assistance, please call us at (206) 850 -7797. Respectfully Submitted, . MATERIALS TESTING CORPORATION 4 4050 Auburn Way North Suite 5 Structural Steel Inspection Report Fort.Dent II J. Frank Spears, P.E. General Manager November 30, 1990 Report #90073 -023 i i i i [ 31{1W Nit DEC. 51990 CITY OF TUKkJn A PLANNING DEPT. P A MATERIAI.S ...... 1 TESTING J CORPORATION DATE: 10 -24 -90 CLIENT: John C. Radovich FILE #: 90073 -008 PERMIT: 6201 MIX ID: 504 # YDS : 7 of 7 POUR LOCATION: Footings for dumpster pad and elevator pad x Concrete Cylinders MIX PROPORTIONS: Cement (Type I -II) 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 1440 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Cylinder Cylinder Cylinder I.D. Number Diameter Height 5096 6" 12" 5097 6" 12" 5098 6" 12" 5099 6" 12" PROJECT: Fort Dent II CONTRACTOR: Foushee & Assoc. SUPPLIER: Ocean TRUCK #: 102 TICKET #: 67458 INSPECTOR: Frank Spears Grout Cylinders _ Grout Prisms _ Mortar TEST PROPERTIES & CONDITIONS Area 28.27 28.27 28.27 28.27 Weather Ambient Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (inches) Unit Weight Yield Water Added (gals) Specified f' c (psi) 3000 Test Age (Days) 7 28 28 28 Remarks: All rebar placed according to approved p COMPRESSIVE STRENGTH TEST REPORT Load (Pounds) 98,500 cloudy 66 66 Strength (PSI) 3480 Inc. Cubes PM11Wo40 NOV 51990 PLANNING DEPT. 4050 Auburn Way North, Suito 5 • Auburn, WA 98002 • (206) 850 -7797 Fracture Type Cone MATERIALS TESTING J CORPORATION DATE: 10 -12 -90 CLIENT: John C. Radovich FILE #: 90073 -001 PERMIT: 6201 MIX ID: #504 # YDS : 18 of 18 x Concrete Cylinders ^ Grout MIX PROPORTIONS: Cement (Type I -II) 470 Water Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 265 3/4" 2050 sand 1440 COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee & Associates SUPPLIER: Ocean Construction TRUCK #: 125 TICKET #: 66628 INSPECTOR: Steve Morta POUR LOCATION: Pile caps L Cylinders _ Grout Prisms _ Mortar Cubes TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3000 overcast 58 61 10:35 11:30 3 1/2 Cylinder Cylinder Cylinder Area Test As Load Strength Fracture I.D. Number Diameter Height (Days) (Pounds) (PSI) Type 4919 6" 12" 28.27 7 76,500 2710 Cone 4920 6" 12" 28.27 28 126,500 4470 Cone 4921 6" 12" 28.27 28 127,500 4510 Cone 4922 6" 12" 28.27 28 128,500 4550 Cone Remarks: All rebar placed according to approved plans. 5 sack KPFF 10 -3 -90. 4050 Auburn Way North, Suite 5 • Auburn, WA 90002 • (206) 850-7797 DATE: 10 -19 -90 FILE #: 90073 -005 PERMIT: 46241 % MIX ID: 504 # YDS: 5.50 i ' � MATERIAL& TESTING CORPORATION CLIENT: John C. Radovich POUR LOCATION: Pilecaps at F -5, 6' N of F -4 x Concrete Cylinders _ Grout MIX PROPORTIONS: Cement (Type I -II) 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 1140 sand 5008 6" 12" 28.27 28 5009 6" 12" 28.27 28 Cylinder Cylinder Cylinder Area Test Age I.D. Number Diameter Height (Days) 5006 6" 12" 28.27 7 5007 6" 12" 28.27 28 COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee & Asoc., Inc. SUPPLIER: Ocean TRUCK #: 129 TICKET #: 67150 INSPECTOR: William Lewis Cylinders Grout Prisms w Mortar Cubes TEST PROPERTIES & CONDITIONS Weather Ambient Temp. 56 Concrete Temp. 66 Time Batched 1 :34 Time Placed 2 :20 X Air Content Slump (inches) 4.5 Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3000 Load (Pounds) 83,000 clear Strength (PSI) 2940 Fracture Type Cone Remarks: All rebar placed according to approved lan EM N0V 2 1990 CITY Gr. i ONVI ii.A PLANNING DEPT. 4050 Auburn Way North, Suit© 5 • Auburn, WA 98002 • (206) 850.7797 g A MATERIALS 1 TESTING J CORPORATION DATE: 10 -22 -90 CLIENT: John C. Radovich FILE #: 90073 -007 PERMIT: x ,6201 MIX ID: 504 # YDS : 36 of 99 POUR LOCATION: Grade beam on J Line and 3 Line x Concrete Cylinders MIX PROPORTIONS: Cement (Type I -II) 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Cylinder I.D. Number 5058 5059 6" 5060 5061 Cylinder Diameter 6" 6" 6" Grout 1140 sand Cylinder Height 12" 12" 12" 12" Area 28.27 28.27 28.27 28.27 Teat Age (Days) 7 2b 28 28 Remarks: All rebar placed according to approved plans. COMPRESSIVE STRENGTH TEST REPORT PROJECT: ;Fort =Dent II{ CONTRACTOR: Foushee & Asoc., Inc. SUPPLIER: Ocean TRUCK #: 125 TICKET 1/: 67293 INSPECTOR: Frank Spears Cylinders Grout Prisms Mortar Cubes TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3000 Load (Pounds) 95,000 overcast 60 12:48 1:30 4 Strength (PSI) 3360 4050 Auburn Way North, Suit° 5 • Auburn, WA 98002 • (206) 850 -7797 Fracture Type Cone MATERIALS TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Gentlemen: 4 ) . C r:4144. C.10.4)4.0 J. Frank Spears, P.E. General Manager Re: Structural Steel Inspection Report ApO tDeflt iI , October 31, 1990 Report #90073 -011 As requested M.T.C. performed a review of the drawings, specifications and codes for the referenced project to determine the non- destructive testing of the welds required in the shop and field. The drawings do not specify any test requirements. The U.B.C. requires 100% of the complete penetration ductile movement - resisting welds to be tested. The drawings do not show any AMR frames or welds in the building. The AWS D1.1, AISC or U.B.C. do not specify any non - destructive test requirement for any other welds. The inspector spoke (via telephone) to the structural engineer about test requirements. The structural engineer stated that he wanted 100% of the complete penetration welds in the structure tested. The MTC inspector is recommending an R.F.I. be issued by the structural engineer to clarify /specify the weld non - destructive test requirements. For further information regarding this report, please reference U.B.C. Sec. 2722, U.B.C. Standard 27 -6, AWS D1.1, 6.7.1, 6.8. If you have any questions concerning this report, or if. M.T.C. can be of any further assistance, please call us at (206) 850 -7797. Respectfully Submitted, MATERIALS TESTING CORPORATION 4050 Auburn Way North, ; lift 5 • Auburn, WA 98002 • (206) 850.7797 r � MATERIALS 1 TESTING J CORPORATION COMPRESSIVE STRENGTH TEST REPORT DATE: 10 -24 -90 PROJECT: Fort Dent II CLIENT: John C. Radovich CONTRACTOR: Foushee & Assoc., Inc. FILE #: 90073 -008 SUPPLIER: Ocean PERMIT: 6201 TRUCK #: 102 MIX ID: 504 TICKET #: 67458 # YDS: 7 of 7 INSPECTOR: Frank Spears POUR LOCATION: Footings for dumpster pad and elevator pad x Concrete Cylinders _ Grout Cylinders _ Grout Prisms Mortar Cubes MIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Cement (Type I -II) 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 1440 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Weather: cloudy Ambient Temp. 66 Concrete Temp. 66 Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield Water Added (gals) Specified f' c (psi) 3000 Cylinder Cylinder Cylinder Area Test Age Load Strength Fracture I.D. Number Diameter Height (Days) (Pounds) (PSI) Type 5096 6" 12" 28.27 7 98,500 3480 Cone 5097 6" 12" 28.27 28 153,000 5410 Cone 5098 6" 12" 28.27 28 152,000 5380 Cone 5099 6" 12" 28.27 28 156,000 5520 Cone • Remarks: All rebar placed according to approved plans. NOV 28 1990 Cf'Y - O F i uKVvi `A PLANNING 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (208) 850 -7797 MATERIALS TESTING CORPORATION (;),) POUR LOCATION: Grade beam on Cement (Type I -II) 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 1440 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 lines. Remarks: All rebar placed according to approved plans. t COMPRESSIVE STRENGTH TEST REPORT DATE: 10 -26 -90 PROJECT: Fort Dent II CLIENT: John C. Radovich CONTRACTOR: Foushee & Assoc., Inc. FILE #: 90073 -009 SUPPLIER: Ocean PERMIT: 6201 TRUCK #: 130 MIX ID: 504 TICKET #: 67686 '!'# YDS: 27 of 72 INSPECTOR: Frank Spears x Concrete Cylinders _ Grout Cylinders _ Grout Prisms _ Mortar Cubes MIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Weather clear Ambient Temp. 58 Concre e Temp. 64 Time Batched 10:00 Time Placed 10:30 X Air Content Slump (inches) 5 Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3000 Cylinder Cylinder Cylinder Area Test Asa Load Strength Fracture I.D. Number Diameter Height (Days) (Pounds) (PSI) Type 5151 6" 12" 28.27 7 87,000 3080 Cone 5152 6" 12" 28.27 28 152,500 5390 Cone 5153 6" 12" 28.27 28 150,000 5310 Cone 5154 6" 12" 28.27 28 152,000 5380 Cone 4050 Auburn Way North, Suit) 5 • Auburn, WA 98002 • (206) 850 -7797 NIA MATERIALS l' ',� TESTING J CORPORATION DATE: 11 -12 -90 CLIENT: John C. Radovich FILE #: 90073 -015 PERMIT: 6201 MIX ID: 5 1/2 sk 3/4 WRA # YDS: 153 of 184 Cement (Type I -II) Water Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Fibermesh Admix #2 WRA Admix #3 Admix #4 Cylinder T.D. Nunber 5313 5314 5315 5316 Cylinder Diameter 6" 6" 6" 6" 517 255 2030 1425 13.5 5#/100# Cylinder Height 12" 12" 12" 12" PROJECT: CONTRACTOR: SUPPLIER: TRUCK •# : TICKET #: INSPECTOR: Area Teat Age (Days) 28.27 7 28.27 28 28.27 28 28.27 28 COMPRESSIVE STRENGTH TEST REPORT Fort Dent II Foushee Ocean 102 102 David Lyal POUR LOCATION: East half of slab /grade beams x Concrete Cylinders _ Grout Cylinders _ Grout Prisms ! Mortar Cubes MIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Weather cloudy Ambient Temp. 55 Concrete Temp. 67 Time Batched 10:38 Time Placed 11:30 X Air Content Slump (inches) 3 3/4 Unit Weight Yield Water Added (gals) 10 Specified f' c (psi) 3000 Load (Pounds) 118,000 t Strength (PSI) 4170 Remarks: All rebar placed according to approved plans. Rebar checked 11 -9 -90. Insulation board installed inside perimeter. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (208) 850-7797 MOEN NOV 2G 1990 t imsti TY t; PLANNING .h -liIN DF_T __ Fracture Type Cone � � J MATERIALS 1 TESTING CORPORATION DATE: 11 -12 -90 CLIENT: John C. Radovich FILE #: 90073 -014 PERMIT: 6201 MIX ID: 5 1/2 sk 3/4 WRA # YDS: 54 of 184 POUR LOCATION: East half of slab /grade beams x Concrete Cylinders _ Grout MIX PROPORTIONS: Cement (Type I -II) 517 Water 255 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Fibermesh Admix #2 WRA Admix #3 Admix #4 Cylinder Cylinder I.D. Humber Diameter 5304 6" 5310 6" 5311 6" 5312 6" 2030 1425 13.5 5# /100# Cylinder Height 12" 12" 12" 12" Cylinders _ Grout Prisms _ Mortar TEST PROPERTIES & CONDITIONS Area 28.27 28.27 28.27 28.27 PROJECT: Fort Dent II CONTRACTOR: Foushee SUPPLIER: Ocean TRUCK #: 124 TICKET #: 68682 INSPECTOR: David Lyal Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield Water Added (gals) 7 Specified £' c (psi) 3000 Test Age (Days) 7 28 28 28 COMPRESSIVE STRENGTH TEST REPORT Load (Pounds) 113,000 clear 47 66 8 :15 9:00 4 1/2 Strength (PSI) 4000 �, 4tIC ww00 NOV 2G 1 •yv' 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 Cubes Fracture Type Cone Remarks: All rebar placed according to approved plans. Reber checked 11/9/90. Insulation board installed inside perimeter. Attn: Katie Greif JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 (121010 21 1990 CITY OF . PLANNING Structural Steel Inspection Report- Fort Dent II Gentlemen: As referenced. in Report 90073 -018 of 11/16/90, M.T.C.'s structural steel /welding inspector visited the Standard Steel fabrication shop to review the fabrication drawings and discuss procedures, visual inspection and U.T. requirements for the referenced project. The complete penetration welding . procedures were discussed and the fabricator and inspector are in agreement on the procedures. A preliminary inspection schedule was set up. A set of fabrication detail drawings will be furnished to the inspector by Foushee . & Associates, Inc. Copies of the welding procedures and welder certifications . will be reviewed by the inspector. These certifications will be transmitted directly to the owner /representative at the completion of the project. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 -7797. Respectfully Submitted, MATE_IALB•TESTING CORPORATION (9- 41 : 4 1% 14 . J. Frank Spears, General Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 November 19, 1990 Report #90073 -019 MATERIALS TESTING CORPORATION JOHN. C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B 103 Bellevue, WA 98005 Attn: Katie Greif Re: November 16, 1990 Report #90073 -018 NEWEP NOV . 211990 ` CITY co: TUKWILA PLANNING DEPT. Inspection Report Gentlemen: As requested M.T.C.'s steel /welding inspector reviewed the welding requirements and structural drawings in preparation for a meeting scheduled 11/19/90 with Standard Steel at their fabrication shop. The purpose of the meeting is to review weld procedures, welder qualifications, the quality control program, material certifications and to tour the fabrication shop. M.T.C. and Standard Steel have agreed that Certified Inspection Services will perform the ultrasonic testing and C.I.S. has been contacted to develop a preliminary schedule. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 -7797. Respectfully Submitted, MATERIALS TESTING CORPORATION Pc**A. 4050 Auburn Way North, Su(te 5 Structural Steel Fort Dent II J. Frank Spears, P.E. General Manager iq t j MATERI TESTING CORPORATION DATE: 10 -22 -90 CLIENT: John C. Radovich FILE #: 90073-007 PERMIT: 6201 MIX ID: 504 # YDS: 36 of 99 POUR LOCATION: Grade beam on J Line and 3 Line Remarks: All rebar placed according to approved plans. COMPRESSIV STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee & Asoc., Inc. SUPPLIER: Ocean TRUCK #: 125 TICKET if/: 67293 INSPECTOR: Frank Spears x Concrete Cylinders _ Grout Cylinders _ Grout Prisms _ Mortar Cubes MIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Cement (Type I -II) 470 Weather overcast Water 265 Ambient Temp. 60 Fly Ash Concrete Temp. Coarse Agg. #1 2050 Time Batched 12:48 Coarse Agg. #2 Time Placed 1:30 Fine Agg. #1 1140 sand % Air Content Fine Agg. #2 Slump (inches) 4 Admix #1 Unit Weight Admix #2 Yield Admix #3 Water Added (gals) 0 Admix #4 Specified f' c (psi) 3000 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850.7797 „ 911 s'alrll�t�,'i [NOV 2 1 1990 CITY PLAN Cylinder Cylinder Cylinder Area Test Age Load Strength Fracture I.D. Number Diameter Height (Days) (Pounds) (PSI) Type 5058 6" 12" 28.27 7 95,000 3360 Cone 5059 6" 12" 28.27 28 155,500 5500 5060 6" 12" 28.27 28 152,000 5380 5061 6" 12" 28.27 28 156,000 5520 (� MATERIALS `� 'J' TESTING J CORPORATION DATE: 10 -19 -90 CLIENT: John C. Radovich FILE #: PERMIT: MIX ID: # YDS: POUR LOCATION: Pilecaps at F -5, 6' N of F -4 x Concrete Cylinders _ Grout MIX PROPORTIONS: Cement (Type I -II) 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Cylinder I.D. Number 5006 5007 5008 5009 90073 -005 6201 504 5.50 Cylinder Diameter 6" 6" 6" 6" 1140 sand Cylinder Height 12" 12" 12" Area 28.27 28.27 28.27 28.27 COMPRESSIVE STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee & Asoc., SUPPLIER: Ocean TRUCK #: 129 TICKET #: 67150 INSPECTOR: William Lewis Cylinders _ Grout Prisms _ Mortar TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3000 Test Age (Days) 7 28 28 28 Load (Pounds) 83,000 139,500 136,000 132,500 Remarks: All rebar placed according to approved plans. clear 56 66 1:34 2:20 4.5 Strength (PSI) 2940 4930 4810 4690 Inc. Cubes 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 Fracture Type Cone Cone Cone Shear NOV 201990 P L �.'':N: • ... Y MATERIAL 3) 1 TESTING CORPORATION DATE: 10 -17 -90 CLIENT: John C. Radovich FILE #: 90073 -003 PERMIT: MIX ID: 504 # YDS: 9 of 11 POUR LOCATION: Pile Caps: A7, A6, A3, B2, C5 PROJECT: Fort Dent II CONTRACTOR: Foushee & Assoc., Inc. SUPPLIER: Ocean TRUCK' #: 162 TICKET #: 67006 INSPECTOR: Frank Spears x Concrete Cylinders _ Grout Cylinders _ Grout Prisms ! Mortar Cubes NIX PROPORTIONS: Cement (Type I -II 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 1440 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Cylinder Cylinder Cylinder I.D. Number Diameter Height 4978 6" 12" 4979 6" 12" 4980 6" 12" 4981 6" 12" TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed X Air Content Slump (inches) Unit Weight Yield Water Added (gals) Specified f' c (psi) Area Test Age Load (Days) (Pounds) 28.27 7 94,500 28.27 28 155,000 28.27 28 152,500 28.27 28 156,500 Remarks: All rebar placed according to approved plans. COMPRESSIVE STRENGTH TEST REPORT overcast 52 68 1:30 2 :15 4 1/4 0 3000 Strength (PSI) 3340 5480 5390 5540 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (208) 850-7797 Fracture Type Cone Cone Cone Cone • I.1511(4��IJIV NOV 161990 1„t Y .;r 1. t i MATERIAL TESTING CORPORATION DATE: 10 -16 -90 CLIENT: John C. Radovich FILE #: 90073 -02A PERMIT: 6201 MIX ID: 5 sk 3/4 # YDS : 9 of 17 POUR LOCATION: Pilecaps at C6,C7,D7,E7,F7,G7,E5,F4, 10' E of F at Line 3 andd 10' E of Line F at Line 2 x Concrete Cylinders MIX PROPORTIONS: Cement (Type I -II 470 Water 265 Fly Ash Coarse Agg. #1 2050 Coarse Agg. #2 Fine Agg. #1 1440 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Cylinder I.A. Humber 4936 4937 4938 4939 Cylinder Diameter 6" 6" 6" 6" Grout Cylinder Haight 12" 12" 12" 12" COMPRES STRENGTH TEST REPORT PROJECT: Fort Dent II CONTRACTOR: Foushee & Assoc., Inc. SUPPLIER: Ocean TRUCK '# : 102 TICKET #: 66902 INSPECTOR: Frank Spears Weather Ambient Temp. Concrete Temp. Time Batched Time Placed 3 :00 % Air Content Slump (inches) Unit Weight Yield Water Added (gals) 0 Specified f' c (psi) 3000 Remarks: All rebar placed according to approved plans. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (208) 850-7797 Mil 1i3 NE NOV 1 5 1990 CITY O!~ TUKWILA PLANNING DEPT. Cylinders _ Grout Prisms _ Mortar Cubes TEST PROPERTIES & CONDITIONS clear 58 66 4 1/2 Area Test Aga Load Strength Fracture (Days) (Pounds) (PSI) Type 28.27 7 86,000 3040 Cons 20.27 28 144,000 5090 Cone 28.27 28 128,000 4530 Cone 28.27 28 141,000 4990 Cone • JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Avenue NE Suite B . 103 ,Bellevue, WA 98005 Attn: Katie Greif November 9, 1990 Report (90073=013 Re: Structural Steel Inspection Report Fort Dent II Gentlemen: As requested M.T.C. notified the fabrication shop and faxed a copy of the . engineer's requirement for 100% U.T. of complete penetration welds. A review of the number of required ultrasonic tested welds was done and a weld record system is being set up. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 -7797. 4050 Auburn Way North, Suite 5 Respectfully Submitted, MATERIALS TESTING CORPORATION 4740"A J. Frank Spears, P.E. General Manager • (206) 850.7797 MATERIALS '1 TESTING ; J CORPORATION COMPRESSIVE STRENGTH TEST REPORT DATE: 10 -15 -90 PROJECT: Fort Dent II CLIENT: John C. Radovich CONTRACTOR: Foushee FILE #: 90073 -002 SUPPLIER: Ocean PERMIT: 6201 TRUCK #: 125 MIX ID: 5.0 sk 3/4" TICKET #: 66807 # YDS: 18 of 18 INSPECTOR: Steve Morta POUR LOCATION: Piling caps x Concrete Cylinders , Grout Cylinders _ Grout Prisms ` Mortar Cubes MIX PROPORTIONS: TEST PROPERTIES & CONDITIONS Cement (Type I -II) 470 Weather raining Water 265 Ambient Temp. 55 Fly Ash Concrete Temp. 57 Coarse Agg. #1 2050 3/4" Time Batched 12:52 Coarse Agg. #2 Time Placed 2:15 Fine Agg. #1 1440 sand X Air Content Fine Agg. #2 Slump (inches) 5 Admix #1 Unit Weight Admix #2 Yield ' Admix #3 Water Added (gals) 0 Admix #4 Specified f' c (psi) 3000 Cylinder Cylinder Cylinder Area Test Age Load Strength Yraoturs I.D. Number Diameter Height (Days) (Pounds) (PSI) Type 4940 6" 12" 28.27 7 74.000 2620 Cone 4941 6" 12" 28.27 28 4942 6" 12" 28.27 28 4943 6" 12" 28.27 28 Remarks: All rebar placed according to approved plans. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850 -7797 DATE lJ - - 9D PROJECT NO. g 9o7- o3 PROJECT torf Deny (ag. LOCATION w ct tt/h I vfc ; l BLDG. PERMIT NO. 42.0/ MUNICIPALITY . C. 4 c ,- 1 v 14/ tj WEATHER C #114 60 ENGINEER ARCHITECT CONTRACTOR TO Lichee- ASSOCIATED E ARTH S CIENCES, INC 911 - 5th Avenue, Suite 100, Kirkland, WA 98033 (206) 827 -7701 TO: 70 41 C. R4lov.cI1 Deve)oplhew+ Co. 26 [24 ME , a -10 Beget 1 e. , LA/A- 'Y oa S ATTN: Ita -4-;.e G r i e f AS REQUESTED BY: P Oti 3 THE FOLLOWING WAS NOTED: 1 T he vnrier5 ;5 neJ ct v1(1 1IACe W►evl{- o re vevtcecl '5 I , U g rr;vOII )i con - r hid Sir;piled - Fhe eks ern h41 -)-he wv ;1din5 5,44. Vfel t4/45' ver, .ed Ju apbk. 4 - be dit -Qom p I are evif of- {i 1 f . 6.■ .111 1 (ii on g Auk floor. A E/ v S ' pp; n -/-)%e vnvd o eq5 4ern rr f on o f flee bv; jd;h ' s' #e, 1- lie *AA Comi Acted P Cow rmd p placed appro )6 r►' Se/ y ' of c v�vsllecJ Co »cv ��T o t 2" tYvs Aeel ro ck tA/A5' p I veil `tor -- -- C4-17 ivr pose or a C4p;1 /ary b teat r vi -lop o 1 y -4 1e C rvs 4e,1 coKc `7A a Con}raci, kcal fi r')5 tied - t1►e S; Cerher wlien ' 1e+ F1 7 he vh ers; y necl re- yr nett - k' e) ec l( pr .9 re's o -tie Corqrc c r. W/ieh -}he Curlyac huil 3v `CI wislied 1a1+ " 9 otri rvw+rtic- Pe, -el (I .cor a Rs'tern 64l 1 o v, ld; n n_ _ thz ertstern. hot( of i he bui /d <rr i. no w cvily)c . . COPIES TO DATE MAILED: W 0 ns �`/e 'IV o .t r ve 94-r pre.; 5'49 Ade -CM -6 r 1al o rude - floor 44" the c,Love INSPECTOR Pi 4.t it ADO FIELD REPORT SIGNED. ffi/" COO* R t. DATE 11 5 - 90 PROJECT NO. g 9O7- 03 G PROJECT 7 r+ Den+ X all . LOCATION 1vKwi1a BLDG. PERMIT NO. 0.0 1 M NICIP ITY Oh, of Tvfcwilei WEATHER Cook 6 e ENGINEER ARCHITECT CONTRACTOR fov Thee ASSOCIATED E ARTH S CIENCES, INC 911-5th Avenue, Suite 100, Kirkland, WA 98033 (206) 827 -7701 To 5 a J ul C. ►Ratiovkli Pe V. Co, 1DP o 1 2(1°1 N E , 9-1 o3 Belt e V u e U/ A- 9,' ATTN. 1S e AS REQUESTED BY: ae4 THE FOLLOWING WAS NOTED: 4-ti Th vviderq uefi arrived On5 40 okerve riptec l gritdc and Pule rviehd- 0- . 1( for e 5 en 9 tale -floor a i- t4e et eve reA 'ettced 5 Upoh arr;V•tI The co +ra'CCor I,kd 54r; ppeA the plv f )le N. W. a varief c"F , e d v il�• n y Thi S 4'14) /lob')I sv;46k vs - r {, - . ry ►ost4 , 11 A r he con4txc4"v 5 r eJ Felt i [-e f - I-. a hd Coni pc iitA9 91 o 4 c fru i ec1 T Go n cre l , v ✓4e h P('1. 1 re -ivnta 4-0 find +lie Covv1racstorS i v tile prose cs o p (testy -Ci (r VI a 2 0' N L Le. Sari )) p �;t/ h.I H s- + k s 4 Frei Is 4 20 5 el p i n I '(! ie 1 ec 1( 4. mat/ ()row a-r sc/ b9 {nae. foot w: Jie +4 )' J(.e 6 f 4-6e LS/ec 4eIrii ha('( eT 4-AC prprsed Iwilchn9. i1 A M vCV■ , j Sec,ioo a V O v ha v a r. t T A a -} Aey wevt v 71 t o nI a ek Ail a $O -- (oD fe'e+ (on INSPECTOR ( MA ,v COPIES TO: FIELD REPORT DATE MAILED: - SIGNED. 40 'P'& DAT - 6 - 90 J., . 6' PROJECT NO. x`9 — o 3 G PROJECT 1-0 '4- De K f— L ATIO T ° ti kis?, w 4 BLDG. PERM NO. 6ia/ MUNIC LITT � !q c ,.. 19 WEATHER S'unn s 0 0 EN ARCHITECT CONTRACTOR Novgbet ATTN: K i G rief AS REQUESTED BY: rvie THE FOLLOWING WAS NOTED: ASSOCIATED E ARTH S CIENCES, INC 911 - 5th Avenue, Suite 100, Kirkland, WA 98033 (206) 827 -7701 To: 50 C. A d o V Pe v. Co 2000 ,Z y t" N, g 403 �el�ev / WA- 91rooS INSPECTOR. T i v / Ad er arri or 5-,4t 9v o1serve -- S✓1i -c le -Ole T r.p asecl S! at - o n - g rade ' Ioor -rot' + e vildahy of +,e Above recereA S/ Vpon arr;vAi c 1, coertrAC -or ht+d N ► Shed 6 p Pi vl y tt )e ►'YJ ti J - p.v prop vse,1 Iv;1 d; r, are& a wAc .►1 r ,' p o" C vvs4ec C -e, • Tl1 cocIc ltideS s /cab S b• ruC ' i r ' . ' r.. ' o ee COPIES TO FIELD REPORT DATE MAILED: SIGNED' $ 4- 4( 25.4461* 4L DATE PROJECT '6907 PFIQJECT 1-0 De►+t om Wid9. LOCATION TV kWt w BLDG. PERMIT NO. MUNICIPALITY C ;/ o-' Tv rt44Yl( WEATHER Ia r4'h inn Cv o ENGINEER ARCHITECT VIONTRACTOR ASSOCIATED E ARTH S CIENCES, INC 911 - 5th Avenue, Suite 100, Kirkland, WA 98033 (206) 827 -7701 TO: .. C R o vich peV•ki CO. 270 0 lu1t" M. j 103 Bede vue. 14/ 4- 94 o 5 ATTN• Kt+ 1 Q. 6 ri e AS REQUESTED BY: Pe4-e THE FOLLOWING WAS NOTED: e v mJ 0'5; A vtel g Pr; tied o MC ;if -1-0 c(op C( Sample cr v4 e J Ybc k T it e s to 14 1 p c 1(•eci tip norJ for V S `f 0 ve.r■ f9 fir, 1- - f-hes_gtA 4e cl'vc root W t ( be aLk 4 ac4- cis of GQp 1)4,1"1 bredf( G•'JIeS rocs v✓tic 4ou►r1 419 L cop4ble ac4■ ar q Ck pill4rc� }, rear, Pe1-c , +I.e. cod- rem 4.or1 was j nform eel o f +Lese rts�l�s INSPECTOR. "Mae ' W COPIES TO: FIELD REPORT DATE MAILED: SIGNED. 'Sr..— 0,41010.- �° -�: i MATERIAL! '� TESTING J CORPORATION DATE: 10 -12 -90 CLIENT: JC Radovich FILE #: 90073 -001 PERMIT: MIX ID: 1504 5 sack # YDS: 18 of 18 POUR LOCATION: Pile caps: K- 1,K- 4,K- 5,H- 1,H- 4,H- 5,H- 6,H -7, & I -5 x Concrete Cylinders + Grout MIX PROPORTIONS: Cement (Type I -II 470 Water 265 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 Cylinder I.D. Number 4919 4920 4921 4922 Cylinder Diameter 6" 6" 6" 6 2050 3/4" 1440 sand Cylinder Height 12" 12" 12" 12" Area 28.27 28.27 28.27 28.27 PROJECT: Fort Dent II CONTRACTOR: Foushee & Assoc., Inc. SUPPLIER: Ocean TRUCK #: 125 TICKET jt: 66628 INSPECTOR: Steve Morta Cylinders Grout Prisms _ Mortar Cubes TEST PROPERTIES & CONDITIONS Weather Ambient Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield Water Added (gals) Specified f' c (psi) 3000 Teat Age (Days) 7 28 28 28 COMPRESSIVE STRENGTH TEST REPORT Load (Pounds) 76,500 overcast 58 61 10:35 11:30 3 1/2 Strength (PSI) 2710 4050 Auburn Way North, Sulto 5 • Auburn, WA 98002 • (206) 850.7797 P -dr ) r; - mJ [ OCT 23 199a Fracture Type Cone Remarks: All rebar placed according to approved plans. 5 sack mix approved by KPFF 10 -3 -90. 401/ILA j r � L` MATERIA" ri, '� TESTING �� J CORPORATION DATE: 10 -15 -90 CLIENT: JC Radovich FILE #: 90073 -002 PERMIT: MIX ID: 5.0 sk 3/4 # YDS: 18 of 18 POUR LOCATION: Pile Caps x Concrete Cylinders _ Grout MIX PROPORTIONS: Cement (Type I -II 470 Water 265 Fly Ash Coarse Agg. #1 Coarse Agg. #2 Fine Agg. #1 Fine Agg. #2 Admix #1 Admix #2 Admix #3 Admix #4 2050 3/4" 1440 sand Cylinder Cylinder Cylinder Area Test Age I.D. Number Diameter Height (Days) 4940 6" 12" 28.27 7 4941 6" 12" 28.27 28 4942 6" 12" 28.27 28 4943 6" 12" 28.27 28 PROJECT: Fort Dent II CONTRACTOR: Foushee & Assoc., Inc. SUPPLIER: Ocean TRUCK #: 125 TICKET #: 66807 INSPECTOR: Steve Morta Cylinders Grout Prisms _ Mortar Cubes TEST PROPERTIES & CONDITIONS Weather Ambient; Temp. Concrete Temp. Time Batched Time Placed % Air Content Slump (inches) Unit Weight Yield Water Added (gals) Specified f' c (psi) 3000 • Remarks: All rebar placed according to approved plans. COMPRESSIVE STRENGTH TEST REPORT Load (Pounds) 74,000 raining 55 57 12:52 2 :15 5 Strength (PSI) 2620 Fracture Type Cone OCT MEM 241990 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206 fi r,' ;: MATERIAL ,C TESTING CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Ave. NE B -103 Bellevue, WA 98005 Attn: Katie Greif Re: Daily Inspection Report Fort .Dant:II Respectfully Submitted, MATERIALS TESTING CORPORATION crmANA cre"-- J. Frank Spears, P.E. General Manager October 19, 1990 Report #90073 -006 Gentlemen: As requested M.T.C. performed an on -site inspection of the referenced project. The MTC inspector arrived on site to inspect rebar placement of the grade beam on Line 3 from Line k to G and Line J from 5 to 1. All rebar, grade beams and pilecaps are placed in accordance with structural drawings. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 -7797. 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850.7797 ■1 Gentlemen: MATERIALS CORPORATION JOHN C. RADOVICH DEVELOPMENT COMPANY 2000 124th Ave. NE B -103 Bellevue, WA 98005 Attn: Katie Greif As requested M.T.C. performed an on -site inspection of the referenced project. The MTC structural steel inspector arrived on site to meet with the project supervisor to discuss the project time schedule, steel fabricators, structural steel anchor bolts in the foundation and receive a copy of the blue prints. The drawings have been reviewed and contact has been established with Standard Steel of Seattle to set up an inspection schedule. If you have any questions concerning this report, or if M.T.C. can be of any further assistance, please call us at (206) 850 -7797. Re: Daily Inspection Report Fort Dent II Structural Steel Inspection Respectfully Submitted, MATERIALS TESTING CORPORATION J. Frank Spears, P.E. General Manager 4050 Auburn Way North, Suite 5 • Auburn, WA 98002 • (206) 850-7797 October 15, 1990 Report #90073 -004 ATE // I /i° PROJECT NO. 8 9o7 -o36L OJECT UY7 0 ,AJ LOCATION b 8Y0 SCJU Cee-40- 131 vd . BLDG. PERMIT NO. MUNICIPALLTY / Mkbt,/1�- WEATHER r-> 1 1 5u , i07 5s _ a ENGINES ARCHITECT CO TRACT R M'oi All ATTN. KA !' �� AS REQUESTED BY: THE FOLLOWING WAS NOTED: 7(ter5 fh ed olve( (' ( ��� e (f� �Gr C 211 �212f T l.�'��cv7 ABBOCI BCT 16 1990 EARTH BCIENC = 13,1E TLJKWILA 911-5th Avenue, Suite 100, Kirklan • WA 91111)98NING DEPT. (206) 827-7701 TO' - .7G, Ra((oli,-I DQU Co , vvU 12'1 i-va NE ?3-/b3 /03 1 IQ nce tAA cAex)s — Tot /J0 (j I) 11-6'S 04/ F 7 00/ = 3 l 1� W 1l X /5 % hRrVM) Su/lFFl(E. PIaC�r( /o/io 1/ 1e Nv. //3 -2. n tA.45 Gtrrireei a� COPIES TO ( 1441&&) . r " 4)J- (.II , r2 / (?Z(? , r ? e T r 1 . . t � — 1 -700 7t1Z A 8E' ` y EX(ST xc.) `: (q E (o ? S t PILE PE f7 ',4/Lk ' a F ?aM / s , 5 lee t 23 - f ey 7 - 101A 1 Of /1, y5 (e/ 1 )e(ac) f�� id (the ' l s (eer i S not ri ;�.�rt% �:, - 61- -11.P) I 140 AJo, C3 -2 � �fC�CeJ 'o /5�S /= � dd ;s / �� �/C'C�7 ? f d (FP ?._ its li 1441;1, (h/A• 1 / 1 0 A 1 h 4 ° 5 / 2 / (W d a y 44 '2.n G« a'd cp /h/. , INSPECTOR: �(, j <'� 1,4-74"-‘ FIELD REPORT DATE MAILED: SIGNED: 6µ4 / & {f ' P DATE /018 /?e PROJECT NO. PROJ CT FCAT j- ) 6-"N7 -7"-- LOCATION _ 0 &A . ))(4.1 11 C e.m.t(er- 611/d . BLDG. PERMIT NO. ‘ 2- 0 ) WEATHER 71 /9 ::)c,/7/7, MUNICIPALITY 0 -x -/ ENGINEEFt ARCHITECT CONTRACTOR / r /eYq-• ASSOCIATED EARTH SCIENCES, INC 911 - 5th Avenue, Suite 100, Kirkland, WA 98033 (206) 827-7701 AS REQUESTED BY: THE FOLLOWING WAS NOTED: 44- eci To. :T S C_d odj,4c,k .bevel. Co, 2000 1.2 .-11) /4 1/6 111 E 6- 103 13 ilevak tn/11- Vocs ArrN. i(i"/ le 6 rici DATE MAILED: INSPECTOR SIGNED: /114 6 - e - (4144-7 pc" 10 5 e . 0 C 1 1-ec/ .1)/e( .e/ it elt-r o-ic z- -/ t.t 1 i . e -h- , , . :, /e t i j ' , .-,etecsri 0:.15)/kilea , 5 44t9/2 (/6 ) pile...5 i)/6 ( e d --i odct ? for c. -- in - 6i o( 3/5. 7c .(etr" 106.ru,r- 14 e CI ; 9r -s.em-c'et.e ((4 1 pd • f-li. „,-,„ ,, (,e-t ...4_„ 2 3. r -((v-f (31 !„.t,t,1 A be • )1- ( 0, ic s 1 0 vec - fpc1 -1-0,-, v (,. c c... d c44-1 c. -e.. (.),..) 0 ) it )i: eN 1 ( COPIES TO: FIELD REPORT 17:)„1.3,, DATE /o /9 /io PROJECT NO. c ci907 -0 3 PROJEC1 Far f 7 ' LOCATION 81vci ,� YD .�jx--1176e-11..-let- l BLDG. PERMIT NO. (1 J I MUNICIPALITY l u 6- 6 4 /w WEATHE ad sir c, ENGINEER ARCHITECT CONTRACJOR ASSOCIATED E ARTH S CIENCES, INC 911-5th Avenue, Suite 100, Kirkland, WA 98033 (206) 827 -7701 TO: - • I OCIc) V 14(1/‘ P ti . CO ova /2 y (i /41/e 'E L -/v AS REQUESTED BY: THE FOLLOWING WAS NOTED: INSPECTOR: - l to t14'I T52JLFd . „as (DI s7 e a� - -1' /tie C h°+ , C 7 . U f 0 �Z. /,Pi 5 C � /C� C t i l'� 7 t � / f c) � 'I � q �. �f'((r�� j -iU ?.i / ____, f 'r' p (c . fr )0 07 a �1 JJ; /es• 2 1 i9 5 ia-eg-d' /oda,� .4- 4A / , /J O { 5 2 - I -I f Iv '&,' --t eve-- ex/ .5-4A.; � t h :.? fit c e , i <p (lP Aa r ao 61 17 % • E� 7' te_ ' y / /r-N r e &4.r i• i'> / dr2, e et.t -ilk e1 / ? , fir e i l l s /.2k•7IP� A a • ),y; ,,,,, i a cui'(Awnc .,, /h l / �JoD /E1 / 2 ( ( /75 COPIES TO: FIELD REPORT DATE MAILED. SIGNED. DATE l0/ j0/9O PROJECT NO. V07 - v3F - PROJECT - Foil al LOCATION _ h �v > « . i 8 /fr( BLDG. PERMIT NO. 42 O / WEATHER MUNICIPALITY - 774 t vi /a_ c ENGINEE ARCHITECT TOR CONTRACTOR 1 IfL( r ei'ti • TO. ASSOCIATED EARTH SCIENCES, INC 911-5th Avenue, Suite 100, Kirkland, WA 98033 (206) 827 -7701 ATTN. J , G. , R - 2 boo /2 ' Ave /LF / 8 -103 /?'(/ .vucr- e /1 9 00 -7 /e AS AS REQUESTED BY: THE FOLLOWING WAS NOTED: T 7707; i'0 . n F /22 /4 ,c 5 P19 D 7 Y 9 r 111 / ', 2 / e 57. Id � l . < ?/G 1 fL ? -li b7 /45 i',Ull�� < / j a r j ) / & ( 1 ,01 l z � i e t / . / 1 t- >/� ,e(7, f K( 57ati 70 1 i31 � Zeit4t RouNl7" = (0 15 , 5• e . Jr? 7') a5 f n r7 1,4) ri ',V we 1. 4) o ( P/ �� No, H3 - 2 tz 1 2//e s 1 ;51 c1P6/ Goa, C/ ?p l <c ur e(co--7(40 w t / U' cr7l /m/tr( p /a�7s. l 1 e /tic). t� 3 - 2 is lv be reddt i 6-Co / 1iwiHv vtcur : INSPECTOR, ,v " t COPIES TO FIELD REPORT DATE MAILED: SIGNED 1 *��� a /^ October Duane Griffin Building Official City of Tukwila 6300 Southcenter Boulevard Tukwila, Washington 98188 Subject: Special Inspections for Fort Dent Two Building Permit No. 6201 Dear Duane: In accordance with our building permit approval for Fort Dent Two, we are to advise the City of the special inspection company that will be used at the project. Inspections will be conducted by: Materials Testing Corporation (MTC) 4050 Auburn Way North, Suite 5 Auburn, Washington 98002 Contact: Frank Spears Phone: 850 -7797 We have requested that. MTC. send copies of a1 inspection reports to your attention. Cordially, Katie Greif Development Manager V010 • OCI 5 0 0, V Development Company s jOhniCeRalaWk:h 2000 - 124th Ave. N.E. B -103 Bellevue, WA 98005 (206) 454 -6060 September 27, 1990 Phil Frazer Public Works Department City of Tukwila 6200 Southcenter Boulevard Tukwila, Washington 98188 Re: Fort Dent Two Dear Phil: In reference to your letter dated 9/25/90 approving the raised site and building elevations, I have enclosed a letter from our soils engineers. Associated Earth Sciences has stated that no adverse impacts should occur as a result of raising the site. Please contact me if you have any questions. Cordially, enclosure Katie Greif Development Manager cc: Doug Klein - Foushee Greg Villanueva, Inspector Duane Griffin, Building Officiali/Q)° OCT 0 11990 (;ilV Or "I A:vvILA G Develop 2000 . = 124th Ave, N.E, 8 -103 Bellevue, WA 98005 (206) 454 -6060 September 25, 1990 Project No. 8907 -03G ' John C. Radovich Development Company 2000 124th Avenue NE, B -103 Bellevue, Washington 98005 Attention: Ms. Katie Greif Subject: Dear Katie: BLB /ld F907-03G DK9 /20/90,1d Floor Slab Elevation Change Fort Dent II Tukwila, Washington Sincerely, A88OCIATED EARTH SCIENCES, INC. Bruce L. Blyton, P.E. Project Engineer ASSOCIATED EARTH SCIENCES, INC SEP 2 7 1990 We understand that you wish to raise the slab -on -grade floor from elevation 27.0 to 29.0. Since the site has been preloaded approximately 2 feet above the newly proposed finish floor level with no significant settlement, raising the slab should have no adverse impact on the foundation piling. If you should have any questions regarding this letter, please do not hesitate to call. 911 - 5th Avenue Suite 100 Kirkland, Washington 98033 (206) 827.7701 CITY QI% 7'UKIVILA emu) CUI/T1!CI NTEli 110111.RN/1l1lJ, 1 VKll'ILA, II'AS!IIA4 ;Tl1N !691N, September 25, 1990 Katie Grief Kulczyk JCR Development Co. 2000 - 124th Ave. N.E., B -103 Bellevue, WA 98005 Dear Katie, Sincerely,_ Phil Fraser cc: Fort Dent II Development File Denise Millard, Permit Coordinator Greg Villanueva, Inspector Duane Griffin, Building Official Enclosure: 1 diskl :Fort Dent RE; FORT DENT II - INCREASE OF TWO FEET OF FILL SEP 9 7 1990 1711 N l:!1;) 433•INI10 GWy l., I onlhJxrn, iiLir Public Works has reviewed and approves the storm & grading plans;, sheet C -1 & C -2 which was received September 17, 1990 with the condition that your soils engineer of record verify the elevation being allowed is of geotechnical engineering and geology practices. In addittion construction of the building at a higher elevation does not affect flood plain and structure. The approval of this revision does not void the previous approval letter dated July 11, 1990. If you should have any questions please do not hesitate to call my office 433 -0179. August 6, 1990 Project No. 8907 -03G John C. Radovich Development Company 2000 124th NE #B -103 Bellevue, Washington 98005 Attention: Ms. Katie Greif Subject: Floor Slab Preload Monitoring Fort •Dent II Tukwila, Washington lAS1 ASSOCIATED EARTH SCIENCES, INC \:pmG 3 11994 Dear Ms. Greif: This letter summarizes the slab subgrade preload program that was initiated for the Fort Dent II project. The preload fill was placed beginning on February 26, 1990 and was completed on March 3, 1990. The height of the preload was a minimum of 2 -1/2 feet above the slab subgrade elevation. Following completion of the preload fill placement, periodic elevation readings were taken on each of six settlement markers. These measurements were made by PAC -TECH Engineers, Inc. The measured total downward movement between March 3, 1990 and July 25, 1990 varied from 0.1 inches to 0.6 inches. This magnitude of settlement was less than the predicted 2 inch to 6 inch range based on settlement calculations and past experience in the immediate vicinity. The difference between the predicted and actual settlement might be attributed to the presence of a fill "crust" on the site, which could distribute the preload weight over a larger area. In any event, the slab subgrade should be capable of supporting the floor loads. Since the slab subgrade fill beneath the preload fill was over the optimum moisture content when it was placed, proper compaction could not be achieved. Therefore, after removing the preload fill, recompaction and possibly drying of the subgrade will be necessary. AESI• will provide the required inspection services for the slab subgrade preparation. 911 - 5th Avenue Suite 100 Kirkland, Washington 98033 (206) 827-7701 I f you have any questions concerning this letter, please feel free :: to ':contact us. ;Bruce., L. Blyton, Gary; T Lobdell, P.E., P.O. Geotechnical.- Engineer 'Principal CITY OF TUKWJ4A 6200 SOUTNCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 Plan Check #90 -030: Fort Dent Two 6840 Southcenter Bl PHONE # (206) 433.1800 Gary L. Vantusen, Mayor THE FOLLOWING COMMENTS APPLY TO AND BECOME P$RT Q, THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER ((n 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. Submit a completed revision submittal form and two copies of plan revisions for approval prior to commencing work. 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. All high - strength bolting to be special inspected (Sec. 306, UBC). Fort Dent Two Page 2 10. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 12. Readily accessible access to roof mounted equipment is required. 13. 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. 14. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report. Soils engineer inspection and approval of eubgrade conditions is required, prior to placing foundation concrete. 15. A statement from the roofing contractor verifying fire retardancy of roof will be required (see attached form). 16. All construction to be done in conformance with approved plane and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washington State Energy Code (1989 Edition), and Washington State Regulations for Barrier Free Facility (1989 Edition). 17. Exit corridors must be complete before final inspection approval is granted. All five rated door assemblies must be installed where indicated on approved plans. 18. Fire doors at access to elevator must be installed under the following provisions: Door assembly must provide a minimum 20- minute fire resistive assembly with smoke and draft control gaskets, and unit must bear the label of an approved testing agency. Doors shall be automatic closing as defined in U.B.C. Section 4306 (b), and shall be activated by monitored smoke detectors. Doors shall be openable from the car side without a key, tool or special knowledge or effort. Satisfactory operation of these doors is a condition of final inspection approval. Fort Dent Two Page 3 19. Penetration in floors and ceilings requiring protected openings shall be fire stopped per V.H.C. Section 4305 (a). Contractors shall maintain manufacturers installation instructions for fire safing materials, available to inspectors for inspection purposes. 20. Proposed floor ceiling and roof ceiling assembly is to provide a 1 -hour fire rated installation of the suspended ceiling portion and shall be in strict accordance, and will be inspected to, assembly designs UL P -255 and P -225 (attached). 21. Exterior wall panels as proposed by Architect is a "DRIVIT SYSTEM, INC." product. This exterior wall finish is approved when installed in accordance with I.C.B.O. evaluation Report #2728. Any proposed alternate system must be submitted (with testing documentation) for approval prior to installation. 22. All door hardware used in accessible buildings or facilities shall conform to the requirements of Chapter 55 of Washington State regulations for Barrier Free Facilities. 23. Obtain and post licence to operate elevators prior to calling for final inspection approval. 24. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 25. Validity of Permit. The issuance of a 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 ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. DATE PROJECT NAME ADDRESS CONTACT PERSON SUBMITTED TO: ARCHITECT OR ENGINEER PLAN CHECK NUMBER TYPE OF REVISIONS CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 431 -3670 * *REVISION SUBMITTAL ** PHONE PERMIT NUMBER (If previously issued) SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. CITY OF TUKWILA Department of Community Development — Building Division 6300 Southcenter Boulevard, Tukwila, WA 98188 (206) 431.3670 2. Inspections: REROOF CONDITIONS THE FOLLOWING CONDITIONS WILL APPLY TO RE -ROOF PERMITS: 1. All re- roofing projects will be accomplished in compliance with Appendix Chapter 32 of the Uniform Building Code. (UBC) A. New roof coverings shall not be applied without first obtaining a pre - roofing inspection from the Building Division and written approval from the Building Inspector. The pre - roofing inspection shall pay particular attention to evidence of accumulation of water. Where extensive ponding of water is apparent, an analysis of the roof structure for compliance with Section 3207, UBC, shall be made and corrective measures, such as relocation of roof drains or scuppers, resloping of the roof or structural changes, shall be accomplished. An inspection covering the above listed topics prepared by a qualified special inspector, as determined by the Building Official, may be accepted in lieu of the pre - inspection by the Building Inspector. B. A final inspection and approval shall be obtained from the Building Division when the re- roofing is complete. As a condition of the final inspection for roofs that require a fire retardant roof covering under the provisions of Table 32 -A, 1988 UBC, the roof installer shall provide the inspector with awritten statement indicating the following (orsomething similar): I HAVE INSTALLED A ROOF MEMBRANE ASSEMBLY, INCLUDING INSULATION IFAP- PLICABLE, CONSISTING OF Manufacturer), SPECIFICATION # , DATA SHEET ENCLOSED, WHICH MEETS OR EXCEEDS THE REQUIREMENTS FOR CLASS A OR CLASS B ROOFS. THIS ROOF WAS INSTALLED AT (Address) , UNDER CITY OF TUKWILA BUILDING PERMIT NO. (The statement will include the name of the roofing company that installed the roof, signature of installer and date.) "X" REQUIRED INSPECTIONS PHONE DATE APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED X 1 Footings 431 -3670 X 2 Foundation 431 -3670 X 3 Slab and/or Slab Insulation 431-3670 4 Shear Wall Nailing 431 -3670 5 Roof Sheathing Nailing 431 -3670 6 Masonry Chimney 431 -3670 X 7 Framing 431 -3670 X 8 Insulation Safing 431 -3670 431-3670 X 9 Suspended Ceiling 431 -3670 X 10 Wall Board Fastening 431 -3670 11 12 13 X 14 FIRE FINAL Insp: 575 -4407 X 15 PLANNING FINAL 431 -3670 X 16 PUBLIC WORKS FINAL 431 -3670 X 17 BUILDING FINAL 431 -3670 /INSPECTOR COMMENT SECTION ON REVERSE) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 SITE ADDRESS: OTHER AGENCIES: BUILDJNG PERMIT INSPECtION RECORD (Post with Building Permit In conspicuous place) SUITE NO.: BUILDING PERMIT NO. DATE ISSUED: PROJECT: 6840 Southcenter B1 Fort Dent Two CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE INSPECTION PROCEDURES AND REQUIREMENTS All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are in place. 3. SLAB - If structural slab or if underslab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7. FRAMING - After rough -in inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place. 8. INSULATION - After framing approval, but before installation of wallboard. Baffles must be installed to keep attic ventilation points clear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11. 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements, 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department tor their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. Plumbing (including gas piping) — King County Health Department — 296 -4732 Electrical — Washington State Department of Labor and Industries — 277 -7272 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 431 -3670. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. 06117190 "X" REQUIRED INSPECTIONS 1 Footings e 2 Foundation 3 Slab and/or Slab Insulation 4 Shear Wall Nailing 5 Roof Sheathing Nailing 8 Masonry Chimney '' 7 Framing 8 Insulation - 4 FIRE a4pi i 9 Suspended Ceiling P 10 Wall Board Fastening 11 1 12 13 4 14 FIRE FINAL Insp: 8 15 PLANNING FINAL `•' 16 PUBLIC WORKS FINAL '1 17 BUILDING FINAL • PLAN CHECK NUMBER q o —o3tD PROJECT: -FCe\ - DEMI' :11. l of THE FOLLOWING COMMENTS APPLY TO AND BECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 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). Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will De nspected by that agency (872- 6363). V eri All mechanical work shall be under separate permit through the City of Tukwila. All permits, inspection records, and approved plans shall be ,�( posted at the Job site prior to the start of any construction, yb) When special inspection is required either the owner, architect or �/v 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. V/) All structural concrete to be special inspected (Sec. 306, UBC), %) "'/ All structural welding to be done by $,A.8.0. certified welder and special inspected (Sec. 306, UDC). All high- strength bolting to be special inspected (8ec. 306, UBC), 11VVVV//�� Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seissic Zone 3. % yyyy��� Partition walls attached to ceiling grid must be laterally braced if over eight (81 feet in length. leer Readily accessible access to roof counted equipment is required. O Engineereed truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 0 .ly�l Any exposed insulations backing material to have Flame Spread V`� Rating of 25 or less, and satsrial shall bear identification showing the fire performance rating thereof. ��� W Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report. 'boi(.S EH41'BR, Its' TloN Am) appgpu . . o SUssepwoE c It) REQiilliteD Moil to ?C4ospi j A statement from the roofing contractor verifying firs retardancy of roof Will be require "p*eee iwwit. "tom A Af=F4F30 .M12.01 . A∎ 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 Stag Regulations for Barrier Free Facility (1989 Edition). 18 All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desire inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by that agency on the job site. O Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. .(yam Notify the City of Tukwila Building Division prior to placing any v �� concrete. This procedure is in addition to any requirements for special inspection. O All spray applied fireproofing as required by U.B.C. Standard No. 43 -8, shall be special inspected. 22 All wood to remain in placed concrete shall be treated wood. 23 All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7. lig- Validity of Permit. The issuance of a 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 ordinance of the Jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. 444 vtitt 80(/-7/9e (r& 4 i*rntI i)r Coury(�diw.ures, A,ud ,moo lopru � y A�sw.ra*tiesa a �'uee -x� Cna"�""ca, .r <v✓dc. (e1/IlQ� to ��+�tCG�.�¢ ���i�Q dz'i IlQ� ,lelete � ,(s �rQ, 227/ %�v C �4dm�w ;Gc .uauw ,Lrde;a.tear elf alloove d/oGus. 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Ade44114‘1404 "potit4;n 'Aid/ APe .dn.<s azca„lcrtr, au"( .w.ulxAwafiarA QCUgw [la P-266 - a444( 1'- zS, (• dil " PRWIT, Ifs1P-1 /Wail -Z9 Avit4 13.01 2728 g 4i1-1. .10teutizava ....... 14 adtal 44) ogCl-C I .4 flosif drettc ciA404 • , • . , • , - 1 M1 ' . 1 . , • , t • , .• - '!'"■•••••••''. aerir444 • . : . , . . . . . . . . . • . . - • •• . ... , . . . . , .. . , .....• • * . , .. . . . • , .. ' . ' .• . ' •. , . , .. , . • • '.. • • . • • , . • • - - . . . . . . . . . . .. . , , ...,, , ,. ..... , .. .., . , y : t • . . • ' . . , ., .• , . • . . , •- . .. . . .. - . .. • .. ,., ., ..,. ... . .. , , , ..., , . , . . , ' , ... .. , . . . . . .. . „ . . . . . . . . . . . . , . • . . ... . , .. , , . , . , ' .. . . . „ . .. . . . . . fi ICBO E dl uation Service, . e c A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Filing Category: EXTERIOR COATINGS EXTERIOR WALL FINISH AND INSULATION SYSTEM DRYVIT SYSTEM, INC. ONE ENERGY WAY POST OFFICE BOX 1014 WEST WARWICK, RHODE ISLAND 02893 1. Subject: Exterior Wall Finish and Insulation System. It. Description: General: The exterior wall finish and insulation system is a four - component system that may be applied to vertical substrates of masonry, concrete, exterior plaster and core - treated water - resistant gypsum sheathing complying with U.B.C. Standard No. 47 -10. The four compo- nents consist of expanded polystyrene insulation board, a woven glass fiber fabric, an adhesive and a synthetic plaster finish. See details in this report for typical installation. Dryvit Insulation Board: The Dryvit Insulation Board is a rigid expanded polystyrene insulation board with an average density of 1 pound per cubic foot, Class 1 flame-spread rating and a smoke - density rating not exceeding 450. The board has a minimum thickness of '/ inch and is available in widths of up to 24 inches and lengths up to 4 feet. Dryvit Reinfordng Fabric: The Dryvit Reinforcing Fabric is a balanced open -weave glass -fiber fabric made from twisted multiend strands and treated for compatibility with the other Dryvit materials. Dryvit Primus Adhesive: The Dryvit Primus Adhesive is a copolymer dispersion with a quartz sand aggregate that is made to be mixed with 1Ype I portland cement. Dryvit Finish: The Dryvit Finish is an acrylic copolymer dispersion of air - curing material made with quartz sand aggregates. Application: The substrates as listed above are to be structurally sound, clean, dry and smooth, with all dust and deleterious materials removed. There are to be no planar irregularities greater than % inch. 'type 1 portland cement is mixed with the Dryvit Primus Adhesive with a ratio by weight of one to one and is applied to precut sheets of the Dryvit Insulationeoard. A ribbon of the mixture 2 inches wide and �/. inch thick is applied around the entire perimeter of each board, and ribbons of the same thickness and width are applied at 8 inches on center. The board is then applied to the substrate with an even pressure over the entire surface. All joints are tightly butted together. Using a stainless steel trowel, the mixed Dryvit Primus Adhesive is applied to the entire outer surface of the insula- tion board to a uniform thickness of r /u. inch. As much as one cup of water to five gallons of adhesive may be added to enhance the workability of the mixture. The Dryvit Reinforcing Fabric is placed against the wet adhesive mix and, by troweling from the center to the edges, the fabric is completely embedded into the adhesive coating. The reinforcing fabric is continuous over the comers and is lapped not less then 21/2 inches at fabric edges. After the Dryvit Primus Adhesive coating has dried hard (nominally eight to ten hours) the Dryvit Finish material may be applied. The material is mixed with a high-speed mixer until a uniform workability consistency is attained. Clean water may be added to adjust workability in accordance This report is subject to reexamination In one year. *Numbered code designating block moulder. Report No. 2728 Mav, 1986 with the manufacturer's instructions. The coating is applied with a trowel directly to the reinforced Dryvit Primus Adhesive. It is applied and leveled in the same operation. When the finish has gelled, the desired texture is achieved by using a variety of motions with trowels or floats. The final nominal thickness is approximately 1/26 inch. The wall finish and insulation system on core - treated water-resistant gypsum sheathing with the latter attached to minimum No. 20 gauge steel studs with 0.16-inch by 1'/4- inch -long, pan -head, self- drilling screws with a 0.43 -inch head at a maximum of 6 inches on center can resist wind loads of the following magnitude: '' / -inch sheathing on studs at 16 inches on center -30 psf % -inch sheathing on studs at 24 inches on center -20 psf Where the wind pressure is from 30 to 50 pounds per square foot. an alternate exterior wall system on minimum No. 18 gauge steel studs at 16 inches on center involves the application of 3.4 galvanized self- furring steel lath applied directly over '/_ -inch water-repellent gypsum sheathing, at- tached to the studs and tracks with 0.16•inch- diameter, 1'/4- inch -long self - tapping panhead screws at 6 inches on center. The Dryvit Primus Adhesive and 2 -inch to 4 -inch insulation board is then applied directly over the metal lath in accordance with this report. Identification: Material containers are identified by the manufacturer's name, address and the product name. Insulation boards are delivered in sealed polyethylene bags bearing the words "Dryvit insulation Board." Additionally, one edge of each board will bear the wording "Dryvit * 1CBOES Evaluation Report No. 2728 —RADCO (NER- 204)." One board in each bag will bear the same wording on each face. 111. Evidence Submitted: 1. Weathering, physical properties, load, moisture absorption and diversified fire test reports. 2. Application instructions. 3. Product brochures. Findings IV. Findings: That the Exterior Wall Finish and Insulation System is an alternate method of construction to (bat specified in the 1983 Uni- form Building Code, subject to the following conditions: 1. Construction is as set forth in this report and the manufacturer's lastruc(ions. 2. The insulation board is separated from the building Interior with a thermal barrier complying with Section 1712 of the code. 3. The system may be installed on combustible or noncombustible exterior walls, provided the insulation board does not exceeds 4- Inch (hkkness. 4. Installation Is by trained applicators approved by Dryvit Sys- tems, Inc. Evaluation reports of ICHO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, Wilking the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any otherattributes not specifkally addressed nor as an endorsement or recommendation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to crake an independent verification. There is no warranty by ICHO Evaluation Service, Inc., express or implied; as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 et 2 ICBO ECiluation Service,Ciic. A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Filing Category: EXTERIOR COATINGS EXTERIOR WALL FINISH AND INSULATION SYSTEM DRYVIT SYSTEM, INC. ONE ENERGY WAY POST OFFICE SOX 1014 WEST WARWICK, RHODE ISLAND 02893 1. Subject: Exterior Wall Finish and insulation System. 11. Description: General: The exterior wall finish and insulation system is a four - component system that may be applied to vertical substrates of masonry, concrete, exknor plaster and core - treated water - resistant gypsum sheathing complying with U.B.C. Standard No. 47-10. The four compo- nents consist of expanded polystyrene insulation board. a woven glass fiber fabric, an adhesive and a synthetic plaster finish. See details in this report for typical installation. Dryvla Insulation Board: The Dryvit Insulation Board is a rigid expanded poly styrene insulation board with an average density of 1 pound per cubic feat. Class I flame - spread rating and a smoke - density rating me exceeding 4S0. The board has a minimum thickness of %+ inch and is available in widths of up to 24 inches and lengths up to 4 feet. Dryvit Reinforcing Fabrics The Dryvit Reinforcing Fabric is a balanced open -weave glass -fiber fabric made from twisted multiend strands and treated for compatibility with the other Dryvit materials. Dryvit Primes Adhesive: The Dryvit Primus Adhesive is a copolymer dispersion with a quartz: sand aggregate that is made to be mixed with1Ypc f portland cement. Dryvit Finish: The Dryvit Finish is an acrylic copolymer dispersion of air -cuing material made with quartz sand aggregates. Application: The substrates as listed above are to be structurally sound. clean, dry and smooth. with all dust and deleterious materials removed. There arc to be no planar irregularities greater than'/. inch. 'Type 1 portland cement is mixed with the Dryvit Primus Adhesive with a ratio by weight of one to one and is applied to precut sheets of the Dryvit Insulatton'Board. A ribbon of the mixture 2 inches wide and %s inch thick is applied around the entire perimeter of each board, and ribbons of the same thickness and width are applied at l! inches on center. The board is then applied to the substrate with an even pressure over the entire surface. All pints are tightly butted together. Using a stainless steel trowel. the mixed Dryvit Primus Adhesive is applied to the entire outer surface of the insula- tion board toe uniform thickness of Yu- inch. As much none cup of water to five gallons of adhesive may be added to enhance the workability of the mixture. The Dryvit Reinforcing Fabric is placed against the wet adhesive mix and, by troweling from the center to the edges, the fabric is completely embedded into the adhesive coating. The reinforcing fabric is continuous over the corners and is lapped not less then 21 inches at fabric edges. After the Dryvit Primus Adhesive coating has dried hard (nominally eight to ten Noun) the Dryvit Finish material may be applied. The material is mixed with a high -speed mixer until a uniform workability consistency is attained. Clean water may be added to adjust workability in accordance *Numbered code designating block moulder. Report No. 272 May. IN with the manufacturer's instructions. The coating is applied with is trow directly to the reinforced Dryvit Primus Adhesive. It is applied and revel: in the same operation. When the finish has gelled. the desired texture achieved by using a variety of motions with trowels or floats. The fin nominal thickness is approximately Vo inch. The wall finish and insulation system on core- treated water- rcsista gypsum sheathing with the latter attached to minimum No. 20 gauge sic studs with 0.16 -inch by 1 oh-inch-long. pan -head. self - drilling screws wi a 0.43• inch head at a maximum of 6 inches as center can resist wind loads the following magnitude: '/o -inch sheathing on studs at 16 inches on center -30 psf 14 -inch sheathing on studs at 24 inches on center --20 psf Where the wind pressure is from 30 to 30 pounds per square foot. alternate exterior wall system on minimum No. 18 gauge steel studs at 1 inches on center involves the application of 3.4 galvanized self- furring see lath applied directly over Vs -inch water - repellent gypsum sheathing. t cached to the studs and tracks w ith 0. 16-inch-diameter. 1 V, -inch -long set tapping panhead screws at 6 inches on center. The Dryvit Primus Adhesi and 2 -inch to 4 -inch insulation board is then applied directly over the mei lath in accordance with this report. Identification: Material containers are identified by the manufacture' name. address and the product name. Insulation boards are delivered sealed polyethylene bags bearing the words "Dryvit insulation Board Additionally, one edge ofeach bard will bear the wording " Dryvit !CBOES Evaluation Report No. 2728-- -RADCO INER -204).' One boa la each bag will bear the same wording on each face. 111, Evidence SubmNled: 1. Weathering. physical pmpertics. l os moisture absorption and diversified fire test reports. 2. Application instructions. 3. Product boo hures. Findings IV. *lading: That the Exterior Wall Flalsb and Insulateon System ass altersale method .f contraction to that specified in rise 19U VI fors Building Lode. subject to 11.e foilowlt.S cosdltions: 1. Cosaructionisas set forth inthisreportandthessarwtaclure Iastrudions. 2. The Msalation beard is separated from the bulldlat tared withal amnia barrier complying wits Section 1712 of the co 3. The system may be installed es combustible or soseossbustil vlivrfte walls, provided the Insulaate* board don net exceed bob thkkams. 4. Ins*aUatlon Is by trained applicants approved by Dryvit S tents, Inc. Thos report is subject to re.ea:atnlaation in am year. Ewhnatioa worts yiC10 Ewn/aation Stroke. Inc., are issued solely to provide iq fwaration M Chas A awanbcrs of iC110, atfWWag the tole upo which the report is based. Evaluation reports are realto construed as npresatingarathelln a rany ohm attributes Noe specifically ',likened *art as vddwsealeat or recwsnasralatlon for sui P f theaubkareport. This report is base upon independent tests ae other technical iota submitted by the applicant. The ICIO Evaluation Service, Mc.. technical staff hi reviewed the teat results aolar other Iota. but does not possess test facilities to mile as tadepend:at verification. Then it no warranty b 1CD Ewiuodoa Sake, Int.. *sprees os► implied, as to an 'Winding" our other anther in the report or as to any product reared by the report. TIs disclaimer includes, bar is not Merited to, nurchaatabiWy. P59011 608 FiRE RESISTANCE D1REC ,iY FiRE RESISTANCE RATINGS (BXUV)—Continued Design No. P266 Restrained Assembly Rating -1 Hr. Unrestrained Assembly Rating-1 Hr. Unrestrained Beam Rating-1 Hr. IILINN sIIIII I— — Mr MUM VOW ice MOW UMW =IL Mr r I I MI 1. Beam— W8X15, min size. 2. Roof Covering'— Consisting of hot mopped or cold application materials compatible with in- sulation(s) described herein which provide Class A, B or C coverings. See Building Materials Directory — Roof Covering Materials (TEVT). 3. Insulating Concrete — various types of insulating concrete prepared as indicated below. A slur- ry coat of min 1/8 in. thickness is required between top of steel deck and bottom of foamed plastic. Min thickness above foamed plastic shall be 2 in. No limit for max thickness. A, Vermiculite Concrete -6 cu ft of Vermiculite Aggregate' to 94 Ib of Portland cement and 0.11 Ib of air entraining agent. Zonolite Construction Products Div., W. R. Grace Co. B. Cellular Concrete —Roof Topping Mixture-- concentrate mixed with water and Portland cement per manufacturers specifications. Cast dry density and 28-day min compressive strength of 190 psi as determined with ASTM C495 -66. Elastizeli Corp. of America —Type II, with a cast dry density of 39 (+ or -) 3.0 pcf. 4. Foamed Plastic' -- Optional —Nom 24 by 48 in. insulation boards with or without holes and slots. When nom 24 by 24 in. acoustical panels are used the maximum thickness of insulation is 2 in.; otherwise the insulation thickness may be increased to 3 in, As an alternate, the foamed plastic insulation may be omitted provided that a min vermiculite concrete topping thickness of 2 in. is maintained, as measured from the surface of the vermiculite concrete to the top of the steel form unit corrugations. See Foamed Plastic' (BRYX) category in Building Materials Directory or Foamed Plastic' (CCVW) category in Fire Resistance Directory for list of manufacturers. Any polystyrene foamed plastic insulation boards meeting the above specifications and bearing the UL Classifi- cation Marking with a Flame Spread value of 10 or less and a Smoke Developed value of 130 or less may be used. 5. Wire Mesh — (Optional)—No. 19 SWG galv steel twisted to form 2 in. hexagons. In addition, straight 16 SWG galv steel woven into mesh and spaced 3 in. apart for stiffness. Mesh in- stalled without attachment perpendicular to supports and overlapped 6 in. at the sides. 6. Steel Floor and Form Units' — Noncomposite design, 9/16, 15/16 and 1-5/16 in. deep, nom 30 in. wide corrugated units, min 0.016 in. thick (28 gauge) gale steel. Welded to supports with 5/16 in. puddle welds through welding washers, welds located at each sidelap with an additional weld midway between sidelaps (15 in. 0.C.). End laps to occur over joists. Consolidated Systems, Inc. -- Consoliform and Comvent Types EHD, HD, S, SD. Vulcraft, Div. of Nucor Corp.—Types 0.6C, 0.6CSV, 0.6CPR, 0.6CPRV, 1.00, 1.00SV, 1.3C, 1.3CSV, 1.5C. Wheeling Corrugating Co. —Type TV -50, TV -75 or TV -125. 7. Steel Joists —Type 8H3; min size; spaced max 4 ft. 0.C. and welded to end supports. Note: Design load shall stress joists to a max bending stress of 22,000 psi. 8. Bridging - -Steel bars, 5/8 in. diem, welded to top and bottom chord of each joist. 9, Cold - Rolled Channels —Min 0.053 in. thick (No. 16 gauge) cold - rolled steel channels, 11/2 in. deep with '/I. in. flanges, placed on lower chord of joists and secured with 18 SWG gals steel wire. Installed perpendicular to joists, located as required to provide hanger wire attach- ment points. 10. Hanger Wire —No. 12 SWG galv steel wire, twist -tied to lower chord of joists or cold - rolled channels. Spaced 48 in. 0.C. max on main runners; hanger wires to occur at all four corners of light fixtures, at all four corners of grid modules containing an air duct opening, at mid- point of cross tees adjacent to light fixtures and duct outlets, and adjacent to main runner splices. 11. Air Duct —Min, 0.023 in. thick (No. 24 gauge) galv steel. Total area of duct opening not to ex- ceed 57 sq in. per each 100 sq ft. of ceiling area. Area of ind duct opening not to exceed 113 sq in, Max dimension of opening 12 in. Duct throat protected with ceramic fiber paper laminated to the metal. Duct supported by 11/2 in.. deep, 16 MSG cold - rolled steel channels spaced not over 48 in. 0.C. suspended by 12 SWG galv steel wires. 12. Damper —Min. 0.034 in, thick (No. 20 gauge) galv steel, sized to overlap duct opening 2 in. min. Protected on bottom surface with ceramic fiber paper laminated to the metal and held open with a Fusible Link (bearing the UL Listing Mark). 13. Fixtures, Recessed Light — (Bearing the UL Listing Mark). Fluorescent Tamp type, steel housing, 2 by 4 ft size. Fixtures spaced so their area does not exceed 24 sq ft per 100 sq ft of ceiling area. Wired in conformance with the National Electrical Code. Fixtures and ballasts must be considered for these ambient temperature conditions before installation. 14. Fixture Protection — Acoustical Materiel•-5/8 in. thick, cut to form a five -sided enclosure, LOOK FOR MARK ON PRODUCT FIRE RESISTANCE DIRECTORY eoe FIRE RET:.:1ANCE RATINGS (BXUV) -- ntfnusd traPezoidal In cross-section. The fixture protection consists of an 18 to 23-3/4 by 47.3/4 in. top piece, two 7 to 8 by 47.3/4 in. side pieces and two 6 to 8 by 23.3/4 In. end pieces. The top piece must clear the top of fixture housing a .min of 1 in. Scrap pieces of suspension sys- tem tees may •bs placed on top of the fixture as spacers for the top protection board. The top edge of each side piece may be provided with a 1 'in. deep by 8 In. long notch near its mid- point for venting of heat. The side and :top pieces are laid in place, and the end pieces are held M piece with. three 8d nails inserted into the top piece at each and. (S).BSurface perfora= dons. USG Acoustical Products Co.—Type 5/8 or 3/4 In. GR (S); Type 6/8 in. GR-1 (S). 16. Steil framing. Membora'—Main runners and cross tees In combinations Ilstsd. below. A:. Maine runner nom 12 ft long spaced 4 ft 0.C. Cross tens nom 4 ' ft long installed perpen- dicular to main` runners and spaced '2 ft 0.C. Cross tees nom 2 ft long installed perpendic- ular to 4 ft cross teas and spaced 4 ft 0.C. For nom 24x24 and 24x48 in. panels. •, Donn Corp. —Types X0, OXL; !MLA. National Rolling Mills Inc. —Types FST -6000, 8000A, •8000, - 8000A. 16. Acoustical Matsrlal•—Nom 24 by 40 or 24 by 24 in. lay-in panels. Border panels supported at walls by min 0.016 In. thick (28 gauge) painted -steel angle with 7/8 in. .legs; or min 0.01... __.. In.'.thick (26 gauge) painted -steel channel, 1.3/4-irr.-dyrep with 7/8 in. flanges. (S)I•Surface perforations. USG Acoustical Products Co.- -Type 6/8 or 3/4 in. GR, or 6/8 in. GR -1 (S) 24x24 or 24x48 in. • 17. Hold-Down Clips —(Not Shown) --Min 0.020 in. thick (No. 24 gauge) spring steel, placed over cross tees 2 ft 0.C. leering the UL Classification Marking i G O 28 34'-4' • ! 1RNEWAY ApiD ROAD PER TUKWAA 'STANDARDS dINEM, =IMO ltS' Y(U.7. 28' RAD. 1 F. SITE PLAN 402.25 N 63 35'4rE t. APR 12 1990 c 10 6 RA 23 1 City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control Number 90 -030 (512) Gary L. VanDusen, Mayor March 22, 1990 Re: Fort Dent Two - 6840 Southcenter Blvd., 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 calculated 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 -1 (3 -1)) 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. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3302(d)) Exit doors shall swing in the direction of exit travel when serving an occupant load of 50 or more. (UBC 3304(b)) Exit doors shall be openable from the inside without City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 Page number 2 Gary L. VanDusen, Mayor the use of a key or any special knowledge or effort. (UFC 12.104b) Exit signs shall be installed at required exit doorways and where otherwise necessary to clearly indicate the direction of egress. Signs shall be of a contrasting color with the surrounding area and shall have letters not less than six inches high with a minimum letter width of 3/4 ". (UBC 3314) (UFC 12.108) Exits shall be illuminated at any time the building is occupied. An emergency system shall automatically provide exit illumination upon failure of the main power supply. (UFC 12.107(a)(b)) 3. An approved automatic fire sprinkler extinguishing system is required and shall be designed, installed and tested. (City Ordinance #1528) This office is to be contacted to witness flushing of underground piping 200 psi pressure tests on all sprinkler system piping. (NFPA 13.1 -10.2) (UFC 10.302) All sprinkler drawings shall be prepared by companies licensed to perform this type of work. Drawings shall first be approved by the Washington Survey & 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 #1528 & NFPA 13, 1 -9.1) (UFC 10.305)- Contact the Tukwila Fire Department, Fire Prevention Bureau to witness all required inspections and tests. (NFPA 13, 1 -10.2) (UFC 10.305(b)) 4. All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NEC 70) (UFC 85.101) Yours truly, City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 3 Gary L. VanDusen, Mayor All electrical wiring is to be inspected by the State Electrical Inspector, Washington State Department of Labor & Industries. (NEC 70) 5. All interior wall covering materials shall be fire - resistive or shall be treated to be fire - resistive, so as to result in a flame- spread rating as required by UFC Appendix VI -C tables 42A and 42B. A certificate of the flame spread rating is required to be delivered to the Tukwila Fire Department. (UBC 4204) (UFC 10.401) 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) In order to provide you.with the fastest police and fire protection under emergency conditions, please . post your suite, room or apartment number in a conspicuous place near the main entry door. Numbers shall contrast with their background. (UFC 10.208) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd IZ Keith Litchtie Stab' Engineer Charles L. Vita, Ph.D., P. E. Senior Project Manager A REPORT PREPARED FOR JOHN C. RADOVICH DEVELOPMENT CORPORATION RECEIVED • CITY OF TUKWILA : .iS ? :,i. ° St 11 !.1.4 SUPPLEMENTAL GEOTECHN1CAL ENGINEERING STUDY FORT DENT 2 SOUTHCENTER BOULEVARD TUKWILA, WASHINGTON November 8, 1988 Earth Consultants, Inc. 1805 • 136th Place Northeast Suite 101 ' Bellevue, Washington 98005 (206) 643.3780 E.3007.4 tV November 8, 1988 John C. Radovich Development Corporation 2000 - 124th Northeast #B -103 Bellevue, Washington 98005 Attention: Ms. Katie Greif - Kulczyk Subject: Reference: Dear Ms. Greif - Kulczyk: Earth Consultants Inc. Consultation River Bank Stabilization Fort Dent Phase II Tukwila, Washington Earth Consultants, Inc. Geotechnical Engineering Study E- 3007 -2, November 2, 1987 1805. 1361h Place N.E., Suite 101, Bellevue, Washington 98005 222 E. 28th Street, Suite 103, P.O. Box 111744, Tacoma, Washington 98411.9998 Geotechnical Engineer., Geologists bi Environmental Scientists E- 3007 -4 JAM 2v'eU dIAHAN ( DE i ViO, MC. We are pleased to submit herewith our report titled "Supplemental Geotechnical Engineering Study, River Bank Proposed Fort Dent -2 Office Building, Tukwila, Washington." This report presents the results of our field exploration, laboratory tests, and engineering analysis for the property located on Plate 1. The purpose and scope of our study is outlined in our September 13, 1988 proposal. We previously submitted a general geotechnical study for this site in the report titled "Geotechnical Engineering Study, Melin Parcel 2," dated November 2, 1987, and a preliminary report titled "Fort Dent Phase II," dated October 5, 1988. This report supercedes the later reports. Bellevue (206) 843.3780 Seattle (206) 464.1584 Tacoma (206) 272.6608 John C. Radovich Development Corporation November 8, 1988 The results of our study indicate that the existing river bank is at least marginally stable under present site conditions. The river adjacent to the site is in an active depositional mode. Up to two feet of loose sand has been deposited on the banks adjacent to the site. These deposits overlie a riprap armor previously placed to inhibit erosion. Higher stream flows during rainy periods will result in erosion of these recent sand deposits. Earth Consultants, Inc. (ECI) recommends that the existing vegetation covering the lower bank be retained to help minimize the erodability of these loose surficial sands. Subsurface The river bank was explored by hand - excavating six bore holes at two locations (HA -1, 2) shown on Plate 2. Please refer to the test hole logs, Table A, for a detailed description of the conditions encountered at each location explored. The following is a description of the subsurface conditions encountered: Surface The lower river bank has slopes of 2:1 (Horizontal:Vertical) to 1H:1V. A cover of grasses, blackberry bushes, and vines blanket much of the river bank and reduce accesshility as well as obscure the riprap which protects the slope. At the time of our study. the river was at low flow and approximately twenty -five (25) feet (vertically) of the river bank was exposed. SITE CONDITIONS the bank has had up to two feet of loose fine to medium sands deposited over the spalls during periods of high river flow; (2) the river bank has an apparently continuous cover of quarry spalls four to ten inches in size and larger; and (3) the quarry spalls are underlain by fine silty sands. (1) Earth Consultants, Inc. E- 3007 -4 Page 2 John C. Radovich Development Corporation November 8, 1988 E- 3007 -4 Page 3 Groundwater Previous groundwater measurements (by others) indicate that the groundwater level corresponds roughly with the elevation of the river. Clearly, the groundwater level is not static. Thus one should expect fluctuations depending on the river level, season, rainfall, and other factors. Generally, the water level is higher in the wetter winter months. Changes in groundwater levels probably lag changes in river level by a significant time interval. This characteristic has been accounted for in the slope stability evaluation. DISCUSSION AND RECOMMENDATIONS Bank Slope Stability A slope cross section (Mithun Partners dated 9- 12 -88) and soil information from borings (ECI report E- 3007 -2) were used to assess the riverbank stability. Two slope configurations (Plate 4) were evaluated: 1) Existing Configuration: The riverbank unchanged at about 1H:1V. 2) Proposed Configuration: The riverbank is reshaped with a fourteen (14) foot wide bench excavated at Elevation 18.4, then sloped back at 2H:1V to the existing graound surface, as shown on Plate 4. Conventional analytical methods and computer program PCSTABL4 (Purdue University, 1975) were used to calculate a slope stability factor of safety (FS). The estimated factor of safety of the proposed design was estimated as follows: 1. The effective angle of internal friction for the silty sands was conservatively estimated to be 30 degrees, based on SPT blow counts and soil texture. 2. The minimum value of effective cohesion required to just maintain stability of the existing slope configuration (FS =1) was back - calculated. An estimated cohesion of 100 psf was obtained. Earth Consultant', Inc. John C. Radovich Development Corporation November 8, 1988 Earth Consultants, Inc. E- 3007 -4 Page 4 3. FS for the proposed slope configuration (Plate 4) was calculated using an effective angle of internal friction of 30 degrees and an effective cohesion of 100 psf. Using the above design constraints and soil parameters, three slope configurations were assessed for slope stability. The letters (A,.13, C, D) correspond to points or. the slope (Plate 4). The slope sections and estimated factor of safety are as follows: o Existing ground surface (ABD): FS= 1.0 (selected reference value). o Slope below Elevation 18.4 (AB): FS= 1.1 o Proposed bench and slope below Elevation 18.4 (ABC): FS =1.3 o Proposed cut below Elevation 24.0 (A, B, C, D): FS= 1.7 These factors of safety are approximations of actual conditions. Under extreme drawdown conditions, local instabilities will occur; these may require remedial repair from time to time. Bank Slope Stabilization We believe, after interpreting our slope stability analyses and field observations, and based on apparent past performance and current conditions, that the river bank below the proposed bench is currently stable under normal river flow conditions. An average flow velocity of five feet per second (fps) was reported by the Corp of Engineers (telephone conversation with J. Lenconie, April, 1986 regarding ECI report 2720 -1). ECI then assumed a maximum high flow velocity of ten fps (twice the average flow velocity) for this reach of the river in evaluating stability and estimating a riprap size of approximately six inches by the tractive force method. The ten (10) fps flow velocity and resulting erosion potential was also evaluated by the U. S. Bureau of Reclamation Method (also Tractive Force Method). Riprap sizes were slightly larger. John C. Radovich Development Corporation November 8, 1988 E- 3007 -4 Page 5 Extreme flows in excess of ten (10) fps (up to fifteen [15] fps) would require riprap sizes to sixteen (16) inches. However, these extreme flow conditions are considered to be unlikely, infrequent events. Properly placed six to eight inch sized riprap is expected to provide adequate protection, though with a lower margin of safety. Modifications to the river bank will be made by the John C. Radovich Development Company. These alterations will take the form of a fourteen (14) foot wide bench constructed at Elevation 18.4. Above this bench, a 2H:1V slope will be constructed to the top of the bank. The bank cuts made during the proposed development will be armored with riprap. ECI recommends that the proposed river bank improvements include the following: 1. The erosion control for high velocity flow should consist of a basal blanket of three -inch rock underlying six to eight -inch (minimum dimension) riprap. The riprap cover will secure the smaller rock and help further stabilize the river bank against erosion (see Figure 1A). Emplacement of a geotextile blanket between the silty bank and riprap is optional, but not required on the low energy side of the river. Riprap placed on any river bank excavations should be hard, sound, durable, free of seams and cracks and should be broken into near - cubical shapes. The three -inch rock to be used as a wearing course and a filter material and the riprap rock should have a minimum density of one hundred sixty -five (165) pounds per cubic foot (pcf). The size distribution for the riprap should consist of particles no less than six inches in least dimension, 45 to 60 percent should be eight inches, and 35 percent or more should exceed eight inches in least Earth Conbultants, Inc. John C. Radovich Development Corporation November 8, 1988 E- 3007 -4 Page 6 dimension. The average size (D for the .total riprap gradation should equal or exceed eight inches. Riprap should be placed in a single lift and nested for maximum resistance to stream action. 2. A combined wearing surface and erosion surface control for vehicular traffic where necessary. The wear surface may be achieved by providing a cover of up to four inches of three -inch rock (minimum dimension) over the riprap (see Figure 1B). Usual, seasonal fluctuation of the river will result in sporadic deposition and erosion of the loose surficial sands. As long as these surface deposits are underlain by bank armor, damage should not occur to the banks. The previous owner has been reported to have placed riprap on the existing river bank in accordance with King County rquirements. If bank maintenance and aesthetics require removal of vegetation, care must be taken to replace disturbed riprap to maintain bank protection. In order to decrease development costs, the earthwork contractor may want to screen the river bank material excavated to construct the bench to retrieve the existing riprap. The screen should have the necessary dimensions to ensure that the material meets the specifications stated above. After the modifications are made to the river bank, the bank should be monitored. If areas of erosion are observed, additional riprap should be selectively placed in these areas. Earth Consultants, Inc. John C. Radovich Development Corporation November 8, 1988 FIELD EXPLORATION AND LABORATORY TESTING Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Visual classifications were supplemented by index tests such as sieve analyses on representative samples. E- 3007 -4 Page 7 Our field exploration was performed in September, 1988. Subsurface conditions at the site were explored by hand - excavating six borings to a maximum depth of one and one-half' feet below the existing grade. The borings were hand - excavated due to access problems and to minimize the potential for erosion on the .slope. The locations of the bore holes were determined approximately by pacing from assumed property corners. Elevations of bore holes were determined by hand level measurements. The locations and elevations of the bore holes should be considered accurate only to the degree implied by the method used. The locations are shown on the Exploration Location Plan, Plate 2. The field exploration was performed by a soils engineer from our firm who classified the soils encountered, logged each test hole, obtained representative samples, and observed pertinent site features. Due to the proximity of the riprap to the surface, relatively shallow bore holes were achieved with the hand equipment. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate 3, Legend. Logs of the bore holes are presented on Table A. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses. The conclusions and recommendations are professional opinions derived in accordance with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. Earth Consultants, Inc. : John C. Radovich Development Corporation November 8, 1988 Earth Consultants, Inc. • E- 3007 -4 Page 8 The recommendations submitted in this report are based upon the data obtained from the explorations. Soil and groundwater conditions between explorations may vary from those encountered by the explorations. The nature and extent of variations between explorations may not become evident until construction. If variations then appear, ECI should be requested to reevaluate the recommendations of this report prior to proceeding with the construction. Additional Services It is recommended that ECI provide a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. It is also recommended that ECI be retained to provide geotechnical services during construction. Because of the nature of this project, we do not accept responsibility for the performance of the earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing services. This is to observe compliance with the design concepts, specifications or recommendations, and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. John C. Radovich Development Corporation November 8, 1988 The following table and plates are attached and complete this report: Table A Hand Auger Hole Logs Plate 1 Vicinity Map Plate 2 Exploration Location Map Plate 3 Unified Soil Classification Plate 4 Slope Stability Cross Section Appendix Slope Stabilization and Erosion Control Respectfully submitted, EARTH CONSULTANTS, 1NC. 41ei4a Keith Litchfield Geotechnical Engineer oe& Charles L. Vita, Ph.D., P.E. Senior Project Manager KAL /RJB /CLV /kml Earth Consultants; M E- 3007 -4 Page9 -1 (slope top) ( slope middle) (slope toe) ,i( "!:i "f�'�k:'J..` �Uir TABLE A HAND AUGER HOLES E- 3007 -4 BORE HOLE DEPTH NUMBER (FEET) 0 -1.0 Very stiff silt 0 -0.25 Loose silty sand 0.25 Spalls 0 -0.25 0.25 -13 HA -2 (slope top) 0 -1.5 Earth Consultants, (slope middle) 0 -1.0 Medium dense silty sand 1.0 Spalls ( slope toe) 0-0.75 Loose silty . sand 75 -1.5 Loose sandy silt 1 Spalls Earth Consultants Inc anseseludeal laseleseerlaqi mug Ihmile:y 117 vmert wow uJpu. Reference King County / Mcp 41 By Donn Brothels Mops Doled 988 Vicinity Mcp Fort Dent .2 Tukwila, Washington, Prol. No. 3007 I Date Oct. '88 tilde Reference : Plat Map Received From Client Undated Not - To - Scale LEGEND Approximate Location of ECI Hand Auger Hole, Roj.N E Sept. 888 Approximate Location of ECI Boring, Proj. No. E Oct 1987 Approximate location of ECI Test Pit, Proj. Na E , Oct. 1987 Boring and Test Pit Locotim Plan Fort Dent 2 Tukwila, Washington Slope Stability Cross Section Fart Dent 2 Tukwila, Washington MAJOR DIVISIONS GRAPH SYMBOL SY SYMM BOL TYPICAL DESCRIPTION Coarse Grained Sods More Than 50% Material Larger Than No 200 Sieve Sire Gravel And Gravelly Soils More Than 50% Coarse Fraction Peln t n On No. 4 Sieve Clean Gravels ( t i t t l e or no lines) • .^•' ° °•° ^ � °°. °: °' GW gW Well - Graded Gravels, Gravei•Sand Mixtures, Little Or No Fines : :♦ : : 0 ::• :: • . 0- '' '' ". "! "r•'. GP gp Poorly -Graded Gravels, Gravel - Sand Mixtures, Little Or No Fines Gravels With Fines( appreciable amount of dines 1 i ( 1 GM gm Silty Gravels, Gravel- Sand - Silt Mixtures - • I GC g Clayey Gravels, Gravel- Sand Clay Mi*Iures Sand And Sandy Soils More Than 505: Coarse Fraction Passi No. 4 Sieve Clean Sand ( little or no lines) ° 60 ° ° ° "o ° e SW o ° • o a pO ° SW Well- Graded Sands, Gravblty Sands, Lillie Or No Fines ! i ... :;.%; SP S p • ii • (( • Poorly- Graded Sands, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount of lines) • B 1 p , 1 I •11 t SM Sm Silly Sands, Sand - Sill Mixtures i • SC S / C Clayey Sands, Sand • Clay Mixtures Fine Grained Soils More Than 505'. Material Smaller Than No. 200 Sieve Size SiltS And Liquid Llmil Less Than 50 Clays I I I ML ml Inorganic Sills 8 Very Fine Sands, Rock Flour ,Silly- Clayey Fine Sands; Clayey Silts w! Slight Plasticity / CL CI Inor ganic Clays OI Low 10 Medium Plasticity, Gravelly Clays, Sandy Clays , Silty Clays, Lean O1 O) Ornic S'IIS And Organic Silt ga Clays OI Low Plasticity Sills Liquid Limit And Clays Greater Than 50 ( MH mil In organic Sills, Micaceous Or Dialomaceous Fine S and Or Silty Soils CH ' Ch Inorganic Clays 01 High Plasticity. Fat Clays OH . ���d0 Organic Clays Of Medium To High Plasticity, Organic Sills Highly Organic Soils . -1 .� -, PT •• pt Peat, Humus, Swamp Soils With High Organic Contents Topsoil '',,, .° Humus And Dull layer Fill ► �i�i� i � i � i � i � i Highly Variable Constituents The Discussion In The Text 01 This Report Is Necessary For A Proper Understanding 01 The Nature 01 The Material Presented In The Attached Logs Notes : Duel symbols are used to indicate borderline soil classification. Upper case letter symbols designate sample classifications based upon lab- oratory testing; lower case letter symbols designate classifications not verified by laboratory testing. I 2 - 0.D. SPLIT SPOON SAMPLER II SHELBY TU E SAMPLER P SAMPLER PUSHED 4• SAMPLE NOT RECOVERED 2 WATER LEVEL (DATE) a WATER OBSERVATION WELL Earth Consultant. Inc. GesiteeketIcal VngIsseetring and Geology C TORVANE READING, tsf qu PENETROMETER READING. tsf W MOISTURE, percent of dry weight pct DRY DENSITY, pounds per cubic ft. LL LIQUID LIMIT, percent P1 PLASTIC INDEX LEGEND Proj. No. 300741 DBt. oct '88 !Plato 3 F16URE. 1= P20P0SED to.4K 514011L1ZAT1ON ikt4o EtzC Or1 CCN cRo` (NOT TO SLA1.E) EL.= 24 S w wt_ 1r TRAM C�RAdc. `-- FAT 6R r's5 . Co ut.t'Ty 141A1• F Te Alt: EROSton COK V.► APVAoximATE Le ..crtokl oP ExI', IJ a GROVaO 1 i EL.. L1 A1000 CF5 Wr / Suva= Ac -� E 2o 1- 1ot ■ N il 9_0L E.L. ‘ 8 . 4 - A000 GFS =:l - S1_ N m A • A fe FM m r FM g •• flow A s k r. •ift is w Q �e• A O ,11 C A 1 rn o .4 O a John C. Radovich Development Corp. 2000 124th Northeast, #B -103 Bellevue, Washington 98005 Attentions. Ms. Katie Greif- Kulczyk .` 'f, ' ry' i t ai aYr n.i* . v tti' P r r t w ,',. ,:iyw Ct'ct :�s min i iq," �'. �.: kauf�wr��i ..cu.,5.�"r�'*�'t��f�a,v:. 't��( ender. Write or type mescape; pull out yellow sheet; told et ( >) to tit 771 DU- O•VUE• . EINNOpe, 1 ItOGIXt 1613f(V iJ§JInc.,GmtanMau.01411.IuOrder PHONE: Ott76EE1 +100.225.6360Won.stud.nts1 +60045292261 F R 0 III S A G E R E P L ... Y JOHN C. RADOVICH DEVELOPMENT CORP. 2000 124th NE #B103 BELLEVUE, WASHINGTON 98005 (206) 454 -6060 ,� &nc-lbsed . /5 a v ' Two iY or 1 :d1 l .l i ialJ , \ r / Iti 1 APR 121990 NO CARBON PAPER REQUIRED: Type or wilts on orip DATE : ... ... .. (Z ep4 , yttat cttvi() rove ATTENTION; BUBJECT7 REPLY TO SIGNED: SENDER: MAIL RECIPIENT WHITE AND PINK SHEETS. RFrIPI=KITiFWRITI= PPM 'V. I/P TiIRK: WI1ITR:: TPI• CONIIFRI:: I(G pp .'1'NIC`PINIK,'n71pV it — Impression will automatically appear on copies beneath #411 PRIORITY ❑ URGENT! ❑ SOON AS POSSIBLE ❑ NO REPLY NEEDED a r.e, 1P) January 9, 1990 Project No. 8907 -03G John C. Radovich Development Company 2000 124th NE, B -103 Bellevue, Washington 98005 Attention: Ms. Katie Greif Dear Ms. Greif: Subject: Foundation Piling and Preload Recommendations Fort Dent II Building Tukwila, Washington ASSOCIATED E ARTH S CIENCES, INC 911 • 5th Avenue Suite 100 Kirkland, Washington 98033 (206) 827-7701 RECEIVED CITY OF TUKWILA JAN 2 4 1990 PERMIT CENTER As requested by you, Associated Earth Sciences Inc., (AESI) has completed a subsurface evaluation and developed foundation and floor support recommendations for the proposed Fort Dent II structure. Our original scope of work was to have included recommendations for Fort Dent III, however, since that property has been sold, only the foundation requirements for Fort Dent II have been analyzed. Our findings and recommendations for Fort Dent II are outlined in the following sections of this letter. Other geotechnical related aspects of site and building development are addressed in a report prepared by Earth Consultants, Inc. dated June 19, 1986. Our report has been prepared for the exclusive use of John C. Radovich Company, Inc. (JCR) and their agents, for specific application to this project. Within the limitations of scope, schedule and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in this area at the time our report was prepared. No other warranty, expressed or implied is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. SUBSURFACE EXPLORATION Our field study included drilling a series of exploration borings to gain subsurface information about the site. A total of 4 exploration borings were completed, two in each of the proposed Fort Dent II (EB -1 and EB -4) and Fort Dent III (EB -2 and EB -3) building locations. (See Figure 1, Site and Exploration Plan). The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs attached to this letter. The depths indicated on the logs where conditions changed may represent gradational variations between sediments types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features shown on an undated site plan prepared by Linardic Design Group, Architects. The exploration borings were completed by advancing a 3 -3/8 inch inside - diameter, hollow -stem auger with a truck mounted drill rig. During the drilling process, samples were obtained at generally 2.5 or 5.0 foot depth intervals. The borings were continuously observed and logged by a geologist. The exploration logs presented in the Appendix are based on field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test procedure in accordance with ASTM:D 1586. This test and sampling method consists of driving a standard 2 inch outside - diameter, split barrel sampler a distance of 18 inches into the soil with a 140 pound hammer free - falling a distance of 30 inches. The number of blows for each 6 inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ( "N ") or blow count. If a total of 50 is recorded within one 6 inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N- value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split barrel sampler were classified in the field and representative portions placed in water -tight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. During the soil drilling and sampling process, the air within the upper reaches of the auger was also tested at minimum 5 foot intervals for the presence of explosive gases. This testing was prompted by the location of site within 1000 feet of the abandoned Renton Junction landfill. Our testing was performed with an MSA Model 2A Combustible Gas Indicator. No measurable quantities of explosive gas were observed with this instrument in any of the 4 exploration borings. SUBSURFACE CONDITIONS Subsurface conditions for the Fort Dent II building were interpreted from exploration borings EB -1 and EB -4, located within the building perimeter (Figure 1). Fill soils (those not naturally placed) were encountered in both borings EB -1 and EB -4. It is our understanding that the fill was placed years ago during construction of the Tukwila interchange at 2 Interstate 405. The fill ranged from 4 to 11 feet thick in EB -1 and EB -4 respectively and consisted of dry to moist, brown, silty sand and gravel, and sandy silt. The density of the fill ranged from loose to dense. Debris or cobbles /boulders were encountered in EB -1 in the upper 2 to 3 feet which forced the boring to be restarted. Large diameter gravel or cobbles were frequently encountered in the fill as evidenced by the SPT samples which were noted to be bouncing. As such, the relative density indicated by the SPT tests in the upper fill is probably higher than the actual relative density, due to both the gravel content and dessication of the silts contained within the fill. Additional debris may be encountered during construction. Since the quality, thickness and compaction of the fill materials was apparently not documented, the specific nature, extent, and uniformity of such materials are uncertain and unpredictable. Beneath the fill in EB -1, an approximate 5 foot thick layer of medium stiff, moist, brown to black, silt with abundant organics was encountered. Below this layer, and below the fill in EB -4, loose, moist, brown to grey, fine - grained sand was encountered to a depth of 22 feet in EB -1 and 21 feet in EB -4. Sediments below this layer consisted of loose grading to dense, saturated, brown to black, fine to medium grained sand. In EB -1, these sediments graded to dense at a depth of approximately 40 feet with only a slight increase in density with depth thereafter. In EB -4, the sediments graded to dense at approximately 37 feet, and were very dense at 53 feet. Heaving conditions were encountered in the sand in EB -1 and EB -4 below 37 -1/2 feet and 32 -1/2 feet respectively. Exploration borings EB -2 and EB -3, which were placed within the understood perimeter of the Fort Dent III building, exhibited similar soil conditions. FOUNDATION RECOMMENDATIONS We understand from the structural engineer, Mr. John Tessem of KPFF, that the maximum interior column dead load and live load will be approximately 240 kips plus 235 kips transient load. In addition, these columns will be subjected to a transient lateral load of 275 kips each. Other interior columns will have a dead load and live load combination of 240 kips without transient loads and perimeter columns will have a combined load of approximately 100 kips per column. The magnitude of the foundation loads and the presence of up to 40 feet of loose, saturated, fine - grained sand sediments creates a high potential for significant settlement of a shallow foundation system. In addition, AESI evaluated the subsurface sediments for their susceptibility to seismically induced liquefaction. Our evaluation indicated that the subject site would be characterized as having a high potential for liquefaction. To minimize the risks associated with settlement and liquefaction, AESI recommends that a pile supported foundation system be utilized. 3 Full engineering analyses were performed for both driven timber and auger cast -in -place pile foundations as either type would be suitable for this application. However, after discussions and design team meetings between AESI, KPFF, JCR (Russ Keyes), and Foushee Construction, it was decided that timber piles would be utilized. Therefore, this report only provides design parameters for timber piles. Full -depth treated, timber piles, when driven to estimated depths ranging from 45 to 60 feet, should be capable of supporting loads on the order of 30 tons each. Driving should be performed with an air, steam, or diesel hammer developing a minimum energy of 15,000 foot - pounds per blow. To achieve the required 30 ton capacity, the piling must penetrate 20 feet into the bearing stratum or to refusal in the bearing stratum. Since pile driving will densify the soil surrounding the pile tip and shaft, refusal may occur before the recommended minimum penetration is achieved. Due to variations in depth and density of the bearing sediments as indicated by our borings, pile lengths are expected to vary considerably. For these reasons, we recommend driving a series of test piles on the site to aid in estimating lengths and driving criteria for production piles. The driven depth into bearing of each pile may be adjusted in the field based on required capacity and conditions encountered during driving. Timber piling should have banded tips, with a minimum tip diameter of 8 inches and a minimum butt diameter of 12 inches. Batter piles may be used for partial resistance to lateral loads at the interior column locations. Additional lateral resistance would be provided by passive soil pressure on grade beams spanning between the laterally loaded pile caps (see "Passive Soil Resistance "). The lateral resistance for batter piles would equal the horizontal component of the axial load on the pile. The allowable vertical load on the batter piles would equal that for vertical piles (30 tons). Allowable design loads may be increased by one third for short term wind or seismic loading. Anticipated settlement of pile - supported structures will generally be on the order of one -half inch. Since completion of the pile takes place below ground, the judgment and experience of the geotechnical engineer or his field representative must be used as a basis for determining the required penetration and acceptability of each pile. Consequently, use of the presented pile capacities in the design requires that all production and test piles be inspected by qualified geotechnical engineer or engineering geologist from our firm who can interpret and collect the installation data and examine the contractor's operations. Associated Earth Sciences, Inc., acting as the owner's field representative, would determine the required lengths of the piles and keep records of pertinent installation data. A final summary report would then be distributed, following completion of pile installation. 4 PASSIVE SOIL RESISTANCE Passive soil resistance on grade beams which span between laterally loaded pile caps may be calculated using an equivalent fluid density of 400 pounds per cubic foot. For this passive resistance value to be valid, the grade beams must be embedded into and backfilled with structural fill compacted to a minimum of 95 percent of its maximum dry density as defined by ASTM:D 1557. SLAB -ON -GRADE FLOOR SUPPORT AND PRELOAD FILL We understand that the finish floor elevation for the slab -on -grade floor is currently planned at 27, up to 3 -1/2 feet above the existing site grade. Since portions of the site are underlain by compressible sediments, the additional fill may induce subsidence of the site, resulting in floor slab settlement and downdrag forces on the foundation piling. We therefore recommend that the site be lightly preloaded to consolidate the underlying sediments prior to placement of the foundation piling and floor slab. Preparation of the area to be filled should begin by stripping any vegetation or debris from the area. After stripping has been performed to the satisfaction of the geotechnical engineer /engineering geologist, the upper 12 inches of exposed ground should be recompacted to 90 percent of the Modified Proctor Maximum Density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free - draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free - draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non - organic soil, acceptable to the geotechnical engineer, placed in maximum 8 inch loose lifts with each lift being compacted to 95 percent of the Modified Proctor Maximum Density using ASTM:D 1557 as the standard. Non - organic, onsite soils may be used for structural fill provided that their moisture content can be maintained near optimum and they can be compacted to the specified density. The top of the compacted fill should extend horizontally outward a minimum distance of 5 feet beyond the location of the building perimeter before sloping down at an angle of 2H:1V (Horizontal:Vertical). Following discussions with AESI and Foushee Construction, JCR (Russ Keyes) has optioned to place the capillary break layer on the structural fill prior to preloading to provide a more stable working surface during construction. This layer should be placed in the 5 upper 1 foot of the structural fill and should consist of clean, free - draining granulithic material. Once the structural fill is completed, the free - draining layer should be covered with filter fabric material to act as a separator, and then a minimum 3 foot high surcharge fill should be placed over the fabric. The surcharge fill may consist of onsite soil, track - rolled in place with the top sloped to drain. The surface of the surcharge material should be rolled with a smooth drum roller to promote rainwater runoff. The preload fill should extend 5 feet outside the building perimeter' before tapering down to grade at a 2H:1V inclination. To be effective in reducing settlement of the slab and downdrag on the piles, we estimate that the preload must remain in place a minimum of 60 days. If desired, AESI can monitor settlement of the fill to determine when the primary consolidation of the underlying sediments has been accomplished and the preload fill may be removed. Removal of the preload fill should be accomplished prior to placing piling. Care must be exercised during removal of the preload material, and excavation of the pile caps and grade beams to avoid contaminating the free - draining layer. If the layer becomes contaminated with fines, it may be necessary to remove the upper contaminated portion and replace it with clean, free - draining material. Proposed fill soils must be evaluated by Associated Earth Sciences, Inc. prior to their use in structural fills. This would require that we have a sample of the material 48 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine - grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture - sensitive. Use of moisture - sensitive soil in structural fills should be limited to favorable dry weather conditions. The onsite soils generally contain significant amounts of silt and are considered moisture - sensitive. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free - draining gravel and /or sand should be used. Free - draining fill consists of non - organic soil with the mount of fine - grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. 6 We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. .Sincerely, ASSOCIATED EARTH SCIENCES, EXPLORATION BORING LOO EB -1 1 ~ SEDIMENT DESCRIPTION DIPYN SWIMS NQUfMA?ION MSNTAMOS ....,,.., 11 IS 3 4 Dry, becoming moist, brown, silty sand and gravel. (Fill) 5 10 15 20 I I 1 T 1 I I I I I I I I ' 50/6 50/3 — — _ Moist, brown to black, silt with abundant organics. • • • Moist, brown to grey, slightly oxidized in some areas, fine grained sand. • • • 1 • • • • • - Moist, becoming saturated with depth, brown - black, fine to medium grained sand with very thin interbeds of silty sand. Containing andesite and mica. Heaving sand conditions below 31' 25 30 35 • • 4 1 A • D Fort Dent II: South Blvd. Tukwila, Washington.' 8901 -030 I Aug. 3, 19891 BO ARaDCIATSD SARTM NCISNCSa, INC . EXPLORATION BORING LOG EB -1 (cont.) _ s ~ r is SEDIMENT DESCRIPTION DI'TN I 1 STANDARD NIMTAATION M�lTAMCa M ...,,.., 10 =0 30 40 Grading into black, medium to coarse grained sand with gravels at 474' • Grading into slightly silty, fine to medium grained sand at approximately 63' 45 50 55 60 1 • I I I I — • i----� --� • • ..._. • �... BOH 64' B- Bouncing NR- No sample return in sampler Note: Drilling with water below 374' 65 70 75 - -- Fort Dent II • Southcenter Blvd. Tukwila, Washington. 8907 ` 1 Aug . 3, 1989 & A SSOCIATED ■ AA T M SCIENCES, INC EXPLORATION BORING LOG EB -2 _ s ~ so SEDIMENT DESCRIPTION DEPTH Q I 1: • STANDARD NMSTAATIOM RISIITANCO a..,,.... 10 20 30 40 Dry, brown, silty sand and gravel. (Fill) - _ - WW1 5 - - _ X10 ■ .. ,. 15 ._ 20 1 1 I T 1 I I I - 65 * Moist, grey - green, sandy silt. (Fill) * • ' Interbedded, moist, brown to black, peat and grey peaty silt. 1 I 1 I I • _ Interbedded, moist, brown to grey, silt, sandy silt and fine grained sand. Containing minor wood pieces. • 011•10.10111 Moist, becoming wet at approximately. 23 feet, brown -grey, slightly oxidized, slightly silty, fine grained sand. • • Wet to saturated, dark brown, becoming black with depth, grading interbeds of fine to medium grained sand and medium to coarse sand. Containing occasional lenses of silty fine to medium sand•and silt. Sand containing andesite and mica. Heaving conditions below 27' 25 .30 .35 • • -03G • • I Aug. 3, 1989 1 a 1 Fort Dent III Southcenter Blvd. Tukwila, Washington. 8907 ASSOCIATED EAATM SCIENCES, INC EXPLORATION BORING LOG EB -2 _ 0. ~ g SEDIMENT DESCRIPTION DSP � ! : STAIMM NIN ATAATIOM IItNSTANCS �...,,,., 10 20 30 40 As above 45 50 55 60 65 1 1 I I 1 1 • --- Saturated, grey, medium to coarse grained sand with gravels and occasional wood pieces. • 1 1 • NR • Saturated, dark grey, weathered siltstone with coal bits. 50/3 BOH 68' B Bouncing * Rock in driveshoe NR No sample return from sampler. Note: Drilling with water below 27 -' 70 75 • Fort Dent III Southcenter Blvd. Tukwila, Washington. 8907-03G I Aug . 3, 1989 1 80 EAFITM AM SCIENCES, INC r ' EXPLORATION BORING LOG EB -3 _' s a ~ SEDIMENT DESCRIPTION DEPTH i STAM M MMITNATIOM MU�I$TANCS nOwM«T 10 20 30 40 Dry becoming moist with depth, browner silty sand and gravel; grey, sandy silt; and slightly silty fine to medium sand. (Fill) _ 5 - — 10 •_ 15 - — 20 - - 25 30 - —35 1 1 • • B - Interbedded, moist, brown, silty peat and brown -grey, slightly oxidized, peaty silt. �... 1 1 1 I I I I 1 • • • Moist, becoming saturated, brown, becoming black, slightly oxidized grading interbeds of fine to medium grained sand and medium to coarse grained sand. Slightly silty in some. areas. Containing minor wood pieces ans andesite and mica. 1 1 • • • _ I • Fort Dent III Southcenter Blvd. Tukwila, Washington. 8907 -03G I Aug. 4, 1989 1 40 ASSOCIATED A l iSIEAFITH SCIENCES, INC E NLORATION BORING LO i EB -3 : It 0 a SEDIMENT DESCRIPTION DEPTH 1 1 I STANDAR, MNsTMATION As{ISTANC! Mw�i/Mf 10 10 SO 40 As above 45 50 55 60 65 70 1 I 1 1 I 1 1 • • • • Saturated, black -grey, grading interbeds of fine to coarse sand with gravels. Slightly silty in some areas. Containing occasional i inch thick lens of silt. • '—" • 50/2 Saturated, grey, silty fine to medium sand with shell fragments. BOH 73 }' B - Bouncing 75 N ■ ' . . Fort Dent III Southcenter Blvd. Tukwila, Washington. 8907 -03G 1 *mg. 4, 1989' BO ASSOCIATED EAATM SCIENCES, INC EXPLORATION BORING LOG EB -4 d 4 3 0 0 SEDIMENT DESCRIPTION DEPTH i e ST IMAM MINTMATIOM 11111TAMCII MM�/Nt 10 20 30 40 Dry becoming moist, brown, sandy silt and silty to slightly silty fine to coarse grained sand with gravels. (Fill) 5I 10 15 20 25 30 35 I .L T • • I • • Moist, grey, fractured sandy silt. (Fill) T 1 I I 1 I I I • . Moist, brown to grey, slightly oxidized fine grained sand. • • Saturated, dark brown becoming black, fine to medium grained sand with minor wood pieces. Containing andesite and mica. Heaving conditions below 321' • NR • 56 Fort Iknt II Southcenter Blvd. Tukwila, Washington. 8907 -03G. ' t Aug. 4, 1989 1 BLP ASSOCIAThD �A 1a T M •CIsNCU INC . ti., >: r . EXPLORATION BORING LOG EB-4 (font.) ~ SEDIMENT DESCRIPTION �g�TM 1 e STAINAM NINTIATIOM MSNTAN S stemsaein 10 _• 39 49 As above I • Saturated, grey, slightly silty, fine to coarse sand. Containing occasional shell fragments. 45 50 I • 1 • 89 B0H 54' NR- No sample return from sample tube. Note: Drilling with water below 324' . • 55 60 65 70 75 1 - Fort Dent II Southcenter Blvd. Tukwila, Washington. 8907 -03G I Aug. 4, 1989 ,mod ASSOCIATED EAATM SCIENCES, INC EXPLANATION EB -1 Eswz44* Noting Aiperoxlmose Locatlsa FIGURE 1: SITE AND EXPLORATION PLAN FORT DENT II & HI M 121 Aji.sWb Male 4 Fowl JANUARY 1111 PROJECT NO. 1•7 -PSG �� ASSOCIATED EARTH SCIENCES, INC 003 .1 0 AvenW. Waanwpton Y8033 �1 �III` Mahan &DeSalvo CONSULTING ENGINEERS March 19, 1990 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 RECEIVED CITY OF TUKWILA MAR 2 0 1990 PERMIT CENTER Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -03 (Fort Dent, II) Dear Mr. Griffin, We have received additional information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. We have no additional comments. Enclosed are drawings, calculations and soils report for your use. Bridget Smith REW:3 cc::LDG Architects 1836 Westlake Avenue North Seattle, Washington . 98109' Sincerely, Mahan &DeSalvo CONSULTING ENGINEERS March 7, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -03 (Fort Dent II) Dear Mr. Griffin, We have received additional information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Structural 1. Revise drawings to indicate actual design live loads verses 100 psf used in calculations. 2. A portion of the battered piles in a pile cap appear to be loaded to their maximum capacity due to lateral loads. It is not clear in the calculations that the remaining piles in the pile cap are capable of resisting the vertical loads from the frames. The response from the applicant did not address this concern. Please verify. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. All status inquires are to be directed to our receptionist. Sincerely, Bridget Smith REW:2 cc: LDG Architects 1836 Westlake Avenue North Seattle, Washington 98109 ft . \ \\,, !AAR 0 81990 I, L 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 Mahan &Desalvo CONSULTING ENGINEERS February 7, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -03 (Fort Dent II) Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Structural 1. When applying Section 2306 for reduction of live loads, the value obtained by equation 6 -1 is to be used, not to exceed the value of equation 6 -2. Also, partition loads are to be considered as dead loads and are not subject to live load reduction. Please revise calculations and drawings to conform to this requirement. 2. A portion of the battered piles in a pile cap appear to be loaded to their maximum capacity due to lateral loads. It is not clear in the calculations that the remaining piles in the pile cap are capable of resisting the vertical loads from the frames. Please verify. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. All status inquires are to be directed to our receptionist. Sincerely, Bridget Smith REW:1 cc: LDG Architects 1836 Westlake Avenue North Seattle, Washington 98109 qr, 1411 Fourth Avenue Bldg. Seattle, Washington 98101 DATE -3 • /3 -/i0 PROJECT NAME fi=b ADDRESS 4o CONTACT PERSON ARCHITECT OR ENGINEER CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 433 -1851 * *REVISION SUBMITTAL ** 6zx.4T 00a: - f /.ao PERMIT NUMBER SVO PLAN CHECK NUMBER 4 o -- Ca 3o 77 rm.? rN T'[.L,O 1- SUBMITTED TO: Lh YI Qii 1 ±( Ka (If previously issued) L/4 ' 7 7 C 2 C-17 1 j (- - (`7 S F d P0ozP RECEIVED CITY OF TLIM .A MAR 1 3 1990 PERMIT CENTER PHONE c9', W �l TYPE OF REVISION: A -2.. R.-ter- 5e Co 05/b' ( ,4,[ ) D 20 n w 7 - (I? ('c),2K -t pore- - s bbe/67 ) 7 4 - 4 ( (' l A9b 7 7 A - S' • G�sth 7 l ,4 _ D 20 ni g Co -tJ9c ; 17 /A'ALC 7 P,& a 1 1 7 Zo /»& 7 4 -b Cold ���zoo ; sr rye 11A C— ; ,.4 -(( bct(G -r f' 2UD c4 6 L.4 S .c3 i 4 -- (2__ t . 73/i !tit - ' ,404,7` f4 /3 j q -1 j / coo af'TfutG/ if,A) A -(( p«ILS SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. Assembly From Table U Value" U(1) Area(1) U x A U x AIM Wall d. . os i4,1 Ceiling /Root 1 141•10 '22, IC.5 I3► . . cri 6 S,'113 278.9 Windows • 41 119, +98 51+4, 02 Doors • 41 1 13 55.37 I' Roof Ceiling . 0 'M. 16%5 167. Skylights Floor Assembly From Table U Value" Area (Sq. Ft.) U x A U x A 1tall Wall . 2 el ,1 1Co 13 Ceiling /Root . O 3S '22, IC.5 176.6 Floor l [Slab Perimeter Insulation" Address: TI":MAL PERFORMANCE CRITERIA Heat Type: i liil t Actric Resistance Climatic Zone: er 'From Tables 4 -2, 4-3, 4-4, Washington State Energy Code PROPOSED DESIGN Slab Perimeter Insulation (3) (1) Calculated (2) Proposed total must be equal to or less than the criteria total (3) Must be equal to or greater than criteria R - Value CRITERIA TOTAL. 8104.8 PROPOSED TOTAL (2) 7ob5 .14 RECEIVED CITY OF TUKWILA MAR 1 3 1990 PERMIT CENTER HEADER • lam avow LINEAL roar PLUS IP' POO UAD POSY JAMB sTAiliE A JA M MCP RATIO: I' POI UNIAL FOOT PLUS tr LIAD PCWWW STINIUDI POST STORAGE POCKET 4 WITH FLOATING JAMB ER11111111111111141111111111i. 1 4 II TYPICAL DI-PARTIPIO DOOR wr PAL DAGO Iwo wmuis • - DROWN Irf anent o.c. 0PE1040, III OA M MK AIWA) VI' MIL PLAID% 14A* COOT • . TO MIL W/FLOOD WIWAX TOLMANN or ono. ommi NOUN WILL AIM STOP WOW00011 $ DON PALL PLUI WFO�LIADPOST . Dr PLYWOOD IV OMNI STORAGE POCKET WITH FIXED JAMBS 0110111111WWWIPP.IDWWWWW11111.1111101wWWWIRIPIPPWPWIWIDWIRIWPWWIRRIWWWW1111,WIWWWWWWW.PwwwW0P11111WMPIIWWwwwwwwwwwwwwwwwwwwwwwwwww 15 GENERAL: 1. Horizontal-sliding, accordion type fire doors shown on the plans shall be Won-Door FireGuard Model 180 as manufactured by the Won-Door Corporation, Salt Lake City, Utah, 2. Related work specified elsewhere: A. General Contractor or appropriate subcontractor: Section — (1) Preparation of the openings to accept the fire doors shall be as detailed and specified to create acceptable U.L. approved three (3) hour openings. (2) All headers, support structure, surrounding insulation, blocking, and track trim shall be provided as required for the installation of the fire doors. (3) Headers shall be leveled with the floor to within W' (t I/16") tolerance over the entire length of the header. Floors shall be ground or filled to provide this tolerance. PRODUCT: 1. FIRE RATING: FireGuard 180 shall be listed by Underwriters Laboratories as a three (3) hour Special Purpose Fire Door in accordance with UL 10.11 and ASTM E -152 test requirements. 2. SOUND RATING: FireGuard 180 shall have a laboratory sound rating of STC 52 in accordance with ASTM E- 90.75. 3. CONSTRUCTION: FireGuard 180 shall consist of two parallel walls independently suspended with no pantographs or inter - connections except at the lead posts. Panels shall be constructed of formed steel, 24 gauge x 41/2", with permanent finish and shall be specially formed for maximum strength and resilience. Panels shall be connected by formed steel hinges. 4. FIRE INSULATION: The interior surface of both walls shall be covered with a continuous fire resistant blanket secured to each panel with a patented metal clip system. Fire insulation shall extend from the finished Floor to the tracks and shall meet at the interior centers of fixed jambs and lead posts forming an effective sound, fire, and smoke barrier. 5. PERIMETER SEAL: Each wall of the dual system shall have extruded live vinyl sweeps, top and bottom, forming an effective smoke and draft seal, 6. STACKING RATIOS, WIDTH AND WEIGHT FACTORS, The stacking space ratio shall be 3" per lineal ft. plus width of lead post (10 "). Profile width shall be 14" stacked and 11" extended. The weight factor shall be 6.5 lbs. /sq. ft. Installed. (Please'contact manufacturer for verification of storage pocket dimensions.) , ' 7, COLORS & FINISHES: Panels shall have a permanentiyrbonded baked enamel finish and shall be moisture, mildew and corrosion resistant. Selection of colors shall be made from color-guide charts supplied by the manufacturer, 8. TRACK AND TROLLEY SYSTEM: The track system shall consist of two parallel tracks on 8" centers made of formed steel, 11/4" x 11/2" x 14 gauge. Each panel shall be supported by u %s" diameter, steel hanger pin and a 11/4" diameter, double -race ball bearing, roller. The weight factor shall be 9.3 lbs. per lineal foot. 9. LEAD POSTS: Lead posts shall be 16 gauge formed steel connected to the double walls by specially adapted panels. INSTALLATION: 1, FireGuard 180 shall be furnished by Won -Door Corporation and installed by an approved and certified representative of the manu- factures. 2, Preparation of the openings shall be by the General Contractor. Any deviations or site conditions different from approved shop drawings shall be called to the attention of the architect. 3, Delivery of the fire doors to the job site shall be coordinated by the General Contractor. Unloading and proper storage of the doors before installation and continued protection during and after the installation shall be the responsibility of the General Contractor. 4. FireGuard 180 shall be guaranteed for one (1) year from date of installation against defects in materials or workmanship. Note to Specifier: All lire doors specified to remain in the "nor- mull) open" position must be equipped with an Automatic Closing System. (See pg. 16.24) ••••••••••••• FIRE TESTING* (See further details on pages 4 and 5) •••••••• ASTM • • • • • • • • • • • • • • INSULATION BOARD DRYVIT'" Insulation Board meets f- requirements of Fed- eral Specification HH- 1-524C, Type 1. 'These numerical Flamespread and mo e = velopmen under actual fire conditions. ' "Dryvit System (Ftvb" is available upon request, •• METHOD •• UL -723 (ASTM E -84) Factory Mutual Corner Test' Modified ASTM E -108 1500# crib — Culver City, CA 1250# crib — Independent Research Labora- tory, San Antonio, Texas ••••••••• B -117 C -355 D -897 E -72 (Sections 13.1 -13.4) • • • • • • • • • ASTM C -177 ASTM D -1622 ASTM D -1621 ASTM D -696 ASTM C -355 ASTM C -272 ASTM E -84 It ratings do not necessarily reflect the pe ormance o 5 or any o er ma er al 3 1 •••• •••• 1 • • • • • • • • • • • • • • • • • DESCRIPTION • • • • • • • • •.• A thirty foot (30') high by fifteen foot (15') wide Dryvit® panel was erected at the Culver City, California Fire Department Training Grounds to simulate an exterior wall of a three story building. The wall was exposed to the effects of a fire in a 1500 pound wood crib. The crib was to represent the combustible contents of a building — an average fuel load of 10 pounds per square foot. The crib was allowed to burn freely for 35 -40 min. Temper- atures exceeded 1500 degrees F on the face of the panel for the majority of the test. The crib also produced temperatures within the burn room exceeding 2000 degrees F. Observations made during and following the test: • The Dryvit System did not spread flame vertically within or on the surface of the panel. • Flaming on the face of the panel was limited to the region of direct flame exposure. • The Dryvit System did not delaminate. • No melting or flowing of expanded polystyrene occured externally to the panel during the course of the test, • ••••••••••••••••••••••••••••••• The flammability characteristics of Dryvit panels using 4" of expanded polystyrene were evaluated in a full scale fire test involving a two story structure. The test was conducted at an independent research laboratory in San Antonio, Texas. The panels were subjected to a fire exposure from a 1250 pound crib which was designed to simulate the ASTM E -119 standard time /temperature curve for a minimum of 30 min- utes. The crib was allowed to burn freely for approximately 40 minutes. Temperatures exceeded 900 °F on the face of the panels for the majority of the test, In spite of this severe fire exposure, the Dryvit panels demon- strated signficant resistance to flame propagation. Test con- clusions show that there was no flame penetration Into the second floor area during the test. There was no significant flame propagation over the exterior face of the panels. There was no lateral spread of flame from the compartment of fire origin to adjacent spaces during the test exposure. •••••••••••••••••••• Conclusion " Dryvit has been fire tested in configurations reflect- ing an end use condition. Both fire tests and actual fire experience confirm Dryvit will not affect building fire safety. The possibility of vertical flame spread has been carefully studied. Available data shows Dryvit using up to 8" of EPS and under pessimized test conditions will not spread flame. The use of Dryvit outside the building automati- cally minimizes concerns regarding smoke gen- eration. Subjective analysis of smoke generated by tests conducted indoors have been made. Smoke production is limited." • THE F A CT S : IrireTeding.................. . Dryvit®System, Inc. 'These numerical Flamespread and Smoke Development ratings do not necessarily reflect the performance of this or any other material under actual fire conditions. ' "Dryvit System (FM)" Is available upon request. ••• •••••••••• DESCRIPTION • • • • • • • • • • • • • • • The Dryvit coating system has been tested by Underwriters Laboratories In accordance with UL -723 (ASTM E -84) test procedure. The coating system demonstrated resistance to flame spread; achieving a flame spread of 5' Further, the expanded polystyrene insulation used within the Dryvit System has a flame spread rating of Tess than 25' when tested in accordance with the ASTM E -84 procedure. The Dryvit Outsulationo exterior wall insulation and finish system remained in place during a 15- minute fire exposure test con- ducted In conformance with ULC -S 101 -1977 (ASTM E -119) "Standard Methods of Fire Endurance Tests of Building Con- struction and Materials," Dryvit Outsulation has been approved by Factory Mutual on the basis of performance in the Factory Mutual Corner Test'. The Corner Test utilizes a 750 pound wood crib to create a severe fire exposure fora period of not less than fifteen minutes. The exposure Is meant to simulate the standard (ASTM E -119) time /temperature curve, Typically, temperatures exceed 1,000 °F within five minutes after the start of the test, This severe exposure resulted In a very limited flame propagation. Flames extended at the ceiling approximately twelve feet from the corner on each wall. ••••• ••••••••••••••••••••••••••••••• A series of fire tests involving a modified ASTM E -108 procedure have been conducted at the University of California. The tests were conducted on Dryvit panels having expanded polysty- rene insulation ranging from 21/2" to 8" thickness. The tests were conducted to simulate the exposure delivered to the exterior face of a building resulting from a fully developed room fire which "vents" to the outside through a window, In Paragraph 7,4 of the Analysis and Conclusions of the report, It Is noted "there was very little evidence to Indicate that any significant burning or flaming had occured beneath the pro- tective coating." Subsequent to test, Dr. Robert Brady William- son offered additional observations In a letter dated September 16, 1976. The letter Indicates smoke production during tests of Dryvit panels was limited. ••• l ••• f Plan Review PROJECT bs! yr ADDRESS Cop pro 61 Ge44'�'i� V.& DATE /Z _'( _IQ 1 �"^ I rift I I I . • A A0.0 , _ • Vf l Af f fi'. y • '4 A �► • 1'. 4 . • .•- RigtrtiriVIRM • PM. AP4 . /I• ,. • 11 M ll .. - I ♦ . • •N • • I 11 �� •/ I ! �.. .[� S. Or • i 'I • II ! f. I • - l �� 2, 01 01 1 (64 I 44150 CI - y h• � OZ G, - �A 014 (1 A, tJio,t . o oK �✓aw� 1 14134C. 3NY3 riAcA• c u000c• - ralolg 32 -A. -' cru k- 1 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT prepared by: PLANNING DIVISION /1 PLAN CHECK NUMBER /� C IO '''OW 131. 142 1 I'i oNe r ist-etYAK wilt b wta4144ct �3 a� ritao5td d,tur . 4alyti vit t Vkq■rewidut4 a ```L �s S, C, 4305 H 40 a A SV Osti i cJV4 ii C • 7.� -. .` ' . •. T a l• !A *As • > ! •,, • 'Vei , 1 • •. - ' 1 o14 pa yc. A- . 4tiat 041071N 1908 WE ARE SENDING YOU THE FOLLOWING N1 Attached OUnder separate cover COMMENTS City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 0061433 -1800 Gary 1. Vanousen, Mayor t LETTER OF TO I, DATE 2!'"2:0" REGARD ING IS 4 iij4 , 10 - 1z4 f4i 40e Ng, 15-03 ItAl.igeoeco q0 -030 ��II� ✓c.l� L )4 96005 TRANSMITTAL COPIES DESCRIPTION 1 Oth104%01001441406(0(0“4144045 THESE ARE TRANSMITTED fokin1C4i_gla CaLcolatioti.0 X444 For approval ® For review and comment 0 For your use and information As requested Other 14Eitl3Ed 4ai add resolomii+ 4wo Goq►E5 aF'14401461 d de.Vtieoed Plan Review PROJECT ADDRESS ' 4L 3 DATE 2 _.& .r. 90_. 11 5tu htl o 4i4 or 1 elwItee& IK hot hokfty 'For ottehor 4 co CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT prepared by: , PLANNING DIVISION PLAN CHECK NUMBER , 0 — 030 MOW • • • 1/' 4, i■ ' 1 Or a. • • I AS • ♦ . • . • • f. „ .011r:'40 ♦ • • • • t .AC-4 t . 1._ • II • 41 P s Pa • \ • nun!trym` . '�?! i .. � /� Wit!% ICIME I • u i m• 1 eri • ♦ •.. -r_... . • • • — COY .. t he i. -yr ,(o c.( ' • IIII : ■� � 1 ! ' 1I i • r ! • . • . it LA.( .G ! ovotak - aft or era44.a416 - �z 1 WI07 /M Plan Review PROJECT '',��ra�i ir ADDRESS v''' ,��WLI DATE Z..15 -410 OCCUPANCY GROUP 15'Z, 61#4:44414' TYPE OF CONSTRUCTION VI/dad Ar l`rlgi LOCATION ON PROPERTY 1 2 " BUILDING HT. / NO. STORIES Qliad ' 4.1 ' f 1G t ' 3 • D# K � FLOOR AREA 645 6,P, Tot z 4aeet Z, OCCUPANT LOAD 14,144- ►, g4-414 177 2 4 160 ,nd 114 EXITING REQUIREMENTS * DETAILED REQUIREMENTS OCCUPANCY 4h . TYPE OF CONSTRUCTION ogga PART V, CHAPTER 23 U.B.0 W.S.E.0 6d9W11 CHAPTER 51 -10, W.A.C. adie NOTES: CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT prepared by: , PLANNING DIVISION PLAN CHECK NUMBER 90a' OW lilec14* Plan Review PROJECT ADDRESS f 4 v d DATE 2 qS" 'ff,�... ... 00 Cyr .t = 70 Ak4 a ,; -adc, = 40a0 5� kiktiW1 s it ro;1 44414 _ (0, F F s Peg.- 444 1 icn 14 N /07 !01 ale__ /_IDO oZ 46 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING DIVISION Ityta 441741W fi" oX, 120 78/1 47 /Z* 2378 / ii�C1 prepared by: , PLAN CHECK NUMBER 177 Plan Review PROJECT ADDRESS DATE ( •S4 , 0 tiCiAdI l — St.,�l 4iteez. (o = 4-35' ssit • 60040 Oda) 144 41 /44) I77) 117, D ;0,5 `' 3A: gild , l z 4t - » k V oak. tha ifs 001, n J t! I! /s is is • << is is is k ( zady4 AoiteatiallitYV--= = d 6, .�llart• a 3 'a4 • 3 / Z i fierdil4 aiiIL .. • 4" ✓ 3 PI , .r _ .4,41 41 - ��LZyl�ll�l ,� a0 �, CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING DIVISION PLAN CHECK NUMBER ,q0 — ODD prepared by: , A 04107 /M c• - Ai ��c�f ► f_.o•1 t. lwa11' •U'4rR 1 •+ 1 Z i °i�j lJr� 1 *tZ ic7 ! Ar <-('Iwa114 +0q1 a ii 1 R(YYtY (-IRE A U • FLOOR, 0:: . 0 » t-i t t t ROOF= . 20 0f3 '. .0.035. .703 .5 WPiL:.L . • .1 9E300 C .'q ; •59'1.0 GLAGE3 ia60' 3 • ;:1 » ;:3 ti i�'3t:3 tab1 E. 3 . UC1= 0 1=7() Ac.Lt»ta1 Ur' = 0 1:47 Ca 1 c;: t:.i 1. •l, i ri i•1 •1D p ra i= r ei . • b ENERGY .'CC3DE.. C CJMF 1:..I.P l' CE' Uc1..CALT. ULAT ION ACTUAL TI•iis bt,tiltiirIc1 -d 1•9 6 1.4a ''ri:Gttf1 Eiitf >rtpy RECEIVED CITY OF TUKWILA JAN 241990 PERMIT CENTER ARE:.Pi , lJ ::. x1.1 dO 100 t:i 0", 1005 19800.. 0 »0/4.8. X11:50.4 B600, •. 0' 4 i 1. 6C) /43500 71 1 . �F', Actu 1 Pica Optab1 fi? ll c,-74 0 190 CGS1 1 1ai•l;il;}it prPparii ?C #. b • W.•. w...... �1NL.&. l i t:..!' i i �fl+ f4 '`L:;F.�. } "n::..:i'L:�l".`...i �::r t'.:. i:�:Yi!. EWE PG r CC:ODC- t tJl''11�'i...1(il\{i';F 1 ki C G:I.'.iwl ll_AT LGJh __ Uc A 1 cif. •1Jrr_Fcii 4 °Aw :i.1 •WU1'J i.1 1 •+ -Ac3 .l A z i :Ar'04.:yr,•t Avi.a 11 •4-Aq 1 i. i 1 q ACTUAL. EPJERGY CODE . FLOOR 0 0 .: 08 [, cf • _ .RdpF ' L:19100.. 0, ;0'35 703,4 2610)0. 0 i) . `• WALL. : 1. 9E100 0.''.:S tw,}'-*E>•'r.> 19800'. t• i 048' GL:A$S 9600 0'. "a 520 Cj}400' • • O 6 P . Pu.tG 1 i c11 'Phis bL.L 1c} the' 1986' W.8 ii- firth tt to Elio) l : ::b t: A >tU 0 1 005 950.4 . 5460 7115..k'. FORM NO W & AK 5000.2 Fol use with Washington 1 Alaska Region American Lend Title Association Owner's Policy —Form 8 -1970 (Amended 10.17.70) S C H E D U L E A— Continued r i p7-io J ) The land referred to in this policy is situated in the State of Washington County of King , and is described as follows: RECEIVED CITY OF TUKWILA JAN 2 4 1990 PERMIT CENTER PARCEL A: Lot 1 of Short Plat No. 79 -7 -55, according to the Short Plat survey recorded under King County Recording No. 7908210370; Situate in the City of Tukwila, County of King, State of Washington. PARCEL B: (and Fort D 4) That portion of vacated Tracts 4 through 9 and 12 through 17, and vacated streets adjoining, in Gundaker s Interurban Addition, lying within Sections 23 and 24, Township 23 North, Range 4 East W.M., described as follows: Beginning at Highway Engineer's Station P.O.T. (2M) 127 +45.0 on the 2M line shown on the State Highway map of Primary State Highway 11 (SR405) Green River Interchange, sheet 2 of 4 sheets, established by Commission Resolution 11192, February 19, 1962; thence Northeasterly at right angles to said 2M line North 30 °27'06" East 218.36 feet to a point on a line that is parallel with and 140 feet (measured at right angles) Northeasterly of the Southwesterly margin of vacated Kennedy Street (67th Place S.) as shown on the plat of Gundaker's Interurban Addition to Seattle, as per plat recorded in Volume 14 of Plats, Page 46, records of King County, said point being the true point of beginning of the parcel to be described herein; thence from said true point of beginning along said parallel line North 59 °32'54" West to the bank of the Green River; thence along the bank of the Green River the following courses: North 38 °19'12" East to a point lying South 30 °04'58" West 334.53 feet from the Southwesterly line of the lands conveyed to King County by Statutory Warranty Deed recorded under Recording No. 7507300471 and North 30 °04'58" East 334.53 feet to said Southwesterly line; thence along said Southwesterly line South 59'24'45" East 183.62 feet to a point on the Northwesterly line of the lands conveyed to the City of Tukwila by Quit Claim Deed recorded under Recording No. 7410290105; . thence along last said Northwesterly line the following courses: From a tangent that bears South 30'53'45" West along the arc of a curve to the left having a radius of 60.00 feet and a central angle of 33'10'27 ", an arc length of 34.74 feet; thence tangent to the preceding curve South 02'16'42" East 52.69 feet; - continued- DESCRIPTION, PARCEL B (continued): thence tangent to the preceding course along the arc of a curve to the right having a radius of 32.00 feet and a central angle of 24 an arc length. of 13.63 feet; thence tangent to the preceding curve South 22'08'00" West 223.43 feet= thence tangent to the preceding course along the arc of a curve to the right having a radius of 270.00 feet and a central angle of 08'19'06 ", an arc length of 39.20 feet; thence tangent to the preceding curve South 30 °27'06" West 66.52 feet to the true point of beginning; EXCEPT that portion conveyed to the City of Tukwila by deed recorded under Recording No 7708040599; Situate in the City of Tukwila, County of.King, State of Washington. r!� c FORM NO WdAK5000.2 for use with Washington b Alaska Region American Lend title Association Owner's Policy —form 8 -1970 (Amended 10.17.70) Ler T� �5cri p -f/ - JAN 2 4 1990 S C H E D U L E A— Continued PERMIT CENTER The land referred to in this policy is situated in the State of Washington • County of King , and is described as follows: RECEIVED CITY OF TUKWILA PARCEL At Lot 1 of Short Plat No. 79 -7 -55, according to the Short Plat survey recorded under King County Recording No. 7908210370, Situate in the City of Tukwila, County of King, State of Washington. PARCEL B: ( a,et d 7 o r -r - i o - n D -f) That portion of vacated Tracts 4 through 9 and 12 through 17, and vacated streets adjoining, in Gundaker's Interurban Addition, lying within Sections 23 and 24, Township 23 North, Range 4 East W.M., described as follows: Beginning at Highway Engineer's Station P.O.T. (2M) 127 +45.O on the 2M line shown on the State Highway map of Primary State Highway 11 (SR405) Green River Interchange, sheet 2 of 4 sheets, established by Commission Resolution 11192, February 19, 1962; thence Northeasterly at right angles to said 2M line North 30 °27'06" East 218.36 feet to a point on a line that is parallel with and 140 feet (measured at right angles) Northeasterly of the Southwesterly margin of vacated Kennedy Street (67th Place S.) as shown on the plat of Gundaker's Interurban Addition to Seattle, as per plat recorded in Volume 14 of Plats, Page 46, records of King County, said point being the true point of beginning of the parcel to be described herein; thence from said true point of beginning along said parallel line North 59 °32'54" West to the bank of the Green River: thence along the bank of the Green River the following courses: North 38 °19'12" East to a point lying South 30 °04'58" West 334.53 feet from the Southwesterly line of the lands conveyed to King County by Statutory Warranty Deed recorded under Recording No. 7507300471 and North 30 °04'58" East 334.53 feet to said Southwesterly line; thence along said Southwesterly line South 59'24'45" East 183.62 feet to a point on the Northwesterly line of the lands conveyed to the City of Tukwila by Quit Claim Deed recorded under Recording No. 7410290105; thence along last said Northwesterly line the following courses: From a tangent that bears South 30'53'45" West along the arc of a curve to the left having a radius of 60.00 feet and a central angle of 33'10'27 ", an arc length of 34.74 feet; thence tangent to the preceding curve South 02'16'42" East 52.69 feet; - continued- r ^r; r2ii��f „•.j`.bi ?:•?r* irv y= r ^:Yi�i E DESCRIPTION PARCEL 8 (continued): thence tangent to the preceding course along the are of • curve to . the right having a radius of 32.00 feet and a central angle of 24 ", an arc length of 13.63 feet; thence tangent to the preceding curve South 22 °08'00" West 223.43 feet; thence tangent to the preceding course along the arc of a curve . to the right having a radius of 270.00 feet and a central angle of 08 °19'06 ", an are length of 39.20 feet; thence tangent to the preceding curve South 30 °27.'06" West 66 feet to the true point of beginning; EXCEPT that portion conveyed to the City of Tukwila by deed recorded under Recording No. 7708040599; Situate in the City of Tukwila, County of.King, State of Washington. • RECEIVED CITY OF TUKWILA JAN 2 it 1990 PERMIT CENTER PREPARED BY: CHECKED BY: DATE: /1/7/q() SCALE: PAGE z rL©o1 C. !15 MARKET STREET • KIRKLANO. 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' • L I • • . 4. so 0001 In discussing the storage requirements for the proposed property, it was ascertained that the storage can be accommodated by ,increasing the River cress-se :ticn adjacent to the subject Site. This method was discussed with W. Phil Fraser, City of Tukwila, Department of FUblic_ W:rks and previcus discussicn with Andy LeVeque of King County Surface Water Management. The widening of the River was performed above the Mean High Water Elevation of 18.3:0 (NGVD Datum) which represents a flow of 9000 CC'S. The bench width is dependent en the present bank slopes, and the lccaticn of the City's property which was set aside for ccrstructicn of the River Trail. Determining River Fl aws ; 120x:x:0 cfs El evat i cn = 21.90 9000 cfs Elevation = 18.30 Vertical Difference = 3.60 feet Average bench width = 15.00 feet Average River Velccity = 5.00 fps ( Determine of KC SAM ) Increase in River's Flaw = 15.0 x 3.6 x 5.0 =2700 S Anticipated flews from the Site for 10, 25 and 100 years. are as follows; 0 = 3.72 cfs ( 10 -year ) 0 = 4.74 cfs ( 25-year ) 0= 6.24 cfs ( 1 Cx }-year ) We note that the. highest anticipated flews from the. Site is far less than the increased flow capacity of the River. Determining the capacity of the existing storm system in Scuthcenter Blvd and the its cutfall northerly to the River. STOF31 DRAINAGE REPORT • FOR HO EW00D SUITES SITE Total Area =11.25 Acres Site Area = 3.12 Acres Scuthcenter Blvd = 0.89 Acres State Farm = 0 (flog from this Site is directed to the Ri ver and not the existing cutfall ) Fort Dent I = 1.72 Acres Fort Dent I I 5.52 Acres The following calculations analyze the pipe capacity of the existing cutfall pipe from the cul- de-sac at the end of S_uthcenter Blvd to the.River cutfall. The capacity calculations are analyzed for the 10, 25 and 100 year storm. To • A C CA 1 Q PIF£ CAP STORM 12.83 5.73. .80 4.584 1.42 6.51 24 18.18 10 12.83 11 .80 11 1.78 8.16 24" 18.18 25 12.83 11 .80 11 2.3E 10.82 24" 18 100 13.73 11.25 .80 9.032 1.36 12.28 27 24.88 10 • 13.73 11 .80 11 1.7.E 15.54 27" 24.88 �y� w/ 13. / 3 11 . 80 11 2.28 20.59 27" 11 24.88 100 14.00 11.25 14.00 11 14.00 11 . 8 . 80 . 80 9.032 1.34 12.10 30 35.82 10 11 1.70 15.25 3111 35.82 25 11 2.26 20.41 30 35.82 100 Please refer to Pipe Sizing table for Pipe's slopes and roughness coefficient. It appears that the developed flews tributary to the out fall storm system will pass through the existing pipes' system without problem. I .o I / 13111! 0 11 !or Pow tow N t 0013$ ..« •.•M ..•s • 1 Sd3361101%13 IIOLI ewe •...�, .�. ..�, J2i /n� QQOff7L ✓oh` 1004 11011f1Ar11Q3 113113g IIYOA! A31131103111 WWI rd 3etlsias Y,013 641/1/ Y,111$30 1110 A! v/ • r L., 9 -:1 -z sots f ^a. ^3i ro' li(%' .'f` }1)1 y LL:1 r% I bL 6 gc• 1 117 O); ZS 9 *41 II' '' ?7 Z 45 I L ., Q9{ 1, 621 fr I 01 fZ77 VV7 QA' F3• io N of 1 Evi ,; Cll. 'l ° 'I L 1 z8'1 - , 10.'479$• 6a =• 03 £ 141 3 ' ',b•Z .6 ,.ZI Q61 14.0'i ' y/-* 41b•1 .VT a9S• 'r 03• 517• _ B SI► brt $IIY,113Y ~ ,� � ' ` ► ` �, � • ar Ail � . s t. �� '� o f 4► 0 ,1' - 01r ♦ A ,� f + i 1 O~ � 3 # ` '. o c , O a d b it , _ a � AL MOf1r �O 1)13111! 1 mini mosso C MIwl31IA : . • • 1 ■ $4 3 fl` Keith Litehne Staff Engineer Charles L. Vita, Ph.D., P. E. Senior Project Manager A' REPORT PREPARED FOR JOHN C. RADOVICH DEVELOPMENT CORPORATION : X • GEOTECHNICAL ENGINEERING slimy. . . . . Fara DENT 2 • ' '',, ' ,,, •: SOUTHCENTER BOULEVARD : TUKVVILA, WASHINGTON , , • • 1. • :. • November 8, 1988 John C. Radovich Development Corporation 2000 - 124th Northeast #B -103 Bellevue, Washington 98005 Attention: Ms. Katie Greif - Kulczyk Subject: Reference: Dear Ms. Greif- Kulczyk: Consultation River Bank Stabilization Fort Dent Phase II Tukwila, Washington Earth Consultants, Inc. Geotechnical Engineering Study E- 3007 -2, November 2, 1987 1805. 1361h Place N.E., Suite 101, Bellevue, Washington 98005 222 E, 261h Street, Suite 103, RO. Box 111744, Tacoma, Washington 984119998 c Earth Consultants Inc. Geotechnical Engineer., Geologist. & Environmental Scientists E- 3007 -4 We are pleased to submit herewith our report titled "Supplemental Geotechnical Engineering Study, River Bank Proposed Fort Dent -2 Office Building, Tukwila, Washington." This report presents the results of our field exploration, laboratory tests, and engineering analysis for the property located on Plate 1. The purpose and scope of our study is outlined in our September 13, 1988 proposal. We previously submitted a general geotechnical study for this site in the report titled "Geotechnical Engineering Study, Melin Parcel 2," dated November 2, 1987, and a preliminary report titled "Fort Dent Phase 11," dated October 5, 1988. This report supercedes the later reports. Bellevue (208) 843.3780 Seattle (208) 484.1584 Tacoma (208) 272.8808 John C. Radovich Development Corporation November 8, 1988 The results of our study indicate that the existing river bank is at least marginally stable under present site conditions. The river adjacent to the site is in an active depositional mode. Up to two feet of loose sand has been deposited on the banks adjacent to the site. These deposits overlie a riprap armor previously placed to inhibit erosion. Higher stream flows during rainy periods will result in erosion of these recent sand deposits. • Earth Consultants, Inc. (ECI) recommends that the existing vegetation covering the lower bank be retained to help minimize the erodability of these loose surficial sands. SITE CONDITIONS E- 3007 -4 Page 2 Surface The lower river bank has slopes of 2:1 (Horizontal:Vertical) to 1H:1V. A cover of grasses, blackberry bushes, and vines blanket much of the river bank and reduce accesshility as well as obscure the riprap which protects the slope. At the time of our study, the river was at low flow and approximately twenty -five (25) feet (vertically) of the river bank was exposed. Subsurface The river bank was explored by hand - excavating six bore holes at two locations (HA -1, 2) shown on Plate 2. Please refer to the test hole logs, Table A, for a detailed description of the conditions encountered at each location explored. The following is a description of the subsurface conditions encountered: (1) the bank has had up to two feet of loose fine to medium sands deposited over the spalls during periods of high river flow; (2) the river bank has an apparently continuous cover of quarry spalls four to ten inches in size and larger; and (3) the quarry spalls are underlain by fine silty sands. Earth Consultants, Inc. John C. Radovich Development Corporation November 8, 1988 Earth Consultants, Inc. Groundwater Previous groundwater measurements (by others) indicate that the groundwater level corresponds roughly with the elevation of the river. Clearly, the groundwater level is not static. Thus one should expect fluctuations depending on the river level, season, rainfall, and other factors. Generally, the water level is higher in the wetter winter months. Changes in groundwater levels probably lag changes in river level by a significant time interval. This characteristic has been accounted for in the slope stability evaluation. DISCUSSION AND RECOMMENDATIONS E- 3007 -4 Page 3 Bank Slope Stability A slope cross section (Mithun Partners dated 9- 12 -88) and soil information from borings (ECI report E- 3007 -2) were used to assess the riverbank stability. Two slope configurations (Plate 4) were evaluated: 1) Existing Configuration: The riverbank unchanged at about 1H:IV. 2) Proposed Configuration: The riverbank is reshaped with a fourteen (14) foot wide bench excavated at Elevation 18.4, then sloped back at 2H:1V to the existing graound surface, as shown on Plate 4. Conventional analytical methods and computer program PCSTABL4 (Purdue University, 1975) were used to calculate a slope stability factor of safety (FS). The estimated factor of safety of the proposed design was estimated as follows: 1. The effective angle of internal friction for the silty sands was conservatively estimated to be 30 degrees, based on SPT blow counts and soil texture. 2. The minimum value of effective cohesion required to just maintain stability of the existing slope configuration (FS= 1) was back - calculated. An estimated cohesion of 100 psf was obtained. John C. Radovich Development Corporation November 8, 1988 E- 3007 -4 Page 4 3. FS for the proposed slope configuration (Plate 4) was calculated using an effective angle of internal friction of 30 degrees and an effective cohesion of 100 psf. Using the above design constraints and soil parameters, three slope configurations were assessed for slope stability. The letters (A,• B, C, D) correspond to points or, the slope (Plate 4). The slope sections and estimated factor of safety are as follows: o Existing ground surface (ABD): FS= 1.0 (selected reference value). o Slope below Elevation 18.4 (AB): FS= 1.1 o Proposed bench and slope below Elevation 18.4 (ABC): FS =1.3 o Proposed cut below Elevation 24.0 (A, B, C, D): FS =1.7 These factors of safety are approximations of actual conditions. Under extreme drawdown conditions, local instabilities will occur; these may require remedial repair from time to time. Bank Slope Stabilization We believe, after interpreting our slope stability analyses and field observations, and based on apparent past performance and current conditions, that the river bank below the proposed bench is currently stable under normal river flow conditions. An average flow velocity of five feet per second (fps) was reported by the Corp of Engineers (telephone conversation with J. Lenconie, April, 1986 regarding ECI report 2720 -1). ECI then assumed a maximum high flow velocity of ten fps (twice the average flow velocity) for this reach of the river in evaluating stability and estimating a riprap size of approximately six inches by the tractive force method. The ten (10) fps flow velocity and resulting erosion potential was also evaluated by the U. S. Bureau of Reclamation Method (also Tractive Force Method). Riprap sizes were slightly larger. Earth Consultants, Inc. c John C. Radovich Development Corporation November 8, 1988 Earth Conaultanta, Inc. E- 3007 -4 Page 5 Extreme flows in excess of ten (10) fps (up to fifteen [15] fps) would require riprap sizes to sixteen (16) inches. However, these extreme flow conditions are considered to be unlikely, infrequent events. Properly placed six to eight inch sized riprap is expected to provide adequate protection, though with a lower margin of safety. Modifications to the river bank will be made by the John C. Radovich Development Company. These alterations will take the form of a fourteen (14) foot wide bench constructed at Elevation 18,4. Above this bench, a 2H :1V slope will be constructed to the top of the bank. The bank cuts made during the proposed development will be armored with riprap. ECI recommends that the proposed river bank improvements include the following: 1. The erosion control for high velocity flow should consist of a basal blanket of three -inch rock underlying six to eight -inch (minimum dimension) riprap. The riprap cover will secure the smaller rock and help further stabilize the river bank against erosion (see Figure 1A). Emplacement of a geotextile blanket between the silty bank and riprap is optional, but not required on the low energy side of the river. Riprap placed on any river bank excavations should be hard, sound, durable, free of seams and cracks and should be broken into near - cubical shapes. The three -inch rock to be used as a wearing course and a filter material and the riprap rock should have a minimum density of one hundred sixty -five (165) pounds per cubic foot (pcf). The size distribution for the riprap should consist of particles no less than six inches in least dimension, 45 to 60 percent should be eight 'inches, and 35 percent or more should exceed eight inches in least John C. Radovich . Development Corporation November 8, 1988 dimension. The average size (D for the total riprap gradation should equal or exceed eight inches. Riprap should be placed in a single lift and nested for maximum resistance to stream action. A combined wearing surface and erosion surface control for vehicular traffic where necessary. The wear surface may be achieved by providing a cover of up to four inches of three -inch rock (minimum dimension) over the riprap (see Figure 1B). Usual, seasonal fluctuation of the river will result in sporadic deposition and erosion of the loose surficial sands. As long as these surface deposits are underlain by bank armor, damage should not occur to the banks. The previous owner has been reported to have placed riprap on the existing river bank in accordance with King County rquirements. If bank maintenance and aesthetics require removal of vegetation, care must be taken to replace disturbed riprap to maintain bank protection. In order to decrease development costs, the earthwork contractor may want to screen the river bank material excavated to construct the bench to retrieve the existing riprap. The screen should have the necessary dimensions to ensure that the material meets the specifications stated above. After the modifications are made to the river bank, the bank should be monitored. If areas of erosion are observed, additional riprap should be selectively placed in these areas. Earth Consultants, Inc. E- 3007 -4 Page 6 John C. Radovich Development Corporation November 8, 1988 FI ELD EXPLORATION AND LABORATORY TESTIN Earth Consultants, Inc. E- 3007 -4 Page 7 Our field exploration was performed in September, 1988. Subsurface conditions at the site were explored by hand - excavating six borings to a maximum depth of one and one -half feet below the existing grade. The borings were hand - excavated due to access problems and to minimize the potential for erosion on the slope. The locations of the bore holes were determined approximately by pacing from assumed property corners. Elevations of bore holes were determined by hand level measurements. The locations and elevations of the bore holes should be considered accurate only to the degree implied by the method used. The locations are shown on the Exploration Location Plan, Plate 2. The field exploration was performed by a soils engineer from our firm who classified the soils encountered, logged each test hole, obtained representative samples, and observed pertinent site features. Due to the proximity of the riprap to the surface, relatively shallow bore holes were achieved with the hand equipment. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate 3, Legend. Logs of the bore holes are presented on Table A. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Visual classifications were supplemented by index tests such as sieve analyses on representative samples. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses. The conclusions and recommendations are professional opinions derived in accordance with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. .1 r..i, ,.�... .Y; :LYrf .v.. .,... .t ..:i,i' w f ._. ... ..rfv r. .5.�' {.y ._. /��, �. .., e: } : �'re ��.. . �'. ..0 ? r.... .. Y.,.. ?.' ?': w! ✓:iYCI John C. Radovich Development Corporation November 8, 1988 E- 3007 -4 Page 8 The recommendations submitted in this report are based upon the data obtained from the explorations. Soil and groundwater conditions between explorations may vary from those encountered by the explorations. The nature and extent of variations between explorations may not become evident until construction. If variations then appear, ECI should be requested to reevaluate the recommendations of this report prior to proceeding with the construction. Additional Services It is recommended that ECI provide a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. It is also recommended that ECI be retained to provide geotechnical services during construction. Because of the nature of this project, we do not accept responsibility for the performance of the earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing services. This is to observe compliance with the design concepts, specifications or recommendations, and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. Earth Consultants, lnc." John C. Radovich Development Corporation November 8, 1988 The following table and plates are attached and complete this report: Table A Hand Auger Hole Logs Plate 1 Vicinity Map Plate 2 Exploration Location Map Plate 3 Unified Soil Classification Plate 4 Slope Stability Cross Section Appendix Slope Stabilization and Erosion Control Respectfully submitted, EARTH CONSULTANTS, INC. Keith Litchfield Geotechnical . Engineer Charles L. Vita, Ph.D., P.E. Senior Project Manager KAL /RJB /CLV /kml TABLEA HAND AUGER HOLES E- 3007 -4 BORE HOLE DEPTH NUMBER (FEET) DESCRIPTION (slope top) 0 -1.0; Very stiff silt (slope' middle) 0 -025 Loose silty sand 0.25 Spalls (slope toe) 0- 025 Loose silty sand 0.25 -1.5 . Dense sand 1:.4 P. ". HA -2 (slope top) 0 -1.5 Very dense silt with gravel ( slope middle) 0.1.0 Medium dense silty sand 1.0 Spalls (slope toe) 0 -0.75 Loose silty sand 0.75 -1.5 Loose sandy silt 1.5 "" Spalls Earth Consultants Inc. 0.s..hwl.d Milts wing sod amber nr WNIY OINIMA NOR Reference King County / Mop 41 By Thomas Brothers Mops Doled $88 Vicinity Map Fort Dent 2 Tukwila, Washington Pro). No. 3007 'Date Oct. 1 88 it Plata Earth Consultants Inc. Gapisskaissil tassiamirlai ..r w.a.gs Boring and Test Pit Location Plan Fort Dent 2 Tukwib, Washington _ Prof. No. 3007-4 l Oat Oel. g ee HA A ' D • 7 \ , 0 1 CII PARCEL 2 2 B l S B 1 / V 1 ■ ti TP -4 . —4 � ' . Property Line B PARCEL / 1' N PARCEL 3 ►.may --- te s. j. —'' TP-7 \ 451TP-6 Large Fill Pile ‘ r - L _ J Reference : Plat Map Received From Client Undated Not - To - Scale LEGEND Approximate Location of ECI Hand Auger Hole, Ptoj. No. E Sept. 1988 Approximate Laoation of ECI Boring , Proj. No. E-3007 Oct. 1987 Approximate Location of ECI Test Pit, Proj. Na E- 3007 -2 , Oct. 1987 Approximate Limits o Approximate Area o Proposed Building BORING 8 E 3007 9/15/87 ML 20— ML/SM SILTY. SAND Horizontal Scale 5 10 20ft. Vertical Scale 5 10 20ft Elev.. 22 / PROPO PROPOSED CUT EXISTING GROUND E /ev.. 22 //2000 SURFACE CFS E /ev, /8.4/9000 CFS GREEN RIVER Prq. NO 3007 Oate Nov.: 88 Plats SILT SILTY SAND WATER TABLE • Horizontal Scale • 0 5 10 Vertical Scale 's 5 10 20ft. 20ft. Earth Consultants inc. o..t..`.' I R.sl sIta$ ar a.iMty MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse Grained Soils More Than Malarial Larger Than No. 200 Sieve Size G And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve - Clean Gravels (little or no lines) e° .; ea . ,n a •. . : e � pa_ ; GW / / gw Well- Graded Gravels, Gravel -Sand Mix Lillie Or No Fines • :0::0: . • ' • • .. • ' Gp gp Poorly -Graded Gravels, Gravel- Sand Mixtures, Lillie Or No Fines Gravels With Fines( appreciable amount of Ilnes) 1 1 1 1 1 GM - gm Silly Gravels, Gravel - Sand - Sill Mixtures • I GC gC Clayey Gravels, Gravel- Sand - Clay Mixtures Sand And Sandy Soils More Than' „ F actipnoarse Parsi No. 4 Sieve Clean Sand ( little or no fines) °,30 e• ; °o e0: o ° e o ° ° ° ° e ° o SW SW Well- Graded Sands, Grav€Ily Sands, Little Or No Fines ! , i •;t• :;.••. •50% • • • • .7 . / .....„... y-- ---- Sp Poorly Graded Sands, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount of lineal SM Sm Silty Sands, Sand Sill Mixtures y r • SC SC Clayey Sands. Sand - Clay Mixtures Fine Grained Soils More Than 50 °'. Material Smaller Than No. 200 Sieve Size Sills Liquid Llmll And Leas Than 50 Clays % I I li / MI ml CL C) Inorganic Silts d Very Fine Sands, Rock Flor.r,Silly- Clayey Fine Sands; Clayey Sills w/ Slight Plasticity Inorganic Clays OI Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean i I I L ,(21,......„../.--- OI Organic Sills And Organic Silly Clays 0I Low Plasticity • Silts And Liquid Limit Clays Greater Than 50 I I I I MH mh Inorganic Silts, Micaceous Or Diatomaceous Fine Sand Or Silty Soils CH Ch Inorganic Clays Of High Plasticity. Fat Clays - �/ / l/ OH o h Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Soils `.�_•iT ' ,,.._ PT pt Peat, Humus, Swamp Soils With High Organic Contents ' Topsoil ,,,,,'`.. ' "' • Humus And Duff Layer Fill ► i Highly Variable Conetlluente The Discussion In The Text OI This Report Is Necessary For A Proper Understanding OI The Nalure Of The Material Presented In The Attached Logs Notes : Dual symbols are used to indicate borderline soil classification. Upper case letter symbols designate sample classifications based upon lab- oratory testing; lower case letter symbols designate classifications not verified by laboratory testing. I 2'0.D. SPLIT SPOON SAMPLER II 2.4" ELBY RING E SAMPLER OR P SAMPLER PUSHED JIE SAMPLE NOT RECOVERED 2 WATER LEVEL (DATE) i WATER OBSERVATION WELL Earth Consultants Inc. Oeutsehnical inglnsering and OsNagy C TORVANE READING, tsf qu PENETROMETER READING, Of W MOISTURE, percent of dry weight pcf DRY DENSITY, pounds per cubic ft. LL LIQUID LIMIT • percent PI PLASTIC INDEX LEGEND Proj. No. 3007 -4I Dan oct' 88 IP.. 3 W O. 0 • W O 0 1 0 W 0 W c c VI • �► vs I la g i+ k AIM N al si 46 a kin I Oi 1 d 0 - 1 S "1Ny 31. 3 ',NV w.1.' "01 k A 1Jvn 0 , 9417+ 1 ? 1 V SSV 21t7 1V'7 --, E '!� r L �1dal 3 -1NO SS') 0006/ -4 -8 t — 10 - 6tr CD Nn 14021 -;r 34_9 lc1-a 3svdazjc °G Z St OcoZy _ —A— -a-Dv ( ac+ncPig h IN Lertx3 3a r40U30-,o-7 31A �1JJI�d�� irZcrIS t:z -bz CS 7S o.s. 1.0•0 -10111 KOJ N0150�3 ari N011dM111S`d19 3sodod :1 ?Jn9 \ 1— Technical and Quality Review by: DISTRIBUTION E- 3007.4 John C. Radovich Development Corp.: 2000 - .124th Northeast, #13-103 Bellevue, Washington" 98005 Attention: Ms. Katie Greif Kulczyk January Mr. Duane Griffin Building Official City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188 Subject: Fort Dent Two Office Building Dear Duane: Today we are applying for our building permit for Fort Dent Two. We understand that a boundary line adjustment will be required as the building is located over a property lot line. This letter is to confirm to you that we will obtain a boundary line adjustment prior to building permit issuance. ' • RECEIVED • • CITY OF TUKWILA • • • JAN .2. 4 1990 PERMIT CENTER • Cordially, .mo ..,.,.. 4 . •... � .c.. ��.i �. ✓�:.,n:.. .. 1. ��fa .'�a:�.�i..e L. , +Ai January Office Building 19,.:1990 Mr. Duane Griffin Mr. Phil Frazer City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188 Subject: Fort Dent Two Gentlemen: Associated Earth Sciences (A.E.S.), the soils engineering firm of record, will be conducting all preload settlement monitoring at Fort Dent Two in accordance with the attached report. A.E.S. has recommended that the preload remain on site for 60 days and the settlement is estimated to be 2 -6 inches. When the preload is removed, A.E.S. will issued a final stamped report summarizing the settlement. A copy of this report wili supplied to the City. Please call me if you have any questions Cordially, Katie Greif Development Manager enclosure September 21, 1989 ACIO zk da.a ftrirde ,cMa roams 01al s NOM MOM' Tim 11111, L'xrenUve 19eaftIe king County lleparimeni of Public health BM Nkolp, M,U„ MAMA" I)b•ec►ur John Radovirh Development Company 2000 124th Avenue N.E., Suite 8103 Bellevue, WA 98005 Attn: Katie Greif Dear Ms. Greif: Since your. proposed building near the Tukwila, Landfill will be across the river from the l a n d f i l l , the Health Department has no ob;Jevtion to less restrictive methane gels protection for the building:: The river is an effective barrier to the gas. xf you have any questions, please :contact me alt 296••4830. Sincerely, 1lniio�lnl nesYh U1vl10kN Raotn 01sn1lth'1ow• .. Seattl W.el1b1gton pa$} :: 1206) 29$•:4723 RECEIVED CITY OFTUKWILA J AN :2 4 1990 PERMIT CENTER Steve Curry sec Environmental Health: Specialist Solid waste Program SC:rb Foiz Daff •a• BP+k: Gaol r L X 0/R.7- FZOxtO CC W t0 a 0 SHEET? OF? JOB NO I°6 " ? ‘" /s - 2" vv SOU THCEN TER B VD . E- x 1.4/E -7- WELL / / � ) 2 cj Ex L /F ST^TiU/y - -- vo G<2, 4 \ Eo /S L - LEGEND \ 62 - — S — EX S >AN 5E LA./ — `;6/V)- Ex SA ' rO2C�E Mq /N E ,\ L /"--IA N _r- JL —J /j Eh A7GH ESAS /N 7 0 ti ■ C i�"�_ "li∎ i 'O 1� ��f � i ��i .� 'l l� I .I. .I.�1 .. i I l ' I I l. %7 I i , � f �" I � I' 1 1. 1..,..1. � 1. I I I I 1. � � .�, 0 ,�,....... 1 2 3 4 5 6 I'''I`I 7 8 _TI FLEXIILE RULER 6Z eL LZ 9Z Ge 92 CZ ZZ IZ OZ Bl el Lt 9l 9l 'I CI el IC 011 11 1111161111U11u11hf11116111611111161111 1611I111110161111116IIIII6111111111111IIIIRIIII1116111I 1111116111111 111146Hlllll111111 1111 l - - - - --- ___ 2 GREEN RI VER /0 2 7 5[:41.F !:' F/ , 27 ' IF THIS MICROFILMED DOCUMENT IS LESS f CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT ao LEGAL DESCRIPTION i A O �1 . u ` JAN 2 L_) RECEIVED CITY OF TUKWILA JAN 2 if 1990 PERMIT CENTER � n EG 0 \9g9 w J 04 1- z LU J U w J Q H w a 0 30 60 90 SCALE IN FEET • 1Immanuel. ti L EGA L /JES C, 2 // T/ 7/j LL-27- n/ S /-/n,€ / /0. 79 -7- • , �'neo/ / TO Ti--/E SNC7.PTPLAT 5U .'VE'.' ,PEcCJEDE/3 /4../DER & /,V6 COL//t/7 r A:. .U• 79062/0.370 ; EXCEPT T//E .(/0,27 /wESTE,PLY AA_//J A.A2/ 'T/-/EASTE.PL YL'!) FEETAS /DEEDEO TCJ THE C C),c TL/K /LA 1JAJI ,e Q•CC7,eo /lil5 /V0.7906230 299; S /7 /Al TX-/E C/rY O, TJK‘ /L A, STA OF 1•1 ; IF THIS MICROFILMED DOCUMENT IS LESS CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT _ ... •. - - _•'..-i ..•... .u.•_...- .....r..+T`.. ■ a..a.lr- ,awua. �+.uu .wr h N6�s t . ' _..... ... .. . ._.._.. _.... ... _..._... .. _.._ _�- .- __. -.- .. -. . ___.- �..«•�+r.. r ..�...-.._ . U. .1...- .��. -.��! •, '' i alw�..ri�r...irr..i' • ...iSIdagn� I I 5 I 6 7 I I x.Y.L..J- ...... tis.a_,nu . I I I I I I I I'I i I I I'I'I I'ITI�I I .I.I.i�I.1• I . .:1- 1 :1,« . . . 1 I I . I • i I . I I .I i . • •I °�w..ea... O ,.,,,. 1 2 3 4 8 I , _*FLEXIBLE RULER - 302 AW•. oe 6z e6 Lz 9z Sz 7z Ce zz Iz Oz 6l el LI 91 s1 VI CI zl II ot, ; , IIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIIIIIIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII�IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII1IIIIIIIII�IIIIII ' RECEIVED CITY OF TUKWILA JAN 2 4 1990 PERMIT CENTEf7. - 0 z W 0 uu 1 0 z w J U $HEFT k" yam, •s �A 2 { r' 1, ; 1t .•.......�..c.:.nu,s..n vnm+•.� u�'GJr"'af.7u� , iiG :fit .k ?.A`�wi ar ye l aff Air r4 � w J C.) J t$ 1 L I77 OFAIKWILA Dept of Community Development - Building Division Phone: (206) 431-3670 PROJECT: -FOXI" FERMIT- 4' - 67Z01 ADDRESS: &B4° 6:)0144,CEN1-ez •Est DATE: -zs Fae. wur r4i :r OF____aaieTWCTION DizAi) OEV2lapRCX)E1)pc44•6 7 41J& oI A-: D4RL1 ThE 012161N/4U i leemAtw Asrpc.ick _To 114e_ 'Faufauxbic Cogei Doe i i Rembk1145IgexerustithAncauog_a_g_ex Ate INIcizer,i)Ze, FN4L. misprx.. AppeoVAL WILL 'RV:U.112E TT FRopc6eD voote4 TO - n-kis cog:tame:ie. Age 1ISTALL5-1) At-ID 44,Fe. l. FAZE RATED (4%ermf3t,ies in cLosees, 'Rat Re. Doom MARXED_IB 2 a%eVifSuES %Drat__ LveAvratroL. G CLc6tHo uae. 430(4o.yg)) AcTiogiT6DE4 14,0t4117)1zED States tieme T3 ()xtmaigle0M ttkistoe. OF etzumpe. caw. Feci_MoLOR 6PeciAt, Kta4Lexe ortsfEagfiZI 1Z c 1E140E-9 LL_A_TiON F . 6UspERDED GEtt.Mct Li&virit%lcv AND ARK DIFRisseg5 itiA.ALL N Acc0ROANCE W t1 HOIE1insIAXAgS COFIE5AVAci-1. ,..:k OF -- RDix - r - t_ vuk1/4u- s 6 _,6Liey:cv - T7D_Rsi1it1 1 w_, R 6 ;E - n PiciVoEtiCE. OF 114 TON PTPeovAa... • All■•••• tr_941 M. PLAN REVIEW • goo A are_ _ail 6300 Southcenter Boulevard — #100 Tukwila Washington 98189 II. IS 4 ("won cf PlkAAL Prepared by: • ad E c , 1 11111111111111111111W 1111111111111 11111'4111111111111111[1111 1111111111 111111111111111111111111111111111111111111111111111 I 1111111111111,111111111111111111111111111111111111111111111111111 0 16 THS INCH 1 2 I 3 4 5 6 7 8 9 i 10 11 W4EINGUNAW 12 NOTE: If the microfilmed document is less clear than this ., nettce, it is due to the quality of the priginal document. 0€ 63 se LZ 9 Z QZ i7Z eZ ZZ 1.Z OZ 6l 81. 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ZL U 01, !!!!1!II! 1 1 1 ! !!!!Ii!!!I!1!II!!!ii!!!!In!! !I!11!!I! I!Ii!i!In!II!n!Innl!! 1111111!!Ii!!!1!111!11!LIII !lli!f! lil!I►Ic 8 L 9 S E 2 L ''+++ 111II1111111111111 !!!IIIIii1 111!11i!11111111111 11 !II i iul�. 11 MAKIN °ERMArn 12 - gaining "' rsioining r36 l i t in nes. tae run: he four tie me- lted. tint run. sinners a main wire is : 1 holes Ito se- !skate MSG nforrn- ts am. lie air m 18) '.lures by 36 t ames hang• these ;18sai- en to open side >fece 1 in. moan 9 M. ;ado- »es nfng Per- Vela y in rain rax feel 1107 tr_h ends. Used only in conjunction with classified (CSeries) wall molding (Item 16). May not be used with altemate wall molding (Item 16a). 25, Truss /Support Bar -Two per 5 by 5 ft ceiling module containing a recessed light fixture. symmobically loc,ted about centerline of ceiling module. Spacing of truss /support bars de- pendent upon recessed light fixture size. Each vertical leg placed over the nearer web of main runner and secured thereto with grid clip or steel pop rivet. 26. Fixture Support Frame- Inverted tee - shaped steal framing members preassernbled In a form of squares or rectangles slightly larger than the light fixture to be supported. Attached to miss /support bars with integral hanger straps. 27. Board Support Molding -Used in each corner of 6 by 5 ft ceiling module containing a 24 by 24 !n. or 30 by 30 in. recessed light fixture to support the trapezoidal panels. 28. Air Handling Cross Runner Protection - Acoustical Material• -Air handling cross runners not equipped with an Air Handling Boot (Item 23) shall be protected by twc 0 by 35 In. pieces of acoustical material. The ends of the 6 by 35 in. pieces are slit from the end in approx 3 In. to accommodate hanger wires. The two pieces overlap approx 3 in. over the center of the run- ner. A clearance of approx 3 in. between the runner and the protective shield is provided by the grid clips which also support the protection materiel. (S) = Surface Perforations. Armstrong World Industries, Inc. - Type ' /. in. P (S) 29. Concealed Cross Tea -(Not shown) -Nom 58' /r in. long, 20 MSG painted -steal tee, V/ in. high with a 15/16 in. flange and a 30 MSG painted steel wrap on the flange. 20. Flexibla Air Duct -6 in. than. Any Class 0 or Class 1 Air Duct material Bearing the UL Listing Mark. 31. Alr Deflector - (optional, not ebcwn).- AAnached to air handling cress runners by means of spring steel clips. May be used only in conjunction with air handling runners equipped with air handling boots (item 23). 32. Acoustics! Material -Nom '/. !n. min thickness in ceiling nodules containing recessed light fixtures, nom %. in. min thickness In flat areas. Lay-in panels for use 111 fiat modules larger than 30 by 60 in. (i.e., those modules having widths greater than 30 in.), shall have a kerfed edge detail along one long edge. These panels shall be joined along the kerf with a concealed cross tee (Item 29). Trapezoidal and rectangular panels in ceiling modules containing recessed light fixtures are sized to fit a particular light fixture size. Package markings indicate the fix- ture size for which a panel is intended. Trapezoidal panels, other than those intended for use with nom 24 by 24 M. or 30 by 30 in. recessed light fixtures, may be equipped with edge molding along their nonparallel edges, consisting of either a vinyl or a min 0.010 in. thick (31 gauge) painted -steel channel. Hold-down clips required. Two clips per edge, installed to secure the edge of the panel to the grid system or light fixtures. (S) = Surface Perforations. Armstrong World Industries, Inc. -Type % in. P (S).'/. in. P (S) 33. Seismic Cross Runner Clip -Steel Framing Members•- (Optional, Not shown)-Usea as re- quired for seismic restraint. Armstrong War 'Bearing the UL Classifie Restrained Assem Unrestrained Assemb . arking Design No. P225 atings -1 and 1 1/2 Hr 16) Unrestrained Seam Ratings -1 and 1 1/2 Hr. !sea items 11, 12, 16, 156 and 111) For general information applicable to Roof - Ceiling Assembled; refer to Design Information. Section, Roof-Ceiling Assemblies in the front of this Directory. Beam -{Not Shown)- W8x12, min size. 1. Roof Covering•-- Consisting of hot mopped or cold application materials compatible with in- sulation(s) described herein which provide Class A. 8 or C coverings. See Building Materials Directory-Foof Covering Materials (TE1/1). A. In lieu of Item 1, roof covering consisting of single -ply Sheathing Material' that Is either bal. Q lasted, adhered or mechanically attached es permitted under the respective manufacturer's Classification. See Fire Resistance Directory -- Sheathing Materiel (CHIZ). 18. In lieu of items 1 or IA. for use only with Foamed Plastic insulation (item 2A), Sheathing Ma- terial' loosely laid over gypsum wallboard. American Hydrotech Co., inc. -Type Hydro -Seal. Firestone Building Products Co. Plymouth Rubber Co.. Inc. -Typo Plyroof 45R. LOOK FOR MARK ON PRODUCT erns 11, 12, 15, 15E and 16) fr. (Sae Items 11. 12, 15, 152 and CE 1NQ P65614146 o CiTY OF TUKWILA APPROVED U G 1 ib90 AS NOTED BUILDING DIVISION I 0 16 THS INCH 1 2 jt lj .,y. rM1 111111111111IIj1I111 `Ij111111I1III1111HI!¢t : raITIf;` PITIl 1111111111111flIPIiIlTIliCW1111,l1l1!i{' HITriIIIIIIHIPOI IIilNHIP11111II1II111111i11H 1 3 4 5 6 7 8 . 9 1Q NOTE: If the microfilmed document is less clear than this b notice, it is due to the quality of the original document. r3£ 6Z se LZ 9Z SZ 4Z CZ ZZ lZ OZ 61. 8l LL 9L SL 1 7L £L ZL ' 11111I1111 111111 1111IIIi111111 . 11111111 I 11111111I I IIII 1111 !II111 ; l !II1I I!1 1 IILlll�illLI�11111) i11111111III�ni�111I11 ;i�l�lll:liii� 411lilin1 l lial�a U IIi i ii1i1111 unhill li11lmihnili See bbd FIRE RESISTANCE DIRECTORY FIRE RESISTA' CE RATINGS (BXUV) - Continued W. R. Grate & Co. Construction Prods. Div -Type GRM350. 1C. Metal Roof Deck Panels Not shoe/re-In addition to or in lieu of Items 1 or 1A, the roof • covering may consist of • mechanically fastened metal roof deck panel assembly. See Fire Re- sistance Directory - -Metal Roof Deck Panels (CETW). 2. Mineral and Fiber Bards•-24 by 48 in. min size, max sue 48 by 96 In. to be applied in one or more layers. Bards to be installed perpendicular to gypsum wallboard direction with end joints staggered 2 ft in adjacent rows. When applied in more than one layer, each layer of bard to be offset in both directions from layer below a min of 12 M. in order to tap all joints. Min thickness 1 in. (No limit on max overall thickness). When only one layer is used it may be bonded to gypsum wallboard or laid loosely. When two or more layers are used the it,sufation may be fastened to steel roof deck (through wall. bard) with mechanical fasteners (Item 6A) and/or bonded to wallboard or vapor barrier and/ or bonded to additional layers of Insulation with adhesive (Item 6) or hot asphalt (Item 6B). Ad- hesive may be omitted from between components secured together by mechanical fasteners. Fiberglas Confide. Inc. -Rigid glass fiber boards. International Permalit* lne.- -Rigid mineral fiber boards. Johns - Manville Corp. -Rigid mineral fiber boards. Owens - Corning Fiberglas Corp. -Rigid glass fiber boards. 2A. In lieu of Item 2, for use with Sheathing Material (item 18), insulation consisting of: Famed Plastic 24 by 48 in. foamed plastic intulation boards to be placed on top of sheathing material Item 18. Dow Chemical USA -Min. thickness 2 in., Max. thickness 8 in., extruded polysty- rene foamed plastic boards, or 4 3/8 in. thick, concrete mortar - faced extruded polystyrene Type 1.6 boards. The unfaced boards shall be covered with crushed stone or concrete pavers, at a rate of 10 psi, min. UC Industries -Min. thickness 2 in., max, thickness 8 in., extruded polystyrene foamed plastic boards, to be placed on top of sheathing material (item 19) and • 28. Roof insutstSon.- Mineral and Fiber Bards and/or Building Units As another alternate to Item 2 the roof insulation may consist of one layer of Type PK Building Unit' (oamposite min- eral board and urethane foam) with the mineral board facing down or Typo PK Plus Building Unit' bonded to gypsum board or vapor barrier with adhesive (item 6) or hot asphalt (Item 6B). or fastened to steel dock (through the gypsum board) with mechanical fasteners (Item 6A). As an option, additional one or more levers of any thickness Mineral and Fiber Boards' and/or Building Units' fastened with hot asphalt, adhesive, or mechanical fasteners•msy be used. international Permalite Inc. - Mineral end Fiber Boards', B Unite-Types Pit or PK Plus. 2C. Roof Insulat?o.•s- Foamed Plastic -Any thickness polystyrene foamed plastic insulation boards bearing the UL Classification Marking, having a density of 2.5 pct mas, may be in- stalled on top of min 1 in. thick Mineral and Fiber Boards (tern 2.) and covered with dither the BuileUp Roof Covering atom 1.) or single -ply roofing membrane (Item 1A.). See Foamed Plas- tic' (BRYX) cetegoryry in the Building Materials Directory or Foamed Plastic` (CCVW) category in the Fire Resistance Directory for list of manufacturers. 2D. Roof InSUlatiOf• Famed PlastIc•-Z 6 in. by 48 in. by n mini:num of 1.2 in. thick phenolic foam insulation boards applied in one or more layers over the gypsum wallboard atom 4 As- phalt (or cal ter pitch) applied between layers of insulation. As an alternate. the foamed plas- tic mey be attached to the roof deck by self - drilling, selfeapping steel screws through steal or plasti washers. When Classified Sheathing Material with mechanical fasteners is used (Item 1A), the self-drill- ing, self - topping steel screws may be omitted from the roof insulation. When fully adhered Classified Sheathing Material is used (Item IA), a 1/2 in thick wood fiber board insulation shall be applied over the foamed plastic roof insulation with asphalt (or coat tar pitch). Joints to be offset from joints of roof insulation. Wood fiber board insulation specifi- cations as specified under the respective manufacturers Classification for Sheathing Material. Koppers Co. Inc. -fix. 2E. Roof insulation- .Famed Plastic` - Another alternate to Item 2, nominal 4 ft. by 8 ft. phenol- ic foam insulation boards applied in one or more layers over the gypsum wallboard (item 4) with cll joints in each insulation layer staggered) a minimum of 6 in. from the layer below. Min thickness 1 in. with no max for overall thickness. The insulation layer(s) Shall be covered with one layer of gypsum wallboard (Classified or Unctaasifted) supplied in sheets nominal 4 ft by 12.5 ft. by 1/2 in. Crick with all joints staggered 8 in. from insulation layer below. Insulation and gypsum wallboard layers shall be fastened to steel deck with minimum 0.140 diameter threaded shank Phillips, bugle or trumpet head, self - drilling, self•tapping steel screws. Screws and fastener spacing per manufacturer's specifications. Ladmester Systeme, Inc. 2F. Foamed Plastic•-As an alternate to items 2 through 2E, polyisocyanurate foamed plastic in- sulation boards, nom 48 by 48 or 96 ire, to be applied In one or more layers. Min thickness Is 1.3 In. No limit on max overall thickness. Boards to be installed with end joints staggered a min of 8 In. in adjacent rows. When applied in more than one layer, each layer to be offset in both directions from layer below a min of a M. in order to lap all joints. American Western Mfg. Atlas Energy, Products Celotax Corp. Firestone Building Products Co. Manville Sales Corp. 2G. Building Urlta•-AS an alternate to items 2 through 2F, polyisocyanurate foamed plastic insu- lation boards, nom 48 by 48 or 96 in., faced on underside (or both sides) with mineral and fiber wards. Boards to be installed with and joints staggered a min at 6 in. in adjacent rows. American Western Mfg. Manville Sales Corp. 3. Sheathing Material'. - Optional)-Vinyl film vapor barrier. applied with adhesive to gypsum wallboard. Adjacent sheets overlapped 2 in. T46 B. F. Gaodtich Co. - RESISTANCE DIRECTORY 563 FIRE RESISTANCE RATINGS (BXUV) Continued 4. Gypsum Wallboard or unefasaiiled)- Supplied In sheets nom 2 by 4 ft to 4 by 12 ft, by nom 5/8 In. thick. Min weight 2.0 psi. Applied perpendicular to steel roof deck direction with adhesive or laid loosely. End joints to occur over crests of steel roof deck with end joints staggered 2 ft in adjacent tows. See Wallboard. Gypsum (MX) category for names of manufacturers. 6. Steel Roof peck -Min 1 M. deee, min 26 in. wide, fluted painted or gale steel deck. Mtn 0.0/9 in. thick (28 gauge). Flutes approx 4 in. O.C., crests epprox 2.3/4 in. wide. As an alter- nate, 1 .1/2 In :cap, min 18 in. wide muted gale eta deck ' 0.029 M. thick (22 gauge). flutes 6 In. O.C., crest width ranging from 3-1/2 to 5 M. Welded to supports with welding washers 12 M. O.C. Side lap joints of adjacent units welded or secured together with No. 12 by 1/2 M. self - drilling, celftepping steel screws midway between steel joists. Classified Steel Floor and Form Units•- Noncompoatta fluted or corrugated, min 0.023 in. thick (24 gauge). 27 to 36 In. wide. 1.5/16, 1-1/2 or 2 In. deep painted or gals steel units. Spacing of welds attaching units to supports shall not exceed 12 in. O.C. Adjacent units weld- ed together 36 in. O.C. along side joints. Bowman Construction Products, Elwin G. Smith Div„ Cyclops Corp. -Type B. Consoildated Systems. Inc. -Types A, B. RI, F. Epic Metals) Corp -Type B30. Metal Deck, Inc. -Types A, B or 1. Roof Deck. inc. -Typos A, 8 -1, 8.2, END Multi-Rib or F. United Stool Dock. Inc. Type 8. Vulcraft, Div. of Nucor Corp. -Typos A. B, Bi, F. Wheeling Corrugating Co. Div of Wheeling- Pittsburgh Steel Corp.-Types B. BW, E, TF -125, -200. These units may be gale or phos /ptd. 8. Adhesive•- Optional --May be applied between crests of steel roof deck and gypsum wall- board in 1/2 in. wide ribbons 8 in. O.C. at 0.4 gal per 100 sq ft May also be applied in 1/2 in wide ribbons 6 in. O.C., et 0.4 gal per S00 sq ft, between gypsum wallboard and vapor barrier. and between vapor barrier and mineral end fiber boards. or directly between gypsum boards and roof insulation when vapor barrier is omitted. May also be applied et tho same rate between layers of roof insulation. B. F. Goodrich Co. 6A. Mechanical Fasteners -(Not shown) -Any steel nail or steel clip type f.stoner designed for the purpose may be used to attach one or more layers of insulation to steel roof deck (through gypsum board). As an alternate. the gypsum wallboard may be attached directly to the steal roof deck with the mechanical fastness. 68. Hot Asphalt or Coci Tar Pitch•-(Not shown] -May be used as an alternate to adhesive be- tween layers of roof insulation at a rate not to exceed 35 lb per 100 sq ft 7 Stsei Joists -Type 10J4, min size, spaced 48 in. O.C. and welded to end supports. 8. Bridging -Steel bars, 1/2 M. diem welded to top and bottom chords of each joist 9. Cold -Boned Channels -No. 16 MSG cold - rolled steel channels, 1-1/2 in. deep with 9/16 M. flanges, placed on Tower chord of joists end secured with 18 SWG gale steel wire. Installed perpendicular to joists, located es required to provide hanger wire attachment points. 10. Hanger Wire -No. 12 SWG gale steel wire twist -tied to steel joists or cold - rolled steel chan- nels. When the ceiling consists of nom 24 by 24 or 24 by 48 in. panels, hanger wires spaced max of 48 in. O.C. on main runners adjacent to cross tee intersections. Hanger wires to occur at ell four comers of light fixtures, at midspan of cross tees adjacent to 4 ft sight fixtures, air duct outlets, and adjacent to each main runner splice. When the ceiling consuls of nom 20 by 60 ht. panels, hanger wires shall be apcced 40 in. O.C. along main runners, one wire shall occur at each corner cf light fixtures. at midspan of all cross teas, and adjacent to each main canner splice. 11. Air Duct -Min 0.023 in. thick (24 gauge) gale steel. Total area of duct openings not to ex- ceed 255 sq In. per each 100 sq ft of ceiling area. Area of ind duct opening not to exceed 255 sq in. Max dimension of opening 18 in. Inside and outside feces of duct throat protected with 1/16 in. thick ceramic fiber paper latnin,ted to the metal. For the 1 hr Assembly end Beam Ratings only, the ceramic fiber paper laminated to the inside and outside faces of the duct throat may be omitted. For the 1 hr Assembly and Beam Ratings only, the total area of duct openings per 100 sq h of coiling area may be increased to 576 sq in., with the ores of ind duct opening not to exceed 576 sq in. Max dimension of opening 30 in. Duct supported by 1.1/2 in. deep, min 0.063 in, thick (16 gauge) cold4olled steel channels spaced not over 48 in. O.C. suspended by 12 SWG gelv steel wire. Ae an alternate to the gale steel duct, air ducts fabricated from rigid Air Duct Materials' may be used in lieu of steel ducts. The total area of duct openings not to exceed 57 sq in. per each 100 sq ft of ceiling arse. Ares of individual dust opening not to exceed 113 sq in. Max dimension of opening 12 in. The sheet steel duct drop c outlet is positioned at the center of • 24 in. long min 0.029 in. thick (22 gauge) sheet steel duet liner. The sheet steel duct drop is insulated with a nom 1 in. thick, 5 pcf density rigid glees-fiber material. The ducts aro supported by rnin 0.053 in. thick (16 gauge) 1 -1/2 in. cold - rolled steel channels suspended from the joists with 12 SWG gaiv hanger wire. Channels arc treated directly below the sheet steel duct liner, one on each side of the duct drop and ere epecod between duct drops at 72 in. O.C. for ducts up to 38 in. wide end 48 in. C.C. for ducts between 36 end 80 In. wide. Certain Teed Corp.- Rigid, Class L 12. Damper -Mtn 0.056 in. thick (18 gauge) gale steel. sized to overlap duct opening 2 in. min. Protected on both tides with 1/18 in. thick ceramic fiber paper (*minted to the metal and held upon with a Fusible Link (Bearing the UL Listing Merk). For the 1 hr Assembly and Beam Ratings only. Duct Outlet Protection System A. as described in the Design Information Section, may be used In lieu of tho damper described above. 12A. Air Terminal Units a sown) -May be used as an alternate to elr duct outlets with sur- face mounted diffusers (item 11) for the 1 Hr. Assembly Ratings Only.A max cf 16 lin ft of diffuser slot is allowed for each 100 sq. ft of ceiling area. Units must be supported from the structural stool or from coldaolled steel channels tied to the structural steel and installed in accordance with accompanying Installation instructions. 13. Fixtures, Stomped Light - (Bearing the JL List :no Mark). Fluorescent Imp type, steel housing, nem 2 by 4 ft Of 20 by 80 In: eke. Fixtures spaced se their area dogs not exceed 24 aq ft per 0 to THS INCH 1 2 wn3s r,;'7 111111111111111 11111111111111111111111111.1;i I111 lll1lltI'Il II 1111111111I1111il1l {I 1111111111111111 10 11 MADE IN GERMANY 12 3• 4 5 6 7 8 9 7 If the microfilmed document is less clear than this notice, it is due to the quality of the priginal document. f r b LZ 93 G +/Z CZ ZZ LZ 03 6L S81. Li. 9L GI i7L CL ZL I • LL ©l ) I iV;; 11111 1111 11I;;;;11111i;;;;11; i ;1111; ;111;1;;;111; ;II;1;;1;;ill;1i;1111 ;i; ;;ail;;n ;;;;Iiiil ;;iiL;;i; ;1;;1;11;11;;11;;11 584 FIRE RESISTANCE DIRECTORY FIRE RESISTANCE RATINGS (BXUV) Continued shall be used in addition to the hanger wires et midspan of the cross toes. Wired in conform. ante with the National Electrical Code. Fixture and ballasts must be considered for thew am- bient temperature conditions before installation. 13A. Fixtures Stab fizer -(Not shown) -One per 20 by 60 in. fixture assembly. No. 16 MSG painted steel channel formed u a yoke, secured to the web at midspan of cross tee on each side of fixture. When The Type 1650 metal pans are used (See item 15A); One min. 0.047 in. thick (16MSG) galvanized steel channel yoke per WI Tight fixtures, secured to the web at midspan of cross tee on each side of fixture. 138. Fixture Stebi /Isar -(Not shown) (Optional)-Min. 0.020 M. thick (25 MSG) painted steel spacer bar formed as an angle with 1 in. legs and hemmed edges and slots perpendicular to and near the ends of the spacer bar for engaging over the bulb of the tuda. Engaged over the bulb at midspan of the cross tees on each side of all Tight fixtures and over the bulb of the adjs. cent cross lee. 14. Fixture Protection - Acoustical Materiei` - in. thick, cut to form a five-aside enclosure. trap ezoidal In cross-section, approx Ya in. longer and wider and '/• M. higher than the light fixture housing. For 2 by 4 ft fixture the protection consists of a 231/4 by 47'/. In. top piece, tree 5'/. by 47% in. side pieces, and two 4ya by 23% in. end pieces. For 20 by 60 in. fixture the protection consists of a nem 20 by 80 in. top piece, two nom 8 by 60 in. side pieces, and two nom 4% by 20 in. end pieces. The top edge of each fixture protection side piece may ea provided with a 1 in. deep by max 20 in. long notch near its midpoint. The side and top pieces are laid in place and the end pieces are held in place with three 8d nails spaced 8 in. O.C. (S)= Surface perforations. Armstrong World industries, inc. -Type 5/8 in. P (S); 5/8 in. PC (S). 15. Steel Framing Member• -Main runners and cross tons in combinations listed below. A. Main runner nom 12 ft long spaced 4 ft O.C. Cross tees nom 4 ft long installed perpen- dicular to main runners end spaced 2 ft O.C. Cross teas nom 2 ft long installed perpendic- ular to 4 ft cross tees and spatted 4 ft O.C. For nom 24x24 end 24x48 In. panels. Chicago Metallic Corp. -Typos 250, 850, 1850. For the 1 hr Assembly and Beam Ratings only, Type 4050 with ncm 24x24 in. Type P acoustical material or Type 8 steel framing members may be used. Donn Corp. - -Types DXL. XD. For the 1 hr Assembly and Beam Rating only, Type X steel framing members may be used. National Rolling Mills Inc. -Types FG, FST -6000, -6000. For the 1 hr Assembly end Beam Ratings only. Types FST -6000A or -8000A may be used. Eastern Products Inc.. Sub. of Armstrong World Ind., Inc. -For the 1 hr, Assembly and Beam Ratings only, Types V, VA, V -MOD or VA -MOD may he used. 8. Main runners nom 10 ft long spaced 60 in. O.C. Cross tees nom 5 ft long installed per- pendicular to main sunnors and spaced 20 in. O.C. For nom 20x60 in panels. Chicago Metallic Corp. - Type 250. C. Main runners, nom 12 ft long spaced 4 ft O.C. Cross tees, nom 4 ft Tong installed perpen- dicular to main runners and spaced 2 ft U.C. Consolidated Systems, Inc. -Type 1500. 15A. Steel Framing Member• -For use with mouse size panels described under item 16. Main runners nom 3600 mm long spaced 1200 mm 0.C. cross tees nom 1200 mm long installed perpendicular to mein runners and spaced 600 mm 0.C. Cross tees nom 600 mm long M- etalled perpendicular to 1200 mm cross tees (midway between main runners) spaced 1200 mns 0.C. for 600 by 600 or 1200 mm tayin panels. Donn Corp. -Type X0. For the 1 hr Assembly and Seam Ratings only, Type X Steel framing members may be used. 159. Steel Framing Members -Metal pans- -(Not shown) (optional)- Channel- shaped metal pans, various colors and finishes, installed perpendicular to cross tees or main runners and spaced 4 in. 0.C. The flange edges of the motel pans engage and interlock wits: the vertical tabs of the Type 1652 end Type 1654 (See Item 15B) grid adapters. End laps joints of the metal pans shall occur adjacent to main runners or cross tees. The metal pans shall each be sup pond by at least two main runners or cross tees. (CMC Cat. Nos. 1510 and 1610). Chicago Metallic Corp. -Type 1650. 16C. Steel Framing Member• --Grid adapter -(Not shown) (Optional) -For use with Type 1650 metal pans (See item 15A). Angle - shaped adapter with a looped return flange; installed parsl- !ol to cross tees or main runners by engaging return flange of adaptor to the flange of the cross tee or main runner. Type 1654 is intended for use with cross tees. Typo 1652 is intend- ed for use with main runners. (CMC Cat Nos. 1652 and 1654) Chicago Metallic Corp. -Type 1850. 150. Steel Framing Member•-- FIller stelps --(Not shown) (Optional) -for use with Type 1652 or 1854 grid adapters (See item 155). Channel- shaped metal pans, 0.18 to .024 in. thick. steal or aluminum 1/4 in. deep and 31/32 in. wide, pieced with the painted side down in the cut- outs of the grid adapters adjacent to the vertical tales. (CMC Cat. Nos. 1532 and 1632). 16E. Steel Framing Member In. wide narrow flange grid may ere used as an alternate to 15/16 in. wide flange grid systems. Main runners, nom 12 ft long spaced 4 ft O.C. Cress tees, nom 4 ft long, installed perpendicular to main runners and spaced 2 ft O.C. Cross teri. nom 2 ft long, installed perpendicular to 4 ft cross tees and spaced 4 ft O.C. For use with T ype P nom 24 by 24 in. square edge or tegular edge lay-in panels. Grid modules containing li ght fixtures must employ a fixture centering clip at each corner. The 24 gauge electro.galy steel clip is nested on the flange of the intersecting grid tees, has two 1.7/16 in. high legs with their sides perpendicular to each other and a U- shaped return at the top of each leg for engaging over the bulb of the intersecting grid tees. When 9/16 in. wide flange grid is used max Assembly and Beam Ratings are 1 hr. National Roiling Mills Inc. -Type FSLK. 16. Acouatical Meterial•- -Nom 24 by 24 or 48 in. lay-in panels. Border panels supported at walls by min 0.018 in. thick (28 gauge) painted -steal angle with 7/8 in. legs; or, min 0.016 in. thick (20 gauge) painted-steel channel; 1-6/8 in. deep with 7/8 in. fiances. (S)- Surface perfo- rations. • FIRE RESISTANCE DIRECTORY 565 FIRE RESISTANCE RATINGS (BXUV) -- Continued Unrestrained Nxdnal Restrained Assembly Acoustic Penal Assembly and Beam MUM Sloe Rating Ratings Type 24 x 24 1 hr. 1 hr. BF, P or PC 24 x 48 or 20 x 60 1 -1/2 M. 1 hr. PC 24 x 48 or 20 x 60 1 -1/2 M. 1 -1/2 hr. P Armstrong World Industries, Inc.-Type 5/8 in. P (S); 5/8 in. PC (S); 3/4 in. BF (3). Type P or PC (S, P) 15 mm thick 800x600 or 1200 mm. These metric atze panels may only be used with metric size grid described under item 16A. Hourly ratings shown for 24x24 M. size panele apply to 600x600 mm size panels while ratings shown for 24x48 in. panels apply to 600x1200 mm size panels. 17. Hold -Down Clips- {riot shown) -No. 24 MSG spring steel, places over cross -tees 2 ft. O.C. Chicago Metallic Corp. -Typo 1060. 'Dearing the UL Classification Marking Design No. P226 Restrained Assembly Rating -1 Hr. Unrestrained Assembly Rating -1 Hr. Unrestrained Beam Rating -1 Hr. 1. Beam- W8X15, min. size. 2. Foamed Plastic•-Rigid foamed plastic insulation 2 by 4 ft boards. Boards to be installed with end joints staggered and side joints occurring over center of wallboard sheets. Dow Chemical USA -Max thickness 8 in., extruded polystyrene foamed plastic boards, or 4.3/8 in. thick, concrete mortar -faced extruded polystyrene Type LG boards. The unfaced boards shall be covered with crushed stone or concrete paw ors, at a rate of 10 psf, min. UC Industries --Min thickness 2 in., max thickness 8 in.. extruded polystyrene foamed plastic boards. To be placed on top of Sheathing Material (item 2A) and covered with crushed stone or concrete pavers at a rate of 10 psi, min. 2A. Roof Insulation Foamed Plastic`- Altarnate to Iten. 2. Any thickness polystyrene foamed plastic insulation boards bearing the UL Classification Marking, having a density of 2.5 pcf max, may be installed an top of Roof Covering (Item 3) or sing :* ply roofing membrane (Item 3A). See Foamed Plastic' (BRV)Q category in the Building Materials Directory of Foamed Plas- tic' (CCVW) category in the Fire Resistance Directory for list of Classified companies. 3. Roof Covering` - Consisting of hot mopped or cold application materials compatible with in- sulation(s) described herein which provide Class A, 6 or C coverings. See Building Materials Directory--Roof Covering Materials (TEVT). 3A. In lieu of item 3. roof covering consisting of single -ply Sheathing Material' That is either bal- lasted, adhered rr mechanically attached as permitted under the respective Classified coma ny's Classification. See Fire Resistance Directory- Sheathing Material (CHIZ). 4. Gypsum Wallboard ft or 4 ft by 8 ft by 1/2 in. thick. Wallboard positioned perpendicular to steel form ends and attached using adhesive. Joints staggered. Side joints to occur on crests of steel f.;:m units. Any classified 1/2 in. thick wallboard. Soo Wallboard. Gypsum (CKNX) category for names of Classified companies. 5. Adhesive• -To be used with gypsum wallboard. Applied to crest surface of steel form units at a rata of approx 0.15 gal per 100 sq ft Goodrich Co. The B. F. 6. Steal Form Units - Fluted, No. 24 MSG min gate steel units. 1-1/2 In. deep, 24 in. wide. Flutes with 3.3/8 in. wide crests end 1 in. wide valleys. Unite attached to supports with 3/4 in. dism puddle weld at center and at each side. Adjacent units button - punched or weld- ed together 12 in. 0.C. at side joints. • 7. Steel Jois Welded to end eupporb; min 10 in. deep, min weight 10 its /ft spaced 72 in. O.C. may. Fabricated from min 40.000 psi yield strength steel. Max design bending stress is 24.000 psi. 8. Bridging -Min 2 by 2 by 3/15 in. thick steal angles welded to top and bottom chord of each joist, spaced 48 in. 0.C. max. 9. Steel Framing Members*-Main runners nom 12 ft long, spaced 4 ft 0.C. installed perpendic- ular to bar joists. Cross tees nom 4 ft long, installed perpendicular to main runners, spaced 24 in. O.C. The face of the ceiling shalt be e min of 22 -1/2 in. from the bottom chord of the steel joists. Donn Corp. -Types DBL. OVL. DXL, XD. National Roiling Mille Inc. -Types FST- 6000, - 6000A, - 8000, - S000A. 10. At Duct -- Fabricated from 24 MSG sheet steel and eneased in 1 In. thick fiberglass board of batt. Total area of duct openings not to oeceed 204 sq in. per 100 aq ft of coiling 11rs5. Area of individual duct ooemno not to exceed 204 sa In M.tx diem of onanino 8 to to nrif •h. # +' ,. an r i 11 608 CITY or TUKWI PovrD MU G 1 7 MOO AS I4Uiii) L JILDING iVISION FIRE RESISTANCE DIRL �> ,RY FIRE R R AT ► . - Con tirtued / / 0 Desig Restrained Assetr. - 1 Hr. r""EI9 14C4ttst Unrestrained Assembly Rating-1 Hr. p$56,6 Unrestrained Beam Rating--1 Hr. 0 O ti tal rr G e'bL 3 st s< �51���Jt�litl�t#' !•t' � � .IiJR 1 1. Beam —W8X 15, min size. 2. Roof Covering*-- Consistin of hot mopped sulation(s) described herein which provide Class A, B or coverings. See Building Ma e Directory - Roof Covering Materials (TEVT). 3. Insulating Concrete. - various types of insulating concrete prepared as indicated below. A slur.. ry coat of mini 1/8 in. thickness is required between top of steel deck and bottom of foamed plastic. 'Min-thickness-above foamed'ptastio?'shali bs'afft dNo limit for max thickness. A. Vermiculite Concrete --.-6 cu ft of Vermiculite Aggregate' to 94 lb of Portland cement and 0.11 lb of air entraining agent. Zonolite Construction Products Div., W. R. Grace Co. B. Cellular Concrete --Roof Topping Mixture' — concentrate mixed with water and Portland cement per manufacturers specifications. Cast dry density and 28 -day m in c strength of 190 ps: as .;e...__..:_-, compressive •� nu with q8 i ivy C495-66. Elastizetl Corp. of America --Type 11, with a cast dry density of 39 (+ or -) 3.0 pcf. 4. Foamed Plastic' Nom 24 by 48 in. insulation boards with or without holes and slots. When nom 24 by 24 in. acoustical panels are used the maximum thickness of insulation is 2 in.; otherwise the insulation thickness may be increased to 3 in. aiMo ?plastic insulation Tray be'oniltted "provided that a min vermiculite concrete�to °ins thickness of 2 in'.' is as measured from the surface of the vermiculite concrete to the top of the steel form unit corrugations. See Foamed Plastic' (BRYX) category in Building Materials Directory or Foamed Plastic* (CCVW) category in Fire Resistance Directory for list of manufacturers. Any polystyrene foamed plastic insulation boards meeting the above specifications and bearing the UL Classifi- cation Marking with a Flame Spread value of 10 or Tess and a Smoke Developed value of 130 or Tess may be used. 5. Wire Mesh — (Optional) —No. 19 SWG galv steel twisted to form 2 in. hexagons. In addition, straight 16 SWG galv steel woven into mesh and spaced 3 in. apart for stiffness. Mesh in- stalled without attachment perpendicular to supports 6. Steel Floor and Form Units'— .Noncomposite design, 9/16, 6 a d 1 -5/16 in. deep, nom 30 in. wide corrugated units, min 0.016 in. thick (28 gauge) gals steel. Welded to supports with 5/16 in. puddle welds through welding washers, welds located at each sidelap with an additional weld midway between sidelaps (15 in. O.C.). End laps to occur over joists. Consolidated Systems, Inc.— Consoliform and Comvent Types EHD, HD, S, SD. Vulcraft. Div. of Nucor Corp. Types 0.6C, 0.6CSV, 0.6CPR, 0.6CPRV, 1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C. Wheeling Corrugating Co. —Type TV -50, TV -75 or TV -125. 7. Steel Joists --Type 8H3; min size; spaced max 4 ft. O.C. and welded to end supports. Note: Design load shall stress joists to a max bending stress of 22,000 psi. 8. Bridging —Steel bars, 5/8 in. diam, welded to top and bottom chord of each joist. 9. Cold Roiled Channels --Min 0.053 in. thick (No. 16 gauge) cold - rolled steel channels, 11/2 in. deep with ° /, in. flanges, placed on lower chord of joists and secured with 18 SWG galv steel wire. Installed perpendicular to joists, located as required to provide hanger wire attach- ment points. 10. !:'anger Wire --No. 12 SWG gals steel wire, twist -tied to lower chord of joists or cold- rolled channels. Spaced 48 in. 0.C. max on main runners;'henger wires to occur at all four. corners' £ of:;light`fixtures,' at all four corners of grid modules containing an .air duct opening,, at mid point of cross tees adjacent to light fixtures and duct outlets, and adjacent to main runner splices. 1 1. Air Duct --Min. 0.023 in. thick (No. 24 gauge) galv steel. Total area of duct opening not to ex- ceed 57 sq in. per each 100 sq ft. of ceiling area. Area of ind duct opening not to exceed 113 sq in. Max dimension of opening 12 in. Duct throat protected with ceramic fiber paper laminated to the metal. Duct supported by 1 in. deep, 16 MSG cold - rolled steel channels spaced not over 48 in. O.C. suspended by 12 SWG gals steel wires. 12. Damper--Min. 0.034 in. thick (No. 20 gauge) galv steel, sized to overlap duct opening 2 in. min. Protected on bottom surface with ceramic fiber paper laminated to the metal and held open with a Fusible Link (bearing the UL Listing Mark). 13. Fixtures, Recessed Light --- (bearing the UL Listing Mark). Fluorescent lamp type, steel housing, 2 by 4 ft size. Fixtures spaced so their area does not exceed 24 sq ft per 100 sq ft of ceiling area. Wired in conformance with the National Electrical Code. Fixtures and ballasts must be considered for these ambient temperature conditions before installation. 14. Fixture Protection — Acoustical MaYerial'_5 /8 in. thick, cut to form a five -sided enclosure, � m � LOOK FOR MARK ON PRODUCT • s IIIIIIIIIII IIIi IIIIi1III1I1 1► 1III1III1II Iii! II1II! 1IIi( IIi1Ii! 1III1III1LII1IM II1IIi1II { 1I1 1 1 11 1 { II1I1 1 1!1 1 1 1 1 1 1 { 1 1 2 NUT If the iaicrofilmed document is less clear than this notice, it is due to the quality of the xsriginal document. 7 8 9 10 11 RABE IN ERM. KY 12 0c 6Z 8 + C LZ 9Z 5Z +J7, E ZZ lZ 0z 6L 8t LL 9L St Oil CL ZL LL 01, 6 8 L 9 S £ Z t ww 0 1III_I1 II! I . IIillIl!!! IIIII1IIIIl h ijIIIIII1IiIII! itI�IIII i!! I i! II1IIIlII!{! IlIIlIIIII1IIlIIIII1{ IIllflllIlll !IIIIIIIIIII{iIIL1111 1111 111111111 11111111111111111111111111 !IIIII1{ 1111111 11111II1!!II{{Ililllllll1111 11111111111111 IIII�IlIIIlIII�IIiI� . .. : -.. .. .. ... .. ;..: :._.:'f: d .te -.`" .ems .w�.•,[Y ,..., ,'. 'nl� =i!.. T. - � _ _.._. .. .. ... .,- :.'.., . .- ,r.. ... ... ::.. r. ... ,. i :.,.. <..._iX_. .I - -.. _...._ .. : .. /'-... r... . /`.. ,... ,. s.>.... ... . -... „_.. t_.rt. .�� /.._.r ... .., ...�, .. �. .., .. _...f .. r. . .. ... ...., ..mrv�i }5 .,._ .... .... ._ _...._. s . 1 F FIRE fl FIRER , !'ANCE RATINGS (BXUV) GOD ..atinued trapezoidal in cross - section. The fixture protection consists of an 18 to 23-3/4 by 47.3/4 in. top piece, two 7 to 8 by 47 -3/4 in. side pieces and two 8 to 8 by 23.3/4 in. end pieces. The top piece must clear the top of fixture housing a min of 1 in. Scrap pieces of suspension sys- tem tees may be placed on top of the fixture as spacers for the top protection board. The top edge of each side piece may be provided with a 1 in. deep by 6 in. long not h near its mid- point for venting of heat The side and top pieces are laid in place end the end pieces are held in place with throe 8d nails inserted into the top piece at each end. (S) =Surface periiora- tions. USG Acoustical Products Co. —Type 5/8 or 3/4 in. GR (S); Typo 6/8 in. GR-1 (S). 15. 8temi Framing Mernbers•—Main runners and cross tees in combinations listed below. A. Main runners nom 12 ft long spaced 4 ft O.C. Cross tees nom 4 ft long installed perpen- dicular to main runners and spaced 2 ft O.C. Cross tees nom 2 ft long installed perpendic- ular to 4 ft cross tees and spaced 4 ft J.C. Fcr nom 24x24 and 24x48 in. panels. Donn Corp.—Types XD, DXL, DXLA. National Rolling Mills Inc. —Types FST -6000, - 6000A, -8000, - 8000A. 16. Acoustical Material °--Nom 24 by 4$ or 24 by 24 in. lay -in panels. Border panels supported at walls by min 0.016 in. thick (26 gauge) painted -steel angle with 7/6 in. logs; or min O.Oi.0_. _ . in..thick (26 gauge) painted -steel chcnnel, 1.3 /4 - dap with 7/8 in. flanges. (S) =Surface perforations. USG Acoustical Products Co. —Type 6/8 or 3/4 in. GR, or 5/8 in. GR -1 (S) 24x24 or 24x48 in. 17. Hold -Down Clipa --(Not Shown)-..Min 0.020 in. thick (No. 24 gauge) spring steel, placed over cross tees 2 ft O.C. 'Bearing the UL Classification Marking 111111111111111111111111111111f 1J!111111f l 'tIT1 1 1 1! - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1!1 1 11 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 11 1! ill! 1 ! 1 11 0 16TNSINCH 1 2 3 4 � 6 '7 , 8 9 10 11 MAGEINGERM Y 12 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. Qc ez ez cz sz sz �z cz zz �z Q� 61 s� �L 9L s� el z a Qj W� 0 11!1 111111 1! 111111f111! 11111f11111i111 !IliI!III Iil 111111 !lllllli i i II! III 11! IIIIfI! 111IIII1!l lflilf lllll1111! I! I! 11 !III�i�llill!Llfill�!IIII!II1 11111 111i111111i11!i111lIIIlilili1 l whilnI !i1!iii11111J11111111I1111I1 l LOOK FOR MARK ON PRODUCT R i ►:MA O I IIIIIIIIIIIIIIIIIIIIIIIIIIIIivilli IIIIIFi I 11 jljiiplll° viIIIIIipill! IIpIIIIII 'IIIIIIqIIjIIIipIIIII► III(IIIi► 0 I.THRII:CH 1 2 3 4 5 6 7 NOTE: If the microfilmed document is less clear notice, it is due to the quality of the original II lipp II II 8 9 10 11 H[DE« 12 than this . document. f os 6Z se LZ 9Z SF. 7Z EZ ZZ L! OZ 61 6I Lt 91 SI 71 Cl ZL • 01 6 8 L 1 ` i 9 S 7 C Z l .. �rlihrl�rn6 �nnluu�lndnn�nnhulhll iii ' Ir, ' 'ldimhinini'Lnlir Illnilil iill l lnf�nl ihmiullLnl�mdm l�nli6fillnnlr llnlll II n, n , sit • T'�u > �� �; �'S '- I L- � II.I IIIIIIIIIn�lilllllll }IIIIII�111�11JI�111 �Iilll 111 llllllllllllll' r _ . ... a' -vim .. ._.:f. .- .,a. :�'� ss.�`�. ���T � 1 ^ � 4 .rte �, ��6� r att. .�r3'��a1���Ar •r a `3��` p _ _z,.,;., �. . ... .,._� .e.. :✓?:a"v:... sl..r, - r i." .,.i"r:`,_.�'?. y Y� :. _.Sti z - '' - .. ./> ... .., ,i, ,...... GISTERED RCHITECT r • DI L DIC STATE OF WASHINGTON consultants •ta•go date 1. Contractor to verify all existing site conditions. 2. Contractor to notify Architect immediately of any discrepancies in the contract documents. 3. Ail dimensions linesare to face of studs, concretewalls, cmu walls and centerlines of columns and beams; unless noted otherwise. Electrical and mechanical systems are bidder design. General Contractor responsible for all cutting and patching. Repetitive feature maybe drawn only once, but shall be provided as if drawn In full. . The contractor shall apply and secure all occupancy, electrical and other permits except building permit. j Tlghtilne downsputs, typical. 9 . Concrete walk to be smooth finish, slope to drain, exp. joint Q 20' -0' OC, t j @ 5' -0' oc. 10. Suspended ceiling to be designed for earthquake zone 11. 11. All materials installed in stairways tO be of flame spread I, in corridors to be of flame spread type 11, elsewhere to be of flame spread type I11. . 12. All roof• mounted equipment to be approved by a structural engine&with drawings showing location and tie - downs. 1*. i II3 c: S0rJ3 ca.lecYc' .. 3r32 G 14, 14 .CM.41.1 1 '�!•tT�Gata.rr`t' (� r s 17t =sref 1.4,C4J -S 1.4/ S6C.L.1`.i.tT trvav,C..LF..r - ICS 12 J11 E'al7 1:;i1 ,,`9 - k' 76. :ME::4.4 �4.1.G�t -: S!S t.� - °Ea4L \»A. 1 2C.AY GGCE_ LIB] � .�� .EMIT 1�. i SYN1 IBOLS Trg SECTION IDENTIFICATION LOCATED ON SHEET .... DETAIL IDENTIFICATION LOCATED ON SHEET .... ELEVATION IDENTIFICATION LOCATED ON SHEET .... 100 o ROOM NUMBER OFFICE o ROOM NAME DOOR NUMBER GRID IDENTIFICATION CENTER LINE - - _ - - PROPERTY LINE NEW COUNTER EXISTING COUNTER - 71 71- REVISION CLOUD DENTIFICATION NUMBER 1 i�'ael'w�olls'�* L C ' 'C ) AND ANGLE AT CENTERLINE DIAMETER OR ROUND PERPENDICULAR POUND OR NUMBER A.B. ANCHOR BOLT • ACOUS. ACOUSTICAL. A.F.F. ABOVE FINISH FLOOR AGGR. AGGREGATE ALUM. ALUMINUM ANOD. ANODIZED APPROX.APPROXIMATE , ARCH. ARCHITECTURAL ASPH. ASPHALT BD. BOARD BLDG. BUILDING BLK. BLOCK BLK'G. BLOCKING BM. BEAN BOT. BOTTOM B.U.R. BUILT UP ROOF CAB. CABINET C.B. 'CATCH BASIN .CEM. CEMENT CH. CHANNEL C.J. CONTROL JOINT CLG. CEILING CLR. CLEAR C.O. •CLEAN OUT COL. COLUMN CONC. CONCRETE CONN. CONNECTION CONSTR.CONSTRUCTION CONT. CONTINUOUS C.T. CERAMIC TILE CTR. CENTER CTSK. COUNTER SUNK DBL. DOUBLE UN. OR. D.S. j DWG. i I E. EA. E.J. EL. ELEC ELEV. ENCL. E.P. UOWN DOOR DC'NNSPOU r DRAWING EAST EACH EXPANSION JOINT ELEVATION ELECTRICAL ELEVATOR ENCLOSURE ELECTRICAL PANEL EQ. EQUAL EQUIP. EQUIPMENT EXST. EXISTING EXPO. EXPOSED EXT. . EXTERIOR F.D. F.E. F.H. FIN. FLASH. FLR. FLUOR. FOUND. FRM•G. FT. FTG. FURR. GA. GAUGE FLOOR DRAIN FIRE EXTING- UISHER FIRE HYDRANT FINISH FLASHING FLOOR. FLUORESCENT FOUNDATION FRAMING FOOT OR FEET FOOTING FURRING GALV. GALVANIZED GNO. GROUND GR. GRADE GP. GROUP G.W.B. GYPSUM WALL BOARD GYP. GYPSUM HDWR. HDCP. HOWD. N.S. H.0 H.M. HORIZ HR. HT. HARDWARE HANDICAP HARDWOOD HOSE BIBB HOLLOW CORE HOLLOW METAL HORIZONTAL HOUR HEIGHT INST. INSTALLATION 1NSUL. INSULATION INT. INTERIOR LAM. LAMINATE° LB. POUND LOC. LOCATION MATL. MATERIAL MAX. MAXIMUM M.H. MIN. MISC. MTD. MTL. N. N.I.C. NO. N.T.S. MANHOLE MINIMUM MISCELLANEOUS MOUNTED METAL n NORTH NOT IN CONTRACT NUMBER NOT TO SCALE p 0 .0 ONE CENTER PL. OPPOSITE PLYWD. PLYW P.P. POWER POLE R. RADIUS OR RISER R.D., ROOF DRAIN REC.. RECOMMENDED REF. REFERENCE REINF. REINFORCED REG'O. REQUIRED RM. ROOM S. SOUTH S.C. SOLID CORE SCHF.D. SCHEDULE SHT. SHEET SHT'G.SHEATHING SIM. SIMILAR SPEC. SPECIFICATION SO. SQUARE STD. STANDARD STL. STEEL STOR. STORAGE STRUC. STRUCTURAL ' SUSP. SUSPENDEO ; S.GV. STAIN AND VARNISH SVC. SERVICE SYM. SYMMETRICAL ./W a EWALK fi�1�AD T.C. TOP OF CURB - TEL. TELEPHONE T.6 G. TONGUE AND GROOV THK. THICK T.O.P. TOP OF PLATE T.P. TOP OF PAVEHENT T.W. TOP OF WALL TYP. TYPICAL U.S.C. UNIFORM BUILDING CODE .IJNF. UNFINISHED U.O.N. UNLESS OTHERWISEE, NOTED VERT. VERTICAL w. W/ W0. WOW. W/O W.P. W.R. WSCT. WT. WEST WITH WOOD WINDOW WITHOUT WATERPROOF WATER RESISTANT, WAINSCOT WEIGHT c - 1 C -2 C -3 C -4' r FILL L -1 LANDSCAPE PLAN STORM AND GRADING DETAILS EROSION CONTROL WATER A -1 SITE PLAN, SITE DETAILS A -2 PARTIAL FIRST FLOOR PLAN A -3 PARTIAL FIRST FLOOR PLAN FIRST FLOOR LOBBY PLAN A -4 PARTIAL SECOND FLOOR PLAN A -5 PARTIAL SECOND FLOOR PLAN SECOND FLOOR LOBBY PLAN A -6 PARTIAL THIRD FLOOR PLAN A -7 PARTIAL THIRD FLLOR PLAN WALL TYPES, THIRD FLOOR LOBBY PLAN A -8 ROOF PLAN, LOBBY ELEVATIONS, TOILET ELEVATIONS A-9 PARTIAL NORTH ELEVATION, WEST ELEVAT:ON A -10 PARTIAL SOUTH ELEVATION, EAST ELEVATION A -11 SECTIONS A -12 SECTIONS A -13 SECTIONS A -14 STAIR AND ELEVATOR SECTIONS A -15 SCHEDULES A -16 DETAILS A -17 DETAILS A -18 PARTIAL GROUND FLOOR REFLECTED CEILING PLAN A -19 PARTIAL GROUND FLOOR REFLECTED CEILING PLAN PROD SITE AREA ZONING. BUILDING AREA FIRST FLOOR. SECOND FLOOR. THIRD FLOOR. TOTAL BUILDING AREA CONSTRUCTION TYPE. PARKING REQUIRED PARKING PROVIDED. ALLOWABLE BUILDING AREA FOR III -1HR, SPRINKLERED 18,000X2(SEPARATION 4 SIDES)X2(MULTI- STORY)= 72,000 SF CQNS LANDSCAPE ARCHITECT THOMAS BERGER ASSOCIATES 2021 MINOR EAST SEATTLE, WA 98102 325 -6877 FAX 323 -6867 CIVIL ENGINEER UP.BA'1 6.5 HARVET ST KIRKL AND, VA 98033 822 -4986 FAX 827 -7870 SOILS ENGINEER ASSOCIATED EARTH SCIENCES 911 5TH AVE SUITE 100 KIRKLAND, VA 98033 FAX 822 -7870 OND Cam` 134,882 SF C -2 REGINAL RETAIL 20,186 SF 20,186 SF 20,218 SF 60,590 SF III -IHR, SPRINKLERED 151 STALLS 226 STALLS(1 /268 SF) (177R, 49C) It ICJ ANTS A A -20 PARTIAL SECOND FLOOR REFLECTED CEILING PLAN , A -21 PARTIAL THIRD FLOOR REFLECTED CEILING PLAN A -22 PARTIAL THIRD FLOOR REFLECTED CEILING PLAN A -23 PARTIAL THIRD FLOOR REFLECTED CEILING PLAN S0 -1 NOTES S1 -1 PARTIAL FOUNDATION PLAN S1-2 PARTIAL FOUNDATION PLAN T S1 -3 PARTIAL: SECOND FLOOR FRAMING PLAN 51 -4 PARTIAL SECOND FLOOR FRAMING PLAN 51 -5 PARTIAL THIRD FLOOR FRAMING PLAN S1 -6 PATIAL THIRD FLOOR FRAMING PLAN SI -7 PARTIAL ROOF FRAMING PLAN 51 -8 PARTIAL ROOF FRAMING PLAN S2 -1 TYPICAL' CONCRETE DETAILS S2 -2 FOUNDATION SECTIONS AND DETAILS S3 -1 TYPICAL STEEL DETAILS S3 -2 TYPICAL STEEL DETAILS S3 -3 COLUMN SCHEDULE AND DETAILS S3 -4 BRACED FRAME ELVATION AND DETAILS S3 -5 STEEL FRAMING DETAILS A FILE COPY I txtderstand that the Plan Check approvals are subject 111 errors and omissions and approval of plans does not authorize the violation of any adapted code or ordinance. Receipt of contractor's copy of �°d � p���r�fi� --�. !ly.. nate.,.,3 :s`3 - X 1.1 Permit No ARCHITECT LINARDIC DESIGN GROUP 1836 WESTLAKE AVE N. SUITE 204 SEATTLE, WA 98109 (206) 283 -4764 FAX (206) 283 -1293 STRUCTURAL ENGINEER P O T ;RD AVE SUITE 900 SEATTLE, WA 98009 622 -5822 FAX 622 -8130 ROPTKDDN LOT 1 OF SHORT PLAT NO 79 -7 -55 ACCORDING TO SHORT PLAT SURVEY RECORDED UNDER KING COUNTY RECORDING ND 7908210370. TOGETHER WITH THE FOLLOWING DESCRIBED PORTION OF LOT 2 OF SAID SHORT PLAT; BEGINNING AT THE MOST WESTERLY CORNER OF LOT 1 OF SHORT PLAT NO 79 -7 -55 ACCORDING TO SHORT PLAT SURVEY RECORDED UNDER KING COUNTY RECORDING NO 7908210370; THENCE NORTH 63 EAST 237.32 ' TO THE MOST NORTHERLY CORNER OF SAID LOT L THENCE SOUTH 26 EAST 227.32' TO CORNER BEWTEEN LOTS 1 AND 2■ THENCE NORTH 63'35'49' EAST ALONG THE SOUTHEASTERLY LINE OF SAID LOT 2, 252.257 THENCE NORTH 26'24'11' WEST 77.65'1THENCE NORTH 56'15'11' WEST 234.09'1 THENCE NORTH 31'12'43' WEST 82.39' TO AN INTERSECTION WITH THE NORTHWESTERLY LINE OF SAID LOT 21 'THENCE SOUTH 58'47'17' WEST ALONG SAID NORTHWESTRLY LINE 102,77'1 THENCE SOUTH 55'39'53' WEST ALONG SAID LINE 63.16 FEET, THENCE SOUTH 48 39'58' WEST ALONG SAID LINE 55.63'1 THENCE SOUTH 39 WEST ALONG SAID LINE 88.24.'; THENCE SOUTH 30 WEST 85.21 FEET TO THE MOST WESTERLY CORNER OF SAID LOT 21 THENCE SOUTH 37'36'40' EAST 20.92' TO THE POINT OF BEGINNING. CITY OF TUKWILA APPROVED MAR 19°' t. ` BUILD, G DIVISION RECEIVED COY OF T(IKI•VILA FEB-26 1tii PERMIT CEN1 ER Jinardic design group . architects 1836 Westlake ave.n. suite 204 seattle, wa 98109 (206)283-4764 MO, PV°LIfNED. ALL RICNTS RESERVED. TIII A•OVI DRAWINGS AND SPECIFICATIONS. AND IDEAS. OISICMS AND All ANCIMIMTS REPRESENTED ARE AND SMALL •OAAIN TM( PROfIRTY OF THE AR CNIT1CT. NO PA •T TMINIOf SMALL •l •IPRODVC(O. COPIED. ADAPTS°. O.SCLOS(D OR TO OTHERS. SOLO, PvLISM(D. OR OTHERWISE W .ITNOVT INC POOR EMITTER; CONSENT OT AND APPROM Tl COMPEN1ATWN TO TOW AtCMITICT. VISYA( CONTACT *ITN THI A•OVE CRAAINGS OR SPECIP■CAIIDNS COMSTITVTI COMCLNIVI EVIOCNCI Of ACCEPTANCE OP TMtit A ,C MOMS. d a t e : 1 / .w , mrwa.++.. , a.,Pe..,., , v,. se. ,' z;+sraexa:fa.. \. 0 architects NOT PUEIIISHED, ALL RIGNTS RESERVED. THE ABOVE D*AMINGS AND SPECIFICATIONS, AND IDEAL DESIGNS AND ARRANGEMENTS REPRESENTED THEREOY ARE AND SHALL REMAIN THE FROPIRTY OF THE ARCHITECT. NO PART THEREOF SNAIL II REMODUCEO. COPIED. ADAPTED. DISCLOSED OR OISTRIEUTED TO OTHERS. SOLD. PUBLISHED. OR OTHERRISE VSED WITHOUT THE PRIOR WRITTEN CONSENT OF AND APPROPRIATE COmFENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE ABOVE DRAWINGS OR SPECIFICATIONS S • CONSTITUTE COYCLUSIYI EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS. R . GISTERED RCHITECT EE I I DIC ATE OF WASHINGTON consultants R sheet title R Io 4°101* project title .._....._ EgISTIt 25' RAD. TRANSFO CONC. )NA Y 7RLVEWAY • D ROAD PER 'TUKWILA • ANDARDS 8 0 8' = 64' -0Y 32' -11 4618' = - 2 -0 LIGHTS ,A SITE PLAN 28' RAD. 1 , •30' -0' GREEN RIVER r - - 402.25 N 63 35'4 E v s se wrifw 10237 23 0 9' = 0 4' RAD. 0 ID 3' RAD. 20' RAD. 0 1' RAD IJG 20' RAD. '9 as, 5' RAD. C C 2' RAD. PLAN PLANTING BED WYP 1 RADIUS TYP EXTRUDED CONC CURB AC PAVING — SUB BASE PER SOILS REO'NCNTS OEXTRIMED CONC CURS tee I -244014T MET MfSY7 SECTION ELEVATION 4' —O" iiol r ifte, F` vrttjrxr -- IX{ m HOCH CO) 0 • oCONC OURS ONEimot ONE FOILS Y. � i 0102s ELEVATION SCREEN WALL AC PAVING CONC WALK EXPOSED AGG W/ WIRE MESH ETAL PANEL I CONC REVEAL ALL SIDES --- SUB BASE PER 6 ' REPORT AC PAVING CONC CURB AND �� NJC(EXPOSED 1 �o o //7 SLOPE 1:1 ( 1:8 d III III III i 11 l 11 I (I' `I f 1 111 111 I 1 II : ;I11 I (I I 0 IR THS INCH 1 • T1 I 111111'1 1 I 11111111111111111111111III 111 1111111 1111 I I4 5 6 7 8 NOTE: If the notice, it is • b LZ 9Z SZ i7Z CZ ZZ lZ 0E 64 1lnl4nii)' !I1111i!J 1 1111 114n1 11 1 m1 �n�1111 microfilmed document is less clear than this due to the quality of the priginal document. 91. LA 91 Sl 4 71. C1 Zl 11111111W 1111111111111111111111111111111111111111111u11Iu1111111 L 9 S t I E Z l w�+ O I II 1 11111111111111111111111111l1111111 +11111111 9 10 11 "EINOERMIHT 12 CONC WALK NON - SKID BROOM FINISH 4- e..o. -- rrz?1 e4 b rr. / i *4.. l*A.a;B, T c:).c_.. 1=7&C_r V' Mow wax °wog grAtivARD CITY OF TUKWILA APPROVED MAR 1. 19'� BUILD' G D ISIO i - REFER. ?ER t - � t-46---,T- 140TE if 411 RECEIVED CITY OF TUKVJILA FEB 2 b WI PERMITCENTER Iinardic design group . architects 1836 westlake ave.n. suite 204 seattle, wa 98109 (206)283-4764 o architects • •-• fj • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ..... • • •••• Get • • • • • ..... • II • ...... • • • • • • • • • • ..... • II • • • .0001 ...... • • • • • • • iti O ... ..... • • • • • • ... • . • • • • • • • .... • FORT DENT UNDER THIS PERMIT 308 3 ttl . 1 11 309' 27' — UILDING WALL UGHT TYP 13 c 1O4—O 8 LOADING AREA z . . . z • • • - .0 A 7 il•1161•■•••11111171• ./‘ • ••••••••••*!!‘""..... SITE AREA: ZONING: BUILDING AREA: FIRST FLOOR: SECOND FLOOR: TOTAL BUILDING AREA CONSTRUCTION TYPE GPEEN RIVER Th J SITE PLANL N,30.-O$ COMPACT STALL ALLOWED: 114 ( 30% OF TOTAL ) COMPACT STALLS PROVID:ED: 113 GARAGE PARKING: 42 TOTAL PARKING PROVIDED: 387 •••••••••••••••••••••••••• ..•••••••••••••• 242,590 SQ. FT. ; C-2 REGIONAL RETAIL 20,215 SQ. FT. 20,164 SQ. FT. 40,379 SQ. FT. III 1 SPRINKLERED 0 ••••••■•aw•••■•• • • ■••••••••••••■, ••■•••• •••••••••••••••••••••••••••• ••■■•••■■••••••■■• s e s eirw OOOOOOOOOOOOOOOOOO . • • • : — . O OOOOOOOOOO OOOOOOOOOOOOOOOOO • •••••••• • • • • • • • • • • • • • • • • • 4 • • I • • • • • • • OOOOOOOOOOOOO OOOOOOOOOOOO •••••• O • O • O O • O • O • O O • • • O • • ;• • • •••••••••• • • ■• OOOOOOOO OO OO O • • • • • • II • • • • • • • ••••••••••■•■•••••••••••• • •Lat•••••• 4•6611 . ••••••••••1111..•• ••••1•••••••••••••••••••••••••••• •••••••••••••••••••••• ............ .•.•:. . .f . . . •••••••••••••••••••••••• ....... •••••••••••••• • • • • • • ••••■••••1....IND • • • • • • • • • 6 ....... ••••••••••••• •••••••••• • • • • • • N 13 YOU PHASE I COVERAGE: IMPERVIOUS AREA: PERVIOUS AREA: PHASE II COVERAGE: IMPERVIOUS AREA: PERVIOUS AREA 14 • 9'— mi 126 Cr 92,056 SQ. rr. 64% 50,716 SQ. FT, 36X 20,000 SQ. FT. 14% 20,000 SQ. FT. 20% 751 31,067 SQ. FT. 32% 68 SQ. FT. 68% , iiitl 1 11 1 1! l intipi w il l ip 'p 1 i 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 il I 1 1 1 i 1 1 1 I 1 1 1 I 1 1 1 I I I I 1 I I I I I I i I 1 I '4 1? ( Ili t l i i c l '' '7- ('' I 11)-t11;1- • 0 le THS INCH 2 : 3 4 5 6 7 8 9 10 11 MADE IN GERMASY 12 NOTE: If the microfilmed document is less clear than this z . notice, it is due to the quality of the cwiginal document. e 6z se LZ. 9Z GZ EZ LZ (:)? 61, 91 LI, 91 Gl 1 71, EL Z1 11 o. 6 9 L. 9 G E 1, IN vi 111,1111i111111111111111 111 11!!li1l,1111 1 1 1 ) 1 0 11 1 1 111104 1 111 1 11111i111111 1 11111111111111111tIlithliPilliql1PIIIIIIII!! 01111111 P11 - •••••••■•■•••••■.....„,* ••••••■••••-•••••••■■••• s 00730•3? 11101•PD ■••••••11•1•1•NIYMMI •••••••■•• Lei Z1 0 C4 • - • • • • • • • • • • • • • • • • • • • • • • z 0 LEGAL DESCRIPTION: 64' — mirommosionammarsomalas. LOTS 1 AND 2 OF SHORT PLAT NO. 79-7-55 ACCORDING TO SHORT PLAT SURVEY RECORDED UNDER KING COUNTY RECORDING NO. 7908210370; SITUATE IN THE CITY OF 'TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. Ij z 1 • • ' r cr - CITY OF TUKWILA APPROVED / RECEIVED CITY(rTiir.VVILA FEB 26 'Ww PERMITCENtER 4 = 1 - architects fihard)c design group . architects I836 'et ak r s..hvg 10(1 seat tie. v./ash 20(: 40%.".41 4., • • • •• 0 . • ' •• 4 • 44 C, %ft ,44.. 40. 4 ..4. 1,..1114.4•••• . ..tk 4 f. .•4 . , • ea • • • 1 r.. • ,• • .+4 .• 4 . . F.; • , . •4,, • • • • J. • . • •••• • • t, ..• • • . • • •Lt A•.. 4' • • •44,4 4. . • ..•• it 14 *Ma 4•41•J• ti•Alg31 11 Yr. • f . ' MR /.14.-MtVWNWORkraltitit■WWW!**Par *wow pao, stautOorink iirecaux3.4....exornoyst.tirrecrer,*.vvorel C $ U t ant s 1 date : l I (.0 ) • raoject title FORT DENT 11 JCR DEVELOPMENT COMPANY 11XWLA.WASHINGTON sheet title iik13401143,M4. • no. revis:orts. . _ p oL„,,,•tb. , suogemwswoosamdsts.tiemetweavosamptietis . 7 - date " 4 1 -14 20' -O" 20' -0" 35' -0" .. 25' -0" — 5D 111'.@11 " =1O' -1" 6" 3' -6 " 10'• -0" 25 25' -0" .. 20' -0" PARTIAL GROUND FLOOR PLAN 240' -O" 117 MO MASH 242' 0" 0'x-0" 10 -0" 3'-6", ' 6" 5' -O" 6' -0" 7' -0" 124 7El11wNr SPACE ED1 Li) ARDIC STATE OF WASHINGTON • 103 SLEI MACH 1 "1-d; SEE SHEET A -3 FOR 1/4" PLAN. BLDG. KEY ,• ee' .5 ►' / CITY OF TUKWILA APPROVED MA 1 19 RECEIVED, CITY OF TUKN /ILA FEB 261a1 PERMIT CENTER linardic design group archlt•cts 1836 weetlake ave. n. suite 204 seattte, wa 98109 (206)283 -4764 NOT PUBLISHED. ALL RIGHTS RESERVED. THE AESOVE DRAWINGS AND SPECIFICATION:1. AND IDEAS. DESIGNS AND ARRANGEMENTS REMESEKTED THEREOY ARE AND $MALL REMAIN THE PROPERTY OF THE ARCHITECT. NO PART THEREOF SHALL Of REPRODUCED. COPIED. ADAPTED. DISCLOSED OA OISTRI$UTED TO OYMERS. SOLO. ►USLISHEO. OR OTHERMISE USWTHTHOUT THE PRIOR IFRITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO T$( ARCHITECT. VISUAL CONTACT Ri?N YNE AgOYE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS. consultants project title architects a Y f.':Y k ,'ti :. � S !. �F ✓ ,, ` 'S,. Jf .: f � : .(.cr 1 1111111 I II11111 1111. I1Ii1SVII . 1 2 O 16 THS INCH 1 1 1 1 1 i 1 111111111111111 1111111111111111111111111111 1111I15II11111I11111111I 1111 111111111111 11111i111 3 6 7 NOTE: If the microfilmed document is less clear than this l 1 11111 1111111 . 1,., 11111111111111111111111111111 . I 11111f1I1 I 8 9 1 O 11 ,E.°ERIA,T 12 notice, it 1s due to the � quality of the original document. 06 6Z B LZ 9Z 9Z 'hZ CZ ZZ t? 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CONTACT WITH THE AllOvE DRAWINGS OR SPECIFICATIONS SMALL CONSTITSM CONCIUSIVI EVIDENCE OF ACCTPTANcE OF THESE 111sTRICTIONS. EDI LINARDIC STATE OF WASHINGTON job no: &awn: checked dWe:1/244 project title : sheet title : iwoiCX712.0 PLANNJ .9 BLI3G M ;at) t : LOBBY - 4) —SECOND ABOVE FLOOR ELEV MACH RM 5'-O" 10 3' 242'-O 24O'-O' 15'-O" 10 20'•-0" BLDG. KEY CITY OF TUKWILA APPROVED • MA 00! el-M=11A FEB 2 6 MI PERMIT CENTER BUI DING DIVISION consultants : J. , 11 1' r`4;:. " 11111111111111 111111! 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ALL RIGHTS RESERVED. THE AlOve ORARINGS AND SPECIFICATIONS. AND IDEAS. DESIGNS AND ARRANGEMENTS REMLSENTID TMEREEY, ARE AND SHALL REMAIN THE PROPERTY Of THE ARCHITECT. NO PART THEREOF SMALL DE I1 /PRODUCED. COPIED. ADAPTED. DISCLOSED OR OISTEitIUTED TO OTHERS. SOLD. PU /LISHEO, OR OTHEMRISE USE0 WITHOUT THE MOM WRITTEN CONSENT Of AND !.7PROPRIATC COM►ENSAT,ON TO THE ARCH$TECT. VISUAL CONTACT }ITN THE MOVE ***RINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDSNCE Of ACCEPTANCE OF THESE RESTRICTIONS. £DI LINARDIC STATE OF WASHINGTON BLDG. KEY CITY OF TUKWILA APPROVED M Ai 1 RECEIVED : . CITY OFTt1KWILA FEB 2 b '1 PERMITCENTEP �IIIIIII 1111IIIIIIIIIIII1fI11111 ,x,11!11111111 0 le THS INCH 1 2 3 I , I 1 11111 1 1111111111111 1 I 1 I II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1111 :, 1111111 4 5 6 7 I 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. IIII IIII1J1 IJII IIi11I111I111(II IIIIItII111111 9 10 11 MADE W °' 0£ 6Z 86 GZ 9Z 5Z +7Z E Z L 0? 61 8L GI 9l GI +1l El ZI II 01. 6 8 L 9 5 +! E Z I ww 0 111111 il I 1 II�NII11111iillillillllll�Il !!I( 111 ,IIIIIIIl1illl!(Il1I11! ! I I 11111 uulull1 I 1 ni1 1111111 I r s . 11x111.,�..11ll i 111 h11�1n1i111111 !lI111111IIIIIii II .... II II Ill I ! ! I II I IIII fl i Iill l! II i IIllllll! • SECOND FLOOR LOBBY PLAN LOBBY LOBBY MIL EE1r.M mme Ca - r C 1 t ELECT/' JAN ITO 15' -G" . i 10' -0" /I OT. 91 1 " =9' - 0" 11T.011"= - 1(Y-1 ° REF. 1/8" =1' -o" r ) ) architects linardic design group o architects 1836 westlake ave. n. suite 204 seattle, wa 98109 (206)263 -4764 NOT PUBLISHED, ALL RIGHTS RESERVED. THE ABOVE "RARINGS AND SPECIFICATIONS, AND IDEAS, DESIGNS AND ARRANC VENTS RE►REEENTiD THEREBY ARE ANO SMALL REMAIN THE PROPERT% OF THE ARCHITECT. NO PART THEREOF SHALL $1 REPRODUCED. COPIED. ADAPTED. DISCLOSED OR DiSTRIBUTEO TO OTHERS. SOLO. 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OA OTNERRISE USED IIITNOUS• TN( PRIOR RAI'S YEN CONSENT OF AN0'APP OpftIATE COMFENSATIO• TO THE ARCHITECT. VISUAL CONTACT •ITN THE AROVE DRARINCS 00 SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVi t'VIDENCE OF ACCE /TANCf OF TNESE RESTRICTIONS. � 0 architects • 1 11111111111 � 1 [ 1 ,1 1 ► 1 1 1 !1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 0 le TNS INCH 1 2 ; 3 4 NOTE: if the notice, it is t . 9Z 9Z 4 72 £2 2Z I I in1111111nu{In ill iii ))�IIIIJfl 1:11:0i 111,9 L 11111 (II11111111,111111111111111111 11'Ii111111111 111 1 5 6 7 1 8 microfilmed document is less clear than this due to the quality of the original document. LZ 0 6L 9L hi 91 91 ill £l Zl • ll QL 6 8 !, 1 101 ll1n9 ! 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O a SEE FIN SCH SOUND INSUL 2 1/2" MET STUD @ 24" OC 5/8" GWB T-tr e .0 FULL HEIGHT 1 HR WALL O E P � I r / 5' -0" 20' -0" 20' - -0" • REF. project title : DEVELOPMENT COMPANY f' ►4' 4 E 2 I X 610 dEge • r • EDI U ARDiC STATE OF WASHINGTON consultants : sheet title 15' -0" 10'-0" V . E=X E2. ►.,t•p. T: 1 . Cam) /10T. ® 1 4 44 Q 14.L/ I(6211 6 N1P}z . 1/ =9' -2" . 2 0' -0" 242' -0" 240' -0" 10 -0" 6 '�l AIL Fat. C (a 7 1 /2" - - n - +rte --- - >r 20' -0" 20' -0" 305 WANT SP/CE 35' -0" ,Ace F.4.-ea. =CO Go x L,c en I_ts --T L.."...1.,AC71 r-t C.7 10' --0" PARTIAL THIRD FLOOR, PLAN •0 CO • O b a • f OC bZ ee GZ 9Z GZ iZ EZ 101111111 11,11 H1111111 11111111:1111111111 lz O Z 6L L�II�����I III�iIiII lIIiIII[LI Et Ll 91 5t 41. 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ADAPTED. dlSCLOSEO 01 DIi ?RIEUTEO TO OTHERS, SOLO, PUPLISHED „OR OTHERRISE USED NItNOU( THE MIIOR WRITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE ADM ORAWINGS ON' SPECIFICATIONS $NALL CONSTITUTE CONCLUSIVE EVIDENCE Of ACCEPTANCE OF THESE RESTRICTIONS. 1 l • 1 ELEVATION 1/4"=1 OPENING AT FIRST FLOOR ONLY PAFER AND WASTE DISP/DISPOSAL AT SECOND AND THIRD FLOOR ONLY 2•-E Halal 1 .4.4.; foLLtze... 1-dirr SHOWER 0 GROUND FLR ONLY tL . P-LAM TOILET PARTITIONS WALL COVERING 'CERAMIC TILE Pieutaar I 4-1 Lie MIRROR W/ STAIN STEEL CatAmTECOUNTER AND SPLASH NAPKIN DISP. . 1/4 -.1.- er - PAPER AND WASTE DISP/DISPOSAL AT RRST FLOOR ONLY ELEVATION - • " IJ - He W.4.rrei:. , e7 re>0. " e.) io=r ree ••{At.4L.L. 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HANGERS SHALL BE ATTACHED TO BOTTOM OF mrs...JoIsTs WITH APPROVED TYPE PER UBC STD #47-18 RECEIVED CITY OF TUKWILA FEB2 6 gj linardiO design group . architects 1836 westlake ave.n. suite 204 seattle, wa 98109 (206)283°4764 NOT PueliSITED. ALL OUGHTS RESERVED. THE ABOVE DRAWINGS AND SPILIFICATIONs. AND IDEAS. DESIGNS AND AIIIRANCEMiNTS REPRESENTED THERM ARE AND SHALL REMAIN INC PitopeKTIr Or THE ARCurfEcT. 140 PART ?HMO? SHALL SE REPRODuCEO. COPIED. ADAPTED. DISCLOSED OR OlitIMILITIO TO WRENS. SOLO. PVSLISHEO. OR OTNERRISE USED DITHOUT THE PRIOR lTTs CONSENT O AND APPROPRIATE COR4PiNSATION TO 1441 ARCHITECT. VISUAL CONTACT Nil* TNI ASOVE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE Of ACCEPTANCE OF TRUE REsTEICTIopes consultants : project title : architects 0 IN THS INCH 2 •- 11111111111111111 1111111111 11111 1111111 rill 111111111N 'WIWI IIIIII t illl ,., 3 ' 4 5 6 7 8 9 . 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METAL ACRYLIC TEXTURE COATING ON RIGID INSUL REVEAL' 1" INSUL TINTED GLASS TYPE A COLORED ALUM STOREFRONT STEEL PIPE(PAINT) - GUS. 0 1.5" c( STEEL.- PIPE RAILING COLORED CURTAIN WALL 1" INSUL TINTED GLASS TYP B 11 I ME CITY OF TUKWILA APPPOV,ED MAI 15,1 BUILDING D VISION RECEIVED CITY OF TUKWILA FEB 26 PERMIT CENTER linardic design group . architects 1836 westlake ave. n. suite 204 seattle, wa 98109 (206)283 -4764 NOT PUULISHED. All RIGHTS RESERED. THE ABOVE ORAMINGS AND SPECIFICATIONS, AND IDEAS, (ALIGNS AND ARRANGEMENTS REPI:ESENtID THEREBY ARE AND SH*L REMAIN THE PROPfRt OF TMt ARCHITECT. NO PART THEREOL'HALL DE REPRODUCED. COPIED. ADAPTED, DISCLOSED OR OISTR OVTIO TO OTHERS. SOLD. PUOLISN1O, OR OTHERWISE USED *`THOUT THi PR10R •KITTEN CONSENT OF AND APPROPRIATE L^+MPENSATION TO THE AiDCMITECT. VISUAL CONTACT WITH THE A LOVE DRAUINCS OR SPECIFICATIONS SHALL CONSTITUTE COIICL■'SIVE EVIDENCE Of ACCEPTANCE OF THESE RESTRICTIONS. EDt UNARDIC STATE OF WASHINGTON consultants : project title : DEVELOPMENT COMPANY • IIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII• 01li1 11 11111 11111 1..IIII 14 1111111 III 111111111111111 I it 1111111 1111 III 11111 0 16 TMS UICM • 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. O � 6?. e� �z �z { z �z e zz tz O� 61 st 41 91 St at CI zt a ()L s e e s +� e Z I WW O I I I I I ! I ( i I I ` f! „�illl lIII I1111�1{Ll�i li Iiillllll !l,IIIIJI Nul{Ilf i1{I� {III illllilll II III! {1111 ± +.�IIIII((�LI!!I1111 I!!IIII!I IIIIII {II II11I1111 IIIIIII!I IIIIIIfIi IIIIII!illl{IIII!iIiIIII Illfl II ' ► i ! I I ,., ^ _, . 1 ^. _ „_ II1 11111 �I IIIIIII� a IIIIIILIIIiIill. 1 !!Illlli llll!IIIIIIIIIIIIIIIII! III! II !IIIIII!IIIIiII{III {!II!IIII VeA -4414 is • ia• } a p,'. / / YtiS .7 CL h.' -4 T 1 • f .kI ?.T S `A' .4 4 ( Y �, ry.� ' .'rti ! Y '- . �. : -� � � � � ' I ;ii,�, l �i '��E �. �; r �.,v Io ,:. 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METAL MET COPING PARTIAL SOUTH E' EVATION EAST ELEVATION - TEI.. p lc � ryr t ACRYLIC TEXTURE COATING ON RIGID INSUL REVEAL 1" INSUL TINTED GLASS TYPE A COLORED STOREFRONT CITY OF TUKWILA APPROVED 'MAR 19 ��i BUILD;idu Di /ISION RECEIVED CITY OF TUKOPLA 2 6 PERM/IItCENTER NOT PulltISHED. ALL OUGHTS RESQRVEO THE A$OV! Ci*AU .JGS AND SPECIFICATIONS. AND IDEAS. DESIGN,; AN? ARAANGEMEii;> AfPRESENTLD THEREST ARE AND SAALI ±_;;AIN TNL FROPERTV OF THE ARCHITECT. NO PARTTNEREOF %HALL $( AEPAODUCEO COPIED. ADAPTED. DISCLOSED OA DISTAISUTED TO OTHISS. SOLD. PURiISNED. OR OTHERRISE USED w7TNOUT THE PRIOR WRITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO THE ARCHITECT, VISUAL £ONTACT NITH THE ASOVL DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE Of ACCITTANCI Oi THESE RESTRICTIONS. RE ISTERED A ' CHITECT '1; MET COPING 5/8" GWB PRQTECTION BOARD BUILT -UP ROOF'G' a' 3.5" RIGID . INSUL W /PROTECTION BD MET DECK ON MET JOISTS(SEE STR.) SUSP AC UST CEILING INSTALL P R UBC STD 47-18 ACRYLIC TEXTURE COATING ON 1.5" RIGID INSUL 3 5/8" MET STUDS 0 16" OC 1" INSUL TINTED GLASS TYPE A IN COLORED ALUM STOREFRONT FRAMES PROVIDE R--1 1 BA FOOTING DRAIN RACE AS REQ'D INSUL 1 HR RATED FLOOR /ROOF ASSEMBLY PER UL P255 NOTE: ACRYLIC TEXTURE COATING CONTRACTOR TO PROVIDE CALCS STAMPED BY STR ENGER FOR LATERAL LOADS AND CONN TO STRUCTURE CONC,, SLAB ON GRADE SUB BASE PER SOIL REPORT - 24" OF 1.5" RIGID INSUL / A SECTION FOR TYP NOTES SEE SECTION A - NOT PUBLISHED. ALL RICNTS RESERVED, THE ABOVE DRAWINGS AND SPECIFICATIONS. AND IDEAS. OU CNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE PROPERTY OF THE ARCNITECT. NO PART TNERIOF,SNALL RE 'EPRODVCEO. COPIED. ADAPTED. assumes, THERS on DISTRIBUTED TO O. SOLO. PUBLISHED, OR OTHERFIISE USED WITHOUT THE PRIOR WRITTEN CONSENT OF AND APPROPRIATE COMrENSATION TO THE ARCNITECT. VISUAL CONTACT IITM THE ABOVE DRAWINGS OR SPSCIPICATIONS SMALL CONSTITUTl CONCLUSIVE EVIDENCE OP ACtEPTANCE OF TNESE RE•TlICTIONS. � 1STERED CHITECT EDI UNARDIC STATE OF WASHINGTON consultants DEVELOPMENT COMPANY B SECTION CITY OF TUKWILA APPROVED I9: BUfL N - DI SION SECTION 1 1/2"=1'.-7:0" RECEIVED CITY (*TUKWILA FEB 26 1 `i PERMITCENTER n architects iinardic design group . architects 1836 westlake ave. n. suite 204 seattle, wa 98109 (206)283 -4764 0 IA THS INCH 1 1 11111I1J111J111111111111 1111111111111111VIII1 2 3 (11111111119111111111111I II1I1111111 111' 111111 1 I 1 111 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 c 6Z se LZ 9Z GZ ' £Z ZZ l 01? 5l 81 LL 91. GI 4 71 El El l I i I 1 I t I I I I ! I �IIiIIfII( IIILIIIII IillIIIII II!i�llll !Illlllil ��!i�ill��l!II PH Il:1 (IIL�iIII�lIlIIlII! IIIiI)IIIIilllli�ii iilllllll�lilfll 11 illlllll! 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MEMBRANE PROVIDE BRACE AS KL.Q'u R -11 BATT INSUL ACRYLIC TEXTURE COATING ON 1.5" RIGID INSUL 3 5/8" MET STUDS @ 16"0C CONC SLAB ON GRADE - SUB BASE PER SOIL REPORT 24" OF 1.5" RIGID INSUL FOOTING DRAIN 1" INSUL TINTED GLASS TYPE A IN COLORED ALUM STOREFRONT FRAMES 1" INSUL TINTED GLASS TYPE A IN COLORED ALUM STOREFRONT FRAMES MET COPING 5/8" GWB PROTEION BOARD BUILT -UP ROOF'G 3.5" RIGID NSUL W /PROTECTION BD 3 5/8" MET STUDS © 16 "OC 1" (NSUL TINTED GLASS TYPE B IN COLORED ALUM CURTAINWALL FRAMES ANOD ALUM BRAKE SHAPE CONC SLAB ON MET DECK (SEE STR.) MET FLASIHING SECTION Iinardic design group . architects 1836 westiake ave. n. su►te 204 seattte, wa 98909 (206)283 -4764 MET FLASHING 1.5" STD PIPE MET RAILING CONC SLAB ON MET DECK (SEE STR.) 1.5" CONC TOPPING PROTECTION BOARD W.P. MEMBRANE PROVIDE BRACT A KLQ'U R - -11 BATT !NSUL � S /e2` 41L . 40'1°,4... i .„ 4 / ' j ,a.c.�Yl. 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SUSP ACOUST CEILING INSTALL PER UBC STD 47-18 5/8" G'NB BLACK DUCT INSULATION 3 5/8" MET STUDS @ 24" OC COLORED ALUM CURTAIN WALL. 1/4" HEAT- STRENGTHENED TINTED GLASS TYPE B ANOD ALUM BRAKE SHAPE R -11 BATT INSUL SAFIN INSUL TYP 1" INSUL TINTED GLASS TYPE B IN COLORED ALUM CURTAINWALL FRAMES FOOTING DRAIN CONC SLABS ON GRADE - SUB BASE PER SOIL REPORT 24" OF 1.5" RIGID INSUL SECTION vairv v MET COPING 5/8" GWB 1 PROTECTION BOARD BUILT -UP ROOF'G 3.5" RIGID INSUL W /PROTECTION BD MET DECK ON MET JOISTS(SEE STR.) SUSP _ ACOUST CEILING INSTALL PER UBC STD 47 -18 5/8" GWB BLACK DUCT INSULATION 3 5/8" MET STUDS @ 24" OC ANOD ALUM CURTAIN WALL 1/4" HEAT-STRENGTHENED TINTED GLASS TYPE B ANOD ALUM BRAKE SHAPE R -11 BATT INSUL SAFIN INSUL TYP R -11 BATT INSUL 1" INSUL TINTED GLASS TYPE B IN COLORED ALUM CURTAINWALL FRAMES CONC SLAB ON (SEE STR. MET DECK FOOTING DRAIN 01-4, 31/.t- ;(1.14' 2 '!1 2''a c.° J a P.s• 1 HI2. cac,c;•- 4.9$E' n•f r AI✓t2 tJL_. 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REPORT 24" OF 1.5" RIGID INSUL RECE$VED CITY CITY OF_TUKW 1 \ 1 jl'.v •.IJ I 'E�1 1.�9i PERMITCENTER • EDI LINARDIC STATE OF WASHINGTON consultants : III Ill III 111 III Ili III III 111 III !l<irlar (I 1111 IIhI' 1 . .,...... , i :. .,.::. 1 - I i I I I ) I : ,. 1 I 1 - I 1 1. 1t I ( I1 1111!111 lip 11111111 1 1(11111 11111'11111 ' III 1111 II I 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. 06 6Z 86 LZ 9Z 5Z 4 1Z ee ZZ LZ 0? 61 91 41 91 91 9l el Zl 11 O1, 6 e 11101111 I I I )011 110 010 I111l�Ili 1111111111111 a 11X111111111�11ll!I!( 111111111111111111 1110111111111111 1111111111 1111111 Iln1lin1I11111111111111/ 11'1111 11111 11I11i ) II ,.� T'. 0 architects linardic design group . architects 1836 westlake ave. n. suite 204 seattle, wa 98199 (206)283 -4764 MOT PUBLISHED. ALL RICNTS RESERVED. --T,E ABOVE DRAWINGS AHD SPECIFICATIONS. AND IDEAS. DESIGNS AND ARRANGEMENTS REPRESENTED THERECY ARE AND SHALL REMAIN THE PROPERTY OF THE ARCHITECT. NO PART THEREOF SHALL BE REPRODUCED. COPIED. ADAPTED. DISCLOSED OR OISTRIPUTEO TO JS HERS. SOLO, PUBLISHED. OR OTHERWISE USED WITHOUT THE PAWOR MITTEN CONSENT OF AND APPROPRIATE CO PENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE ABOVE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OP ACCEPTANCE 01 THESE RESTRICTIONS. 4' r rte 4 LI 1 II�IIIIIII�III�III�IIIJIII�IIIIIIIIIIIIIIII1 J:I:r1' 0 "s ' NCH 1 2 3 0c 6Z 8G LZ 9Z SZ 4 7Z CZ Z 111111IIIIII 1111IIIIIhlfllllllll11111 I111111111n111ll111 fllllllllll!I!II 111i!111! 11 1111111 11 4 NOTE: If the notice, it is tz 03 !111!Ill1flll1llll 91 5t bt Ct Zt �IIIIIIIII l lilll lllll nlllllll llll lllli , �flll1 . !!!111111111 IIII 1111111111[11 1111 IIIII I 5 6 7 8 microfilmed document is less clear than this due to the quality of the original document. 11' 111 / 111111111 11111111'1'11I111I111I111f 1111lll l 9 10 11 c Z l POI 0 �IIIIII�I�IIIIIInI�luf�1111I1uII1111I11nI, IIIIIII1111�I�IIIIIIIIIIIII11lIIIIIIII !Illll t -.l 1.5" S' STL PIPE RAILING PAINT MC1 0X8.4 2" 2 CONC FILL 242X -- GA MES &:1 4 GA ST .PAN a TREAD & RIS 1. 5X 1.25X.125 W LD TO PAN ST INGER - IYP. ST 8X3X.25 MC• 12X10.6 2.5X2.5X.25 ANGLE @ 24" OC WF :LD TO TUB4 .' 3" CONC FILL W/ 2X2 -12 GA MESH & 12 GA ST PAN LFOR TYP NOTES SEE SECTION A SECTION A 14 3/8 =1' -O" POWDER COATED 3" 0 STL TUBE CHROMED .5 "X1.5" STL BAR CHROMED 2" STL TUBE 1X6 WD PAINT --- 2" 0 WD RAIL. W, CHROME BRACKET @4' OC W4."eP hEL. reu C . SECTION -46 4 -to e./e7" G ad 4-' , #171-- ' TLJ � ieo N a.c.. 1 1-147— • GL. GT.- Cry p °d. .p..1 , /2 • • Nern.. r�Tut ilVer CITY OF TUKWILA APPROVED MA 1 192' BU LD ► !u 1SiON RECEIVED CITY OF TLJIONILA r Eli 26 I iI PERMiTCENTER NOT MIBUSHEO. ALL RIGHTS RSSERVEO. THE ABOVE ORAWINGS AND SPECIFICATIONS, AND 10EA$. DESIGNS AND ARRANCEYHENTS REPRESENTED THEREBY At AND SHALL "IMAM THE PROPERTT OF THE ARCHITECT. NO PART THEREOF SWILL BE REPRODuCIO. CONED, ADAPTED. DISCLOSED 0R DISTRIBUTED TO OTHtR,}s SOLO. PUBLIS/IED..OR OTIERRISEUSED RITHOUT THE ►RrON WRITTEN CONSENT QF AND APPROPRIATE COtPtNSATION TO THE ARCHITECT. VISUAL CONTACT KITH THE ABOVE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE tVI0ENCE OF ACCEPTANCE OF THESE RESTAICTIONS ' EDI LIMA ►1C STATE OF WASHINGTON consultants RE ISTERED A CHITECT iinardic desigf group . architects 1836 westlake ave. n. suite 204 seattle, wa 88108 (206)2831 -4704 project . title FORTDENT architects JCR DEVELOPMENT COMPANY n,wAe►INerea 1 1 HOT PUSLISNED.ALL RIGHTS RESERVED. TN¢ A$OVE ORAWIACS AND SPECIi$CAT10NS, AND IDEAS. DESIGNS ANO SLNTS REPRESENTED TNERErY ARE AND SHALL RENAIN THE PROPERTY 07 THE ARCHITECT. NO PART TNt11E0r SfIALL bE REPRODU#.EO. COPIED. ADAPTED. DISCLOSED OR DISTRISUTEO TO OTHERS. SOLD. PUSLISHEO. OR OTNEAMISE USED without EtE MION SMITTEN CONSENT OF AND APPROPRIATE COH►ENSATION TO THE A1ICNITECT. v)SUAL COHT/.CT *ITN THE ASOVE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE Of ACCEPTANCE OP THESE RESTRICTIONS. MIME 3' -0"X&- io 18 F GLASS C IjEM,PEREIT ALL 8`- CFX8' -0' 3'- O'X8' -1 O" 3' 0'X7' -0.X71-0' 3' -0'X' b lo" 3 6--1 3'- 0'X8' -1�' 3`- O'X"8 -Ia 3'- 0'X7' -0' 3ic:c. -o Cf�11Zj 3'- O'X8' -1 3'- 0"X7' -0' 3'- 0'X8' -10' 3'- 0' X7' -U' 3'- 0 - O' 3'- 0 -0' 3'- 0"X8' -10' 3'- •O'rr --0' 3'- U'X8' -1 O' i. b K °I _ p C CoLS.Ig.) 3'- O'X7' -O' DOOR TYPES 29/A -16 17/A -16 17/A -16 28/A• -18 20 MN. 20 MIN. 20 MIN: 20 MIN. NARROW ALUMINU DOOR TYPES FINISH SCHEDULE THK. 1 FRAME t1W Snu NUM ST Qq /A-16 17/A -18 17/A -16 17/A -16 1 17/A -16 17/A -16 1 17/A -16 17/A -16 1 17/A -16 17/A -16 I 17/A -16 17/A -10 1 17/A -16 17/A -16 1 17/A -16 17/A -16 1 " 17/A -•16 27/A-16 27/A -16 27/A -16 27/A -16 12 /A -16 1Z„/A -18 12/A -16 1 12/A -16 17/A -16 1 17/A -16 27/A -16 1 27/A -18 24/A -18 1 22&23/A -16 17/A -18 1 17/A -16 17/A -16 1 17/A -16 17/A -18 1 17/A -16 17/A -18 1 17/A -16 17/A -18 1 17/A -16 l2 /A-18 h4/A -18 27/A -18 27/A -16 27/A -16 27/A -16 1 1 /A -16 1 I'.:+ /A -16 24/A -16 1 226:23/,1 -16 17/A -16 17/A -16 17/A -16 17/A -16 17 /A -18 17/A -16 s.c. WD. DOOR PAINT 17/A -18 17/A -18 - 17/A --18 17/A -18 - 17/A -18 17/A -18 - 27/A -16 27/A -10 26/A -16 27/A -18 27/A -16 26 /A-16 17/A -18 17/A -18 - 24/A -18 22&23/A -16 - 12/A -16 12/A -18 28/A -16 1 2/. .1 111X- •I 10 mirk .1 fit' 20 MIN. INSULATED DOOR PANT 1, 2','1', (6 wb ; 'i1, V . e, I ► "/, S, I 4,8, 12. 20 MIN.' ,{M I w ,7,y�ly 1, 2, '7, e', i 1i 1, co. s, iv d; 5, 2. 2,Co, - 7, ,fv,7,`1, 1,2,7, 4,t=3, et, 10, ►v ea, 1� •04, `- 11, 14. EZEVATO DOOR t =.. i MN-11Z) f-. Ttt-4 GMT �. e r z:'YLi)J E2 - 0. .1C r�. Ptprt . 'Tt:.? 4 ► Pao 1 Tz =iF.^ 1 1J, egAb .4 Tom =IP Ciii0S ° '11 1 ∎10 - 1 I� , t:; , tz- }- Itz.I�I.• 12 10, 1 �,i. en L�...'.6!2 r u - 'S (.11/z. (.11/z. T"0 .I cL) NO. ROOM NAME FLOOR BASE CEILING REMARKS . MAT FIN NORTH SOUTH EAST WEST HEIGHT •' • 100 LOBBY � 1-14..1 F'F 1 X � PAINT OWS GWB Cw6 GWB SEE REF. CgUNG PLANS CARPET WOOD (PAINT) (FAINT) (PAINT) (PNwr 101 LOBBY ! r ` t 102 EIFCT. ROOM �. Q,aEM.sT` 1?{)Pj% PP UW g -°. 105 ELEV. MEW, ROOM 1 I 1 1 II 1 1 104 STAIR ,1 CARPET FP - GYM VARIES - SEE SECTION IDh RINI t!� :1t� r`M ��+G fit + Fr. d1ALiJ 4,1)Pb 4,1)40 ,�if - ':, 108 CORRIDOR CARPET FF RUBBER " Gw6 GM Ow8 1. GWB (PAN!) (PANT) (PANT) (PAINT) (PA/NT) 107 TENANT SPACE CONC - - - GW1 GWB c Gw8 READY TO PLANT 108 TENANT SPACE 1 1 ` ; 1 ( 1 1 1 CORRIDOR CARPET f ^F WOOD 11 PANT GWB GW GWB (PINT) (PAIN)) (PINT) (PANT) 110 CORRIDOR - 1 1 _ 111 VESTIBULE I r 112 SPRINKLER ROOM CONC PANT • - GWB GWB GWB MB TAPED 113 MEN TILE/ TIL EI 11LE/ I.U/ . TILE FF TILE TILE c' C� &' c � C°`�7.Cq (PI.'Nl) 114 SHOWt7t (, � . . u)I (tWCS ` ( C•, !'AftirT) (►at') Cw�'^EI) �1 115 SHOWER (-1L415 C+ 1 3 u1F3 r ' (P�.vf.,'T) (�IAIT) (,pk11r11) 04114-r) T' 118 WOMEN I U / '1 f 'NQLL. TILE/ WALL. Vdn4.l.. COUEI.(a lnt�k.L. C'OVORC1 COV6ttC CWErq 117 • MAINTENANCE ROOM COMC PAINT RUBBER FF GWB GWB GWB GWB (PAINT) (PAINT) (PAINT) (PANT) 118 JAN 120 TEFLANT SPACE CONC - - - awe • CY, a c wa y SUSP. 8._0. READY TO PANT . cE.c. 121 CORRIDOR CARPET FF RUBBER FF I (PAINT) (Axr) (Mrrr) (P N� 122 STAR 112 ! 1 • - - GW8 I " VARIES SEE SECTION 123 ELECT. ROOM CONC - - GWB GWB C WY MB GWB TAPED 124 TENANT SPACE ! - - - t I USP. CV-0" READY TO PAINT 200 LOBBY PET FF 1 X �+ GYM GYM GM (; �. (PAINT) : (PAINT) (PANT) (pyNn VARIES SEE REF. CEILING PLANS I 2 01 LOBBY I 1 1 1 1 1 1 p 202 JANITOR CONC PANT RUBBER (PAINT) ( ANT) (PAINT) (PANT) 9'-•0 203 E L E - .r /-t'EL 1 1 I L j, J J 204 CORRIDOR CARPET FF RUBBER FF FrJrlf) PAt11) 2N1) g'' 205 STAFF 1 1 [ 1 is 1 VARIES SEE SECTION 208 TENANT SPACE - GWB . GWB SUSP. CL.G. 9 '� READY TO PANT 207 SPRINKLER ROOM CONC pjpj ( ca wi✓ 208 VESTIBULE CARPET CARPET I X GwfB GWB ? GWB ? Y om• (PANT) . (PANT) (PANT) (PANT) !PANT) 209 MEN ?11E TILE FF PAY � roA !_ c W O AE/ WALL �'G vER'c (P • co TILE/ GW (Pon) 210 WOMEN I I j !' I 211 ST I i + } + AR #2 CARPET FF - -- GYYB GYa6 WS VARIES SEE SECTION (PAINT) (PANT) 212 TENANT SPACE CONC - - ' G w'P i :YY6 SUSP. • CLG. 9'-(F READY TO PANT 1 X i GWB GWB , 300 LOBBY CARPET FF WD. (PA ( (pA►� VARIES SEE REF. (3F3LNG PLANS 301 JANITOR CONC - RUBBER 1 1 1 1 ff.-Or f O • 1 ♦ • 302 ELECT. & TELL'. GWB 0498 GWB G'N8 VARIES TAPED CORRIDOR CARPET F' G GWB GW8 GW8 SUSF�. . • (PANT) (PAINT) (P (PANT) CLG. 9 -0' FIXTURE N.I.C. 304 STAR �1 e J I 1 I SEE SECTION P 1 1 305 TENANT SPACE CONC ' - O YB CIO. SP. 9' -0' IZE40Y TO PANT 306 SPRINKLER RM. CONC PAINT ,- 1 j - - 307 VESTIBULE CARPET CARPET (PANT) (PAW) (PAlwi) (AN1) (PAINT) 8 ' - O' 308 MEN TILE K T I _ _ L WALL T�IL�E� (PM C'0 � W�' COWER'G, (PANT) 309 WOMEN 1111111 I 310 STAR #2 CARPET la GM3 (PAIN T) GWB GWB VARIES . S SECTION (PAW) ) fPA� (PANT) (PANT) • 3tt TENANT SPACE CONC - + ;wa 9' - ? AOY TO PANT CITY CIF T(JKW11..A FE6 2 6 1i I PER1diTCENTER consultants : OR 1 , CITY OF TLIKNII_A APPROVED JCR DEVELOPMENT COMPANY FORT DENT - 11 �I �fI1' �1 I � i `ir II�I+I �I` + )I "�`I�Iif�t� {�i +I(IfI�I IJI I�I�I(f ! 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MIME 3' -0"X&- io 18 F GLASS C IjEM,PEREIT ALL 8`- CFX8' -0' 3'- O'X8' -1 O" 3' 0'X7' -0.X71-0' 3' -0'X' b lo" 3 6--1 3'- 0'X8' -1�' 3`- O'X"8 -Ia 3'- 0'X7' -0' 3ic:c. -o Cf�11Zj 3'- O'X8' -1 3'- 0"X7' -0' 3'- 0'X8' -10' 3'- 0' X7' -U' 3'- 0 - O' 3'- 0 -0' 3'- 0"X8' -10' 3'- •O'rr --0' 3'- U'X8' -1 O' i. b K °I _ p C CoLS.Ig.) 3'- O'X7' -O' DOOR TYPES 29/A -16 17/A -16 17/A -16 28/A• -18 20 MN. 20 MIN. 20 MIN: 20 MIN. NARROW ALUMINU DOOR TYPES FINISH SCHEDULE THK. 1 FRAME t1W Snu NUM ST Qq /A-16 17/A -18 17/A -16 17/A -16 1 17/A -16 17/A -16 1 17/A -16 17/A -16 1 17/A -16 17/A -16 I 17/A -16 17/A -10 1 17/A -16 17/A -16 1 17/A -16 17/A -16 1 " 17/A -•16 27/A-16 27/A -16 27/A -16 27/A -16 12 /A -16 1Z„/A -18 12/A -16 1 12/A -16 17/A -16 1 17/A -16 27/A -16 1 27/A -18 24/A -18 1 22&23/A -16 17/A -18 1 17/A -16 17/A -16 1 17/A -16 17/A -18 1 17/A -16 17/A -18 1 17/A -16 17/A -18 1 17/A -16 l2 /A-18 h4/A -18 27/A -18 27/A -16 27/A -16 27/A -16 1 1 /A -16 1 I'.:+ /A -16 24/A -16 1 226:23/,1 -16 17/A -16 17/A -16 17/A -16 17/A -16 17 /A -18 17/A -16 s.c. WD. DOOR PAINT 17/A -18 17/A -18 - 17/A --18 17/A -18 - 17/A -18 17/A -18 - 27/A -16 27/A -10 26/A -16 27/A -18 27/A -16 26 /A-16 17/A -18 17/A -18 - 24/A -18 22&23/A -16 - 12/A -16 12/A -18 28/A -16 1 2/. .1 111X- •I 10 mirk .1 fit' 20 MIN. INSULATED DOOR PANT 1, 2','1', (6 wb ; 'i1, V . e, I ► "/, S, I 4,8, 12. 20 MIN.' ,{M I w ,7,y�ly 1, 2, '7, e', i 1i 1, co. s, iv d; 5, 2. 2,Co, - 7, ,fv,7,`1, 1,2,7, 4,t=3, et, 10, ►v ea, 1� •04, `- 11, 14. EZEVATO DOOR t =.. i MN-11Z) f-. Ttt-4 GMT �. e r z:'YLi)J E2 - 0. .1C r�. Ptprt . 'Tt:.? 4 ► Pao 1 Tz =iF.^ 1 1J, egAb .4 Tom =IP Ciii0S ° '11 1 ∎10 - 1 I� , t:; , tz- }- Itz.I�I.• 12 10, 1 �,i. en L�...'.6!2 r u - 'S (.11/z. (.11/z. T"0 .I cL) NO. ROOM NAME FLOOR BASE CEILING REMARKS . MAT FIN NORTH SOUTH EAST WEST HEIGHT •' • 100 LOBBY � 1-14..1 F'F 1 X � PAINT OWS GWB Cw6 GWB SEE REF. CgUNG PLANS CARPET WOOD (PAINT) (FAINT) (PAINT) (PNwr 101 LOBBY ! r ` t 102 EIFCT. ROOM �. Q,aEM.sT` 1?{)Pj% PP UW g -°. 105 ELEV. MEW, ROOM 1 I 1 1 II 1 1 104 STAIR ,1 CARPET FP - GYM VARIES - SEE SECTION IDh RINI t!� :1t� r`M ��+G fit + Fr. d1ALiJ 4,1)Pb 4,1)40 ,�if - ':, 108 CORRIDOR CARPET FF RUBBER " Gw6 GM Ow8 1. GWB (PAN!) (PANT) (PANT) (PAINT) (PA/NT) 107 TENANT SPACE CONC - - - GW1 GWB c Gw8 READY TO PLANT 108 TENANT SPACE 1 1 ` ; 1 ( 1 1 1 CORRIDOR CARPET f ^F WOOD 11 PANT GWB GW GWB (PINT) (PAIN)) (PINT) (PANT) 110 CORRIDOR - 1 1 _ 111 VESTIBULE I r 112 SPRINKLER ROOM CONC PANT • - GWB GWB GWB MB TAPED 113 MEN TILE/ TIL EI 11LE/ I.U/ . TILE FF TILE TILE c' C� &' c � C°`�7.Cq (PI.'Nl) 114 SHOWt7t (, � . . u)I (tWCS ` ( C•, !'AftirT) (►at') Cw�'^EI) �1 115 SHOWER (-1L415 C+ 1 3 u1F3 r ' (P�.vf.,'T) (�IAIT) (,pk11r11) 04114-r) T' 118 WOMEN I U / '1 f 'NQLL. TILE/ WALL. Vdn4.l.. COUEI.(a lnt�k.L. C'OVORC1 COV6ttC CWErq 117 • MAINTENANCE ROOM COMC PAINT RUBBER FF GWB GWB GWB GWB (PAINT) (PAINT) (PAINT) (PANT) 118 JAN 120 TEFLANT SPACE CONC - - - awe • CY, a c wa y SUSP. 8._0. READY TO PANT . cE.c. 121 CORRIDOR CARPET FF RUBBER FF I (PAINT) (Axr) (Mrrr) (P N� 122 STAR 112 ! 1 • - - GW8 I " VARIES SEE SECTION 123 ELECT. ROOM CONC - - GWB GWB C WY MB GWB TAPED 124 TENANT SPACE ! - - - t I USP. CV-0" READY TO PAINT 200 LOBBY PET FF 1 X �+ GYM GYM GM (; �. (PAINT) : (PAINT) (PANT) (pyNn VARIES SEE REF. CEILING PLANS I 2 01 LOBBY I 1 1 1 1 1 1 p 202 JANITOR CONC PANT RUBBER (PAINT) ( ANT) (PAINT) (PANT) 9'-•0 203 E L E - .r /-t'EL 1 1 I L j, J J 204 CORRIDOR CARPET FF RUBBER FF FrJrlf) PAt11) 2N1) g'' 205 STAFF 1 1 [ 1 is 1 VARIES SEE SECTION 208 TENANT SPACE - GWB . GWB SUSP. CL.G. 9 '� READY TO PANT 207 SPRINKLER ROOM CONC pjpj ( ca wi✓ 208 VESTIBULE CARPET CARPET I X GwfB GWB ? GWB ? Y om• (PANT) . (PANT) (PANT) (PANT) !PANT) 209 MEN ?11E TILE FF PAY � roA !_ c W O AE/ WALL �'G vER'c (P • co TILE/ GW (Pon) 210 WOMEN I I j !' I 211 ST I i + } + AR #2 CARPET FF - -- GYYB GYa6 WS VARIES SEE SECTION (PAINT) (PANT) 212 TENANT SPACE CONC - - ' G w'P i :YY6 SUSP. • CLG. 9'-(F READY TO PANT 1 X i GWB GWB , 300 LOBBY CARPET FF WD. (PA ( (pA►� VARIES SEE REF. (3F3LNG PLANS 301 JANITOR CONC - RUBBER 1 1 1 1 ff.-Or f O • 1 ♦ • 302 ELECT. & TELL'. 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DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAIN THE P$OPERTY OF THE ARCHITECT. 110 PART THEREOF SHALL SE REPRODUCED. COPito. ADAPTED. DISCLOSED OR OISTRi0UTE0 TO OTHERS. SOLO. ►U$USHED, OR OTHERlISE USED WITHOUT THE FRIOR WRITTEN CONSENT OF AND A►?ROfRIRTE COMPENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE *Revs DRAWINGS OR SPECIYICATIONS SHALL 'CONSTITUTE CONCLUSIVE EVIDENCE Of ACCEPTANCE OF THESE RESTRICTIONS. 4423 -1 R EREo A ITECT E�DI LINARmC STATE OF WASHINGTON consultants : DEVELOPMENT COMPANY BLDG. K Vi : MR CITY OF TUKWILA APPROVED MAR RECEIVED f,ITY OF TUKWILA. FEB 26 iyi PERMIT CENTER I IIIIII11iIIIII1 I 11I1(I I IIII11 I IIIIIII I1 J11 0 to THS INCH 1 2 ' 3 lI111I'I I L I Ii'Ii I . I1 I I I I I ; .1 I I i'I I I I I LI I L1 I I I 1 1I11 1 1 1 a : 4 5 6 7 MOTE: If the microfilmed document is less clear notice, it is due to the quality of the original 0c 6Z ee !.z 2Z 9Z h7 E:t Zz lZ OZ 6L Bl LL 9l 9l ' L CL zL • LL 06 6 1 ! 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VISUAL CONTACT RITH THE ABOVE ORARINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE 01 ACCEPTANCE OF THESE RESTRICTIONS. 35' -0" 2X4 SUSP CEILING GRID 1HR RATED -- 2X4 CEILING TILE 2X4 FLORESCENT RECESSED TROFFER r 25' --O" • 242' -0" 240' -0" 25' -0" I Mill JAIN= 1 rafinammi 11 El in-ww•Noi 1 1 med llom ��m 1 gill INN 1111I 11111111111 111111:11111111111 1111 MU III NI MI AIM 1111111111iiiiIIMMINVIIIIMMIIIIIIIiii= 11111111111111= MIIM1111111111111 111111111111111111 roma- i MEIN MINIM 1 11111=11611 MOM law A r M III MOM 11111111110 I 1111111111111W1111111 11111111111111 ammilammiA MN" mimmi num mom mu n riamm Ermailam NMI inim• =MN air MUM IIMMIIMINNIMIMI MI IMM 1111%.1111111 MIL mom ■ ■"■ii■ . � �u.L�...e E.E. �i Imp IMP imme. YII : , _ _ ■ T 11=111111 11 1111 ; 1 ■ u� i MEI ilomminiumm El al grim Ir. ii i anw..• limas mil M •11 mom 1.• as min immwm•ma I ware ari 1 ..im im 1. NE EM MEI= p. MWMf � � ■119 1 11111 1 dam mom SWIM OM MO NM I MMEm IN= Mil amimesiim. 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I BUtt_JJNG DfVIS1ON RECEIVED CITY OF TUKWILA FEB 2 6 W! pERIVIIT 4 4r I' II JI II � ' t ��, i 0 16 THIi IYCH 2 1 3 06 6z 86 LZ 9Z SF. ti"; EZ 4Z LZ 0? 64 1 1 1 1111111 1111111 :111111111111n1illi 11111111 MI6 1111IIn1!MIMI 1111111111111111111 I I p (II E I I l II 1 1 1 . } . 1 , I I I 1 I I'I• t i I I I LI I I I L I I , • I I 1 I I . I . `'1 I I I I I I'I L I I (LI I I I �, 6 7 8 NOTE: If the microfilmed document is less clear than this 'notice, it is due to the quality of the vr'iginal document. 8t Lt 4t et tt et al tt 01, I 8 11 11 1 1111 n11111 1 11iI I IIII � n�1 1 111i � n11 1 1�1�11n 1 1 . 1�1 1111 !i I e.5 a .::j ..F ; r• r " A /' 3 :...... �'.�, -/.�� {. �,rr.. .,. t _�, ; Z., /../.... ... G. • S +i C Z t wW () 11111111 : 1'gr111u1�11i11i111�i111111i1� o architects linardic design group . architects 1836 westlake ave. n. , suite 204 sea ttie, wa 98109 (206)283-4764 NOT PUBLISHED. ALL RIGHTS RESERVED. THE ASOVE DRAWINGS AND SPECIFICATIONS. AND IDEAS. OESIG%S AND ARRANGEMENTS REPAESENIl6 THINKS* ANC ANO SHALL REMAIN THE PROPERTY OF THE ARCHITECT. NO PAPA THEREOF SHALL Of REPRODUCED. COPIED. ADAPTED. DISCLOSED OR i.ISTRIBUTEO TO OTHERS. SOLO, PUIIISNEO. OM OTM1RtISE USED *ITNOUT THE PRIOR WRITTEN CONSEN!'Of AND APPROPRIATE COOIPij SA910'i TO THE ARCHITECT. VISUAL CONTACT ITN THE ABOVE DRAWINGS 0R SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE Of THESE RESTRICTIONS. 242' -0" 240' -0" 15' -0" 2X4 SUSP CEILING GRID 1HR RATED 2X4 CEILING TILE 2X4 FLORESCENT RECESSED TROFFER PARTIAL SECOND FLOOR REFLECTED CEILING PLAN BLDG. KEY consultants : project .title : FORT pRCAS+ DENT Arlo CITY OF TUKWILA APPROVED *MAR t 199 E3LIELDIN - DIVISION PERMITCENIER 4 -4144 1 x: 0 architects iinardic design group architects 1836 westlake ave. n. suite 204 seethe, wa 98109 (206)283-4764 NOT PUBLISHED, ALL RIONTS RESERVED. THE ABOVE DRAWINGS AND SPECIFICATIONS. A:1D IOEAS. DtSICNS AND ARRA9GI$(NTS REPRESENTED THEREBY ANE AND SHALL REMAIN THl PROPERTY OF THE ARCHITECT. NO PART TNEREOF INAtl BE RiPRODuCED. COPIED. ADAPTED. DISCLOSED ON DISTRIBUTED TO OTHfRS. SOLO. PUBLISHED. OR OTHERWISE USED WITHOUT THt PR1011 WRIT COhSEI.T OF AND APPROPRIATE COMPENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE ABOVE DRAWINCS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS- consultants : project title : FORT DENT 11 DEVELOPMENT .COMPANY 111111110 11111111111. 11111 111111 111 1 4 2X4 SUSP CEILING GRID 1 HR RATED 2X4 CEILING TJLE 2X4 FLORESCENT RECESSED TROFFER L REF. U V 25' —f1" • 242' -0" 240' -0" 25' -0" mumi soknowarammo imman inimom Ern = sum ME ME wari NM Elio NM= rig LiE6m Nam 25' -0" - •c:P f_ L I ►-i'r 1�+M� t..� Sl�te.lFr.CJ PARTIAL THIRD FLOOR REFLECTED CEILING PLAN 20' -0" 25' -0" BLDG. KEY 06 6Z ee LZ 9Z 1111 I1111I1111I111111111IIIIIIIIII I II1 0 ISTHSINCH 1 2 '� r Q3'..., + ..,x r`+� *( [ t CS. .. d.. 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II 1 111 1 1 III+ 1 1 I I� 1 1111111111111111111 I I i (�111111111 I!IIIIIII IIf I�l�!illli���ll IIliI1111 l(III) Illllllil �iil(Iill i111IIlil11111�11i1 illlli111 IIII(f!li I)11I11►I�,I11I1111 111111111 I il!III!111111 � I '.• il. . ... lit �,. -1, IIII� III 1111�iilllllll�llll 1 w� Zl zz b re) b N 0 N b it) b ti 11) 0 CITY OF TUKWILA APPROVED mAR 1 92.1 BUILDING DIVISION RECEIVED CITY OP TI ti(1.NIl_A FEB 2 6 1991 PCRMtTCENTER • , • 242'-0” 240*-0" EDI LI ARDIC STATE OF WASHINGTON 0 architects iinardic design group . architects 1836 westiake ave. n. suite 204 seattie, wa 98109 (206)283-4764 project title : DEVELOPMENT 'COMPANY rz 4 -to "8/2./40 date NOT PuBLISHEO, ALL R:CHTS RESERVED. THE ASOVE ORAHH.CS AND SPECIFICATIONS. AND IDEAS. DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL WENN THE PROPERTY Or THE ARCHITECT NO PART THEREOF SHALL SI RIFIODuCRO. COMO• ADAPTED, DISCLOSED OR AISTRISuTED TO OTHERS. SOLD. PUBLISHED, OTHERNISE USED wITHOUT THE PRIOR WRITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO THE AncHiTtcl. VISUAL CONTACT WITH THE mum DRAEHHcs 011 SPECiFiCATIONS SHALL CONSTITUTE CONCLUSivi EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS REF, 1/8"=1'_0- 0 ta THS INCH 2 ) 3 4 5 6 7 NO TE: If the microfilmed document is less clear than this 15'-O" , . f"". , • ' • , • • • 11111111111111111111 1 iwittippliplipiwilir Hip pp' 9 , 10 11 MADE 04 GERMANY 12 06 a.GLIitY 'L CI the (irZilgi. document. 111111111111111 0111011 111. 1111111 pli1111111111111{1q11111 1 0 L G t " • •0 0 o• -0" 35 2X4 SUSP CEILING GRID IHR RATED 2X4 CEILING TILE 2X4 FLORESCENT RECESSED TROFFER PARTIAL THIRD FLOOR REFLECTED CEILING PLAN BLDG. KEY / CITY OF TUKWILA ,/ APPROVED BHIL )ING DIVISION RECEIVED my OF TUKWILA FB 2 tiSi PERMITCENTER consultants: 4 1r :` „' ' „.; - _ Ant 1 III 1, , i IN Tri- it • im.. iiiiii mom [ iL 1• 1. -4mm imi ,........., . .. . .I Mil III al IIIIIIIIIII ' m il wmimin el [ immilam El ...m.u... is _111 In EMIR MI Mal 1111111111 I _111111 IIIMPII.J. ri \ ...,:. NMI • -, • IN III 111 M MINI • I • MI -, 1 &It WHIM 11111 11111 N i , ,-.54.r-rt. =1 I II IIIII 1 \ ....:m. MI 1111111M Ell NM Pil E ••••11111111 11111 IIIIIMINIIIIWIIIIIIIIIIII NIIIMIIIIIIMIIIIIIIIIIIII Ir! 11111111111111111111111111111M11111111111111111111111111111111 : IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII .=.== === III IIIIIIIIIIII NMI 1111 111 • = 1111111111 IIIIIIIIIIAIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIII MI IIIIIIIIIIIIIIIMIIIIIMIIIIIIIIINIIIIIIIIIIIIIWIIII Mill MIMI M II „, an111111iiiiiIIIIM111 1 NM MIMI imi ll 1111 NM 1111 El MIN IIIIIIMINI1111111111111 11111=1111111.1111111111111111 IIM 1111111C4111111 ME M ilt - T-- 1 1 11111 M 111111 --- . ---„M_ ...,...,......... ._._ • , • 242'-0” 240*-0" EDI LI ARDIC STATE OF WASHINGTON 0 architects iinardic design group . architects 1836 westiake ave. n. suite 204 seattie, wa 98109 (206)283-4764 project title : DEVELOPMENT 'COMPANY rz 4 -to "8/2./40 date NOT PuBLISHEO, ALL R:CHTS RESERVED. THE ASOVE ORAHH.CS AND SPECIFICATIONS. AND IDEAS. DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL WENN THE PROPERTY Or THE ARCHITECT NO PART THEREOF SHALL SI RIFIODuCRO. COMO• ADAPTED, DISCLOSED OR AISTRISuTED TO OTHERS. SOLD. PUBLISHED, OTHERNISE USED wITHOUT THE PRIOR WRITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO THE AncHiTtcl. VISUAL CONTACT WITH THE mum DRAEHHcs 011 SPECiFiCATIONS SHALL CONSTITUTE CONCLUSivi EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS REF, 1/8"=1'_0- 0 ta THS INCH 2 ) 3 4 5 6 7 NO TE: If the microfilmed document is less clear than this 15'-O" , . f"". , • ' • , • • • 11111111111111111111 1 iwittippliplipiwilir Hip pp' 9 , 10 11 MADE 04 GERMANY 12 06 a.GLIitY 'L CI the (irZilgi. document. 111111111111111 0111011 111. 1111111 pli1111111111111{1q11111 1 0 L G t " • •0 0 o• -0" 35 2X4 SUSP CEILING GRID IHR RATED 2X4 CEILING TILE 2X4 FLORESCENT RECESSED TROFFER PARTIAL THIRD FLOOR REFLECTED CEILING PLAN BLDG. KEY / CITY OF TUKWILA ,/ APPROVED BHIL )ING DIVISION RECEIVED my OF TUKWILA FB 2 tiSi PERMITCENTER consultants: 4 1r :` „' ' „.; F STRt)C7L1RA O_CQDE REcanf EleataTS: All design and construction shall conform to the requirements of the • Uniform Building Code 1988 Edition. QESIGIlt 1__ DADS: in addition to the dead Toads, the following were used for design: Roof Floors: Offices 8 0 psf L.L. + 20 psf partition load Corridors, stairs 10 0 psf L.L. Parking floor 5 0 psf Sidewalks and driveways 250 psf L.L. Allowable soil bearing pressure �L5vQ psf Retaining walls , pcf (equivalent fluid pressure) unrestrained 2 5 psf L.L Earthquake and wind forces are resisted by braced frames. SEISMIC LOADS: Earthquake design is based on the following: { , Kips -- N -S Dir. I ' o ' Kips -- E -W Dir. Building: V ,a Lam. Base Shear = Rw Where: Z = 0.3, Zone 3 1 = 1.0 C =a 2.75 Rw e 8 W = total dead bad Elements of the structure and nonstructural components: Fp = ZICpWp Where: Z = 0.3, Zone 3 I =1.0 Cp = 0.75 Wp its weight of portion of structure or component WIND LON2S: Wind design Is based on the following: 1988 UBC: Exposure B, 80 mph -- P CeCgQsI Where: Ce = See UBC Table 23G Cq = See UBC Table 23H Os et 17 psf , 1.0 SUBMITTALS: Shop drawings shall be submitted to the Architect prior to any fabrication O(' construction for all structural items including the following: concrete or masonry reinforcement, precast or prestressed concrete items, embedded steel items, structural steel, stee! joists, steel deck, shear stud layout, metal grating, cladding panels, and stairs. If the shop drawings differ from or add to the design of the structural drawings, they shall bear the seal and signature of the Washington State Registered Structural Engineer who is responsible for the design. Design drawings, calculations and shop drawings, for the design and fabrication of items that are designed by others, such as: precast concrete, steel joists, and curtainwall shall bear the seal and signature of the Washington State Registered Structural Engineer who is responsible for the design and shall be submitted to the Architect for review prior to fabrication. JNSPECTJSThle Inspection by an approved testing lab shall be performed for masonry, reinforcement placement, cladding, • precast erection, concrete placement, pile driving or placement, high strength bolt tightening, steel fabrication and erection, and welding. All prepared soil- bearing surfaces shall be inspected by the Soils Engineer prior to placement of reinforcing steel. Soils compaction shall be supervised by an approved testing lab. SPECIAL QNDITIO16,: Contractor shall verify all dimensions in the field and shall provide adequate shoring and bracing of all structural members during construction. Contractor shall notify the Architect and Structural Engineer of all field changes prior to installation or fabrication. Qcge&RETE: Concrete work shall conform to all requirements of Chapter 26 of the Uniform Building Code. Concrete strengths shall be verified by standard 28 -day cylinder tests, unless approved otherwise. Concrete mixes shall be as follows: f Lp -1 Minimum Cement Per rabic Yard 2,500 5 -1/2 Max. Water Per 94 LB of Qement 6 -3/4 - '- ..;"..._ • Max. Water Per 94 LB of Cement When Using Air Entraining Agent As an alternativg to the above, the Contractor shall submit concrete mixedesigne for approval -, two weeks prior to placing any concrete. The alternate mix design will be reviewed for conformance to UBC 2604. Water - reducing admixtures may be incorporated in concrete design mixes, but shall conform to UBC Standard No. 26 -9, and be used in strict accordance with the manufacturer's recommendations. An air entraining agent, conforming to the UBC Standard No. 26 -9, shall be used in all concrete mixes for work which is exposed to weather. The amount of entrained air shall be 5% ± 1% by volume. CaCl2 or other water- soluble chloride ion admixtures shall not be used unless approved by the Architect. EEfNFORCiNG STEEL: Reinforcing steel shall be in accordance with ASTM A -615, Grade 60 billet steel, for . deformed bars and ASTM A -185, (fy = 65,000 psi) for smooth welded wire fabric (WWF), unless otherwise noted. Bars in beams and slabs shall be supported on well -cured concrete blocks or approved metal chairs as specified by the CRSI Manual of Standard Practice, MSP -1 -80. Reinforcing steel shall be detailed in accordance with the "ACI Manual of Standard Practice for Detailing Reinforced Concrete Structures ", ACI 315 -74. Welding of reinforcing steel, when approved by the Architect, shall be performed using low hydrogen electrodes, and preheated in accordance with AWS D1.4 -79, Reinforcing Steel Welding Code. Lap all reinforcing bars with a Class b or, bt splice as specified in ACI 318 -83, with splices at adjacent bars staggered by a minimum of the splice length, unless otherwise noted on the plane. Mechanical or welded butt splices shall be used subject to Architect's approval. Mechanical splices called out on the plans shall develop 125% of the specified yield strength of the spliced bars in both tension and compression. TRUCTURAL V1/a,)s,a C''h Pile Cope Cad l eieens 5 -1/4 Sidewalks 5 -1/4 Footingsa5fabs,6IA6 0►, grcueei Reinforcing steel shall have protection as follows: lZSS Beams and Column Bars Slab Bars Wall Bars: interior faces Exposed to weather or earth Footing Bars (Unless otherwise noted): Watt Thickn .as )-jprizontal BALI 6" #4@ 12" o.c. au #4 @ 10" o.c. 1 ON #4 @ 16" o.c. 1 2" #4 @ 12" o.c. lgEL REFEREN - SP aG1El A tal5l Structural Steel High Strength Bolts - Welding Welder Certification Steel Joists and Bridging Steel Decking EEL MATERIALS: Structural Steel, unless noted otherwise Connection material, embedded items channels, angles, base plates, and misc. steel Structural Tubes Steel Pipe Structural Bolts Anchor Bolts, unless noted otherwise Threaded Rods Welding Electrodes Headed Shear Studs ASTM A -36 ASTM A -36 yeateal Bars #4 @ 12" o.c. #5 @ 15" o.c. #4 @ 16" o.c. #5 @ lb" o.c. ASTM A -500, Grade B ASTM A -53, Grade B ASTM A -325 -F ASTM A -307 ASTM A -36 E70XX ASTM A -108 1 -1 /2" (to stirrups or ties) 3/4" 3/4" 1 -1 /2" ( #5 and smaller) 2 " ( #6 and larger) 3 BASE, Gfq: Base plate grout shall be non - shrink type with minimum f c = 8,000 psi. AISC- Specification for the Design, Fabrication and Erection of Structural Steel for Buildings - 8th Edition Specification for Joints using ASTM A -325, 1980 Edition AWS D1.1 - 86 AWS prequalified joint details Washington Association of Building Officials (WABO) Standard Specifications of the Steel Joist Institute Steel Deck Institute, AISI- Specifications for the Design of Cold Formed Steel Structural Members STRUCTURAL ITEEI : Structural steel design, fabrication and erection shall conform to the requirements of Chapter 27 of the Uniform Building Code. All members are to be erected with natural mill camber or induced camber up, unless otherwise noted on the plans. Substitution of member sizes or steel grade will not be aliowed without prior approval of the Architect. Bolted connections are to be of high strength ASTM A -325, unless noted otherwise. A minimum of two bolts is required for all beam connections. The minimum weld size shall be 3/16 inch, unless noted otherwise. Connections are to be as shown on these drawings. Alternate connections will require prior approval of the Architect. ,METAL QECK: Steel deck shall conform to ASTM A -446, Grade A minimum and hdye a minimum fy =33,000 psi. The galvanized coating shall conform to ASTM A -525, G60, or 990 where left permanently exposed. Minimum deck gages are shown on plans and are based on 3- span,' unshored conditions. Heavier deck gages may be required for conditions other than these, depending on manufacturer. Other deck gages shall be submitted to the architect along with a valid ICBO report for approval prior to shop detailing. !Deck welding shall be in accordarce with AWS D1.3 -81, "Specification for Welling Sheet Steel in Structures." Contractor shall provide closure plates, flashing, and all miscellaneous Tight gage metal shapes necessary to complete the work. The minimum end lap shall be 2 inches . centered over supports. The minimum bearing required shall be 2 inches. ELQQroaeck: Steel floor deck shall be a non- composite type deck of size and gage as shown on the drawings. Floor deck fastening shall be as shown on the plans, unless noted otherwise. Steel floor deck types shal! be Verco Vercor Form Deck type Deep Vercor, Vulcraft Conform type C, or approved equal. Roof ,Q : Steel roof deck shall be of 'size and gage as shown on the drawings. Roof deck fastening shall be as shown on plans, unless noted otherwise. Steel roof deck types shall be Verco type B, Vulcraft type B, or approved equal. OPEN WEB STEEL JOISTS: All steel joists shall be designed, fabricated and erected in accordance with the "Standard Specifications" of the Steel Joist Institute and shall be of the size and spacing shown on the plans. Steel joist type and designation shown on the drawings are from the Vulcraft Steel Joists catalog, 1988. Alternates shall be submitted, with manufacturers catalog and specifications, for review and approval by the Architect prior do fabrication. Joists shall be supplied with the proper bracing and bridging to provide lateral stability of al! joists. HEADED SHi AR- STUDS: All shear studs shall be 3/4" diameter headed studs, unless noted otherwise. Stud lengths after weld shall be as shown on the drawings. All studs shall be automatically end welded in shop or field with equipment recommended by manufacturer of studs. Ltcatiu0 Vert. @ CL of Wall Vert. @ CL of Wall Each Face Each Face AWINGS Y EXPANSION BOLTS: Expansion bolts snail be Hilti Kwikbolt, Parabolt Concrete Anchors, amset Trubolt, or an approved equal, installed per the manufacturer's recommendations. Bolt lengths and embedments shall be as designated on the drawings. For expansion bolts , designed by others, design drawings calculations shall be submitted to the Architect along with a valid ICBO report for approval prior to fabrication. COLD FORMED GAGE STEEL FRAMIN Cold formed steel framing members shall be of the type, shape, size, gage, and spacing as shown on the drawings. Member types and sizes shown on the drawings refer to members manufactured by the Incor, Inc. Members equivalent in shape, size, stiffness, and strength by other manufacturers may be substituted for framing members shown. Alternate members shall be subject to review and approval by the Architect and Structural Engineer prior to fabrication and erection. All cold formed steel framing shall conform to the A.I.S.I. "Specification for the Design of Cold- Formed Steel Framing Members." Cold formed structural tracks and studs 12, 14, and 16 gage materials shall be formed from ASTM A -44E, Grade D or ASTM A -570, Grade 50 steel with a minimum Fy =50 ksi. Cold formed structural tracks and studs 18 gage and lighter shall be formed from ASTM A -446, Grade A or ASTM A -570, Grade 33 with a minimum Fy =33 ksi. All studs and track shall be galvanized. Fastenings shall be as shown on the drawings. Fastenings not shown shall be as recommended by the manufacturer. FOUNDATIONS: 1 0 111 %;- Soils: See the Soils Report by Associated Earth Sciences, dated January 9, 1990 for more complete information. Earthwork material, backfill, and compaction shall be in accordance with the recommendations of the Soils Report. All topsoil organics and loose surface soil shall be removed from beneath fill supporting concrete slabs and paving. Round Timber Piles: AI! piling shall be Pacific Coast Douglas Fir and shall conform to ASTM D25 -79 and UBC STD- 25 -13, 25 -14. Piling shall be new and unused. Substitution with used piles shall be submitted to the Soils Engineer for review and approval prior to placement. All piling shall have a minimum tip circumference of 25 inches and butt circumference of 38 inches with pile lengths determined in the field in accordance with the recommendations of the soils report. Pile installation, load testing, continuous on -site inspection, documentation and summary report shall be carried out in accordance with the recommendations of the soils report. Piles shall have a minimum allowable compressive stress of 1250 psi parallel to grain. All timber piles shall be pressure - treated in accordance with AWPA C3 -781. Storage, handling, driving, and end cut -off shall comply with AWPA M -4. Pilr� Design: Pile foundation design is based on the recommendations of the soils report as follows: Downward loads due to gravity Downward loads dile to gravity plus seismic or wind Horizontal Toads due to seismic or wind (based on 1:5 batter) Passive earth pressure acting on vertical faces of pile caps TYPICAL STRUCTURAL_SYNiBOL Workpoint. The amount of mid -span dead load camber. Top of steel elevation deviation from typical. Indicates column type, see Column Schedule S3 -3. /,,� iEA1y1 ION 6EE TY1 :2 1 01 Indicates bottom of base plate elevation. Top of concrete elevation. Bottom of pile cap elevation. Pile cap type - see Schedule, Drawing S2 -2. Moment connection - see Typical Detail on Drawing S3 - I Column passing thrli this level. Column from this level down. Column from this levei up. X- .x- --•�. ; Welded wire fabric. ...., 71 • Indicates direction of deck span. Complete penetration weld required. Indicates change in slab grade. ✓;Y :.4 .iii', ,.,'" 30 tons /pile = 40 tons /pile = 8 tons /pile = 400 pcf Indicated number of bolts required in a Std. bolted beam conn. See Typ. Detail on S3 -1. Indicates number of bolts required in a beam /col. web bolted conn. See Typ. Detail on S3 -1. Tension or drag strut connection - see Typical Detail on Drawing 53 -1. 14pIi&.7E5 i,1 Fr- C141 -IT To F1_ct7 ; Alg7uvS GEC Gin /G "T: ��-. 4 PLAI.1 .S. IN17ICATES f ILV 1711 GT1�7f`I (1'5) 1 (TYI A.B. ADD'L ARCH. BM. BLDG. BOT. / C.C. C.l.P. C.J. CL CLG. CLR. C.M.U. OCL CNC NM. CONST. earn CC TR C.P. D.B. DEr. DIA. DKG DIAG. DO. DN. DWG. DWL. EA ELECT. EL FD. EQUIP. E.F. EW. EX EXP. IECT. F.D. FDN. FIN. FLR. FLG. F.S. FT FTG. G4 GALV. GR. H.P. I.D. I.E. I.F. IN INT. 4. e• 0 Anchor Bolt Additional Architectural Beam Building Bottom Bottom of ' Camber Center to Center Cast in Place Construction or Control Centerline Ceiling Clear Concrete Masonry Unit Column Concrete Connection Construction Continuous Contractor Complete Penetration Divider Beam Detail Diameter Decking Diagonal Ditto Down Drawing Dowel Each Electrical Elevation Equal Equipment Each Face Each Way Existing Expansion Exterior Floor Drain Foundation Finish Floor Flange Far Side Feet Footing Gage Galvanized Grade High Point Inside Diameter Invert Elevation Inside Face inch Interior DRAWING INDEX S 0 -1 Structural Notes S 1 -1 Partial Foundation Plan S1 - 2 Partial Foundation Plan S1-3 Partial Second Floor Plan S1-4 Partial Second Floor Plan 51 -5 Partial Third Floor Plan S 1 6 Partial Third Floor Plan S1 - 7 Partial Roof Framing Plan S1- 8 Partial Roof Framing Plan N S2-1 T; pical Concrete Details S2-2 Foundation Sections and Details 1 � Red, 1 03,4/q Joint 53 -1 Typical Steel Details S 3 - 2 Typical Steel Details S3 - 3 Column Schedule and Details S3 -4 Braced Frame Elevations and Details S3 -5 Steel Framing Dctaiis zz sa oz at 91 cI 91 sr 1 , I 1 Ct z I WON! 11111111111111111;111111611111111111 !MIt�MIllllt1i t 1111111111111 11111111111I111 1111111111IiVI' Ili`( fill it f . 1111111 i 1 1 11 1. 11I111` 0 1 2 3. 4 5 6 7 I 8 I NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. II 1 1 1 I 1 1 1 III 1 II 1 I i 111 1 1 IhI 1 1 1 II�tII� 1 II� 1 I 9 10 11 L3lNIERI 12 • • ..J STRUCTURAL DRAWING ABBREVIATIONS JT K KSF. LF. L.L.H. L.L.V. L.P. MAX. MECH. MIN. MISC N.I.C. NOM. NO. N.S. NTS. OC. O.D. O.F. OPNG. OPP. P.D.P. P PL PL. P.P. PCF P.S.I. P.S.F. R.D. REINF. RED RTN. SCHED. SECT. SHT. SIM. S.O.G. SP. SPEC. SQ SS. STD. STIFF. STL STRUCT. SYM. T/ T &B TS Ti'P. U.B.C. U.N.O. W/ W/O W.P. WT W.W.F CITY OF TUKWILA APPROVED MAY 1 f BUILDING Di eSION FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval c* plans does not authortxe the violation of any adopted code or ordinance. Receipt of contractor's copy of a, • ved fans ac • • god, �r�i�a:T,Gdll Daft . P Permit No iinarrdic design group . architects 1836 Westlake ave.n. suite 204 seattle, wa 98109 (206)283 -4764 NOT ►u.LISHED. ALL RIGHTS RESERVED THE ADOPT ORAYINCS AND SPECIFICATIONS. AND IOEAS. DESIGN: AND ARRANGEMENTS RE►RESENTEO THERIOT ARE AND SHALL REMAIN TNT PROPERTT Oi THE AIyCNITECT. NO PART THEREOF SHALL SE REPRODUCED. COPIED. ADAPTLD. DISCLOSED OR DISTR,SuTE6 TO OTHERS, SOLD, RIRLISHEO, 0R OTHERfISE DUD VITMOUT THE PRIOR RRITTEN CONSENT Of AND APPROPRIATE COMPENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE ASOVE DRATING$ OR SIECIFICAt10MS SHALL COMSTJ *UTE CONCLUSIVE EVIDENCE OR ACCI?TAMCE OT THESE k[STRICTIONS. EDI LINARDIC STATE OF WASHINGTON project title e FORT DENT 11 DEVELOPMENT COMPANY archit`cts Joint Kip (1,000 lbs.) Kips Per Sq. Ft. 'Linea( Foot Long Leg f- orizontal Long Leg Vertical Low Point Maximum Mechanical Minimum Miscellaneous Not in Contract Nominal Number Near Side Not to S ate On Center Outside Diameter Outside Face Opening Opposite Plan Dimension Point Post Plate Property Line Partial Penetration Pounds per Cubic Foot Pounds Per Sq. In. Pounds Per Sq. Ft. Roof Drain Reinforcing Required Return Schedule Section Sheet Similar Slab -on- Ground Space Specification Square Stainless Steel Standard Stiffener Steel Structural Symmetrical Top of Top and Bottom Structural Tube Typical Uniform Building Code Unless Noted Otherwise With Without Work Point Structural Tee Welded Wire Fabric RECVED fill Y OF TUKWILA MAR 13 1991 PERMI1-CENTER • ' f EDI LINARDIC STATE OF WASHINGTON consultants : project title : drawn: AR/CM checked: JHT date: 9-1 -90 DEVELOPMENT (X)MPANY CIY-O" () 1 35$-0" 5E-2 ( TYP. ) E 4ilL 52-2 EV-G" Z5 23 )44Ft ceei-6" ERAHE n_ev < EELei" 52-2 I 1 1 1 ! I I I 1 ' I ( V-G" REF. 25 FOUN /Oa, 1DELELAN V 8" 1 '-0" I ( E3'-6" 41" concrete slab-on-grade. 1.J4e filbermesh concrete mix desi n ( ee note #2) place slab over 1" !c ean, free-draining granulith c Is ruct. fill material. Top of si b ev. = 27'4)". I ; [ e5' 0" ir •ao c < 23i-6" ) 4'-2 9 4" , • . 5E-2 L 3'-6" C se (TYP.) 111,1.0. PET. IS LV MT ( 23'-6" C SE-2 (TYP.) 1) e2C7. OF . . 1 ; 20- H/ Do r-rcor. EN, 24'- loll /1. < 3l.6" 1 •1 I J 5E-2 0 24'-0" t P L del 1 -0 '.x -42',0 1 - 2" \ 25-17"-11 vki/(, IF 5 EA, WAY, so-r, -4-" • ,... ... Iiiiiiiiiiiiiiiiiiiiiiiiiiiapilit iiiiiim iilvi iiiiiippliiiiiittit 111 iiiiiiiiii i 111 iiii 1111111 iiippopit II piliiiiiiiiiwimitiliwillyitilitilirpirliiii 0 16THSINCH 1 I 0: 3 ' 2 , f • . , 0 e 63 9G L2 93 GZ 4 74 CZ ZZ tZ 0 z 61. St LA 91. St 4 71. CI Zt tt Q[ z. . 9G VE Z tvol Q g.„ 111111111110111iill linli111 111111,111 11911111 11!T1111111 111,1,111111,111111111101111111111111111i11,111j11111111 1,1i1111111111111!IIII n1111111 111111111 ''1111111 19111111 111111H1 1111)111,0 1 I I ' I ..,••• ...!. ''!: ;T„,:.•=•:?:::;. ,::-..;,.• • :; --,,,,,>•';-.;:, • • 4 5 6 7 8 9 k 10 11 MA""ER"" 12 • NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. i f 0 • Cse.-2 (TYP.) NOTE: See notes on Dwg. S1-2. CITY OF TUKWILA APPROVED MAY ?I BUILDING DIVI‘57 RECEIVED MY OF TUKWILA MAR 1 3 1991 PERMIT CENTER architects linardic design group . architects 1836 westiake ave.n. suite 204 seattle, wa 98109 (206)283 -4764 NOT PUBLISHED. ALL RICHES RESERVED THE ABOVE DA'M'S AND SPECIFICATIONS. AND IDEAS. DESIGNS AND ARRANGEMENTS REPRESENTED 'THERM ARE AND SHALL REMAIN THE PROPERTY OF THE ARCHITECT NO PART THEREOF SNATi. 01 REPRODUCED. COPIED. ADAPTED. DISCLOSED OR DISTRIBUTED TO °TITERS, SOO, PUBLISHED. OR OTHERNISE USED RITHOUT THE PRIOR RIMIER CONSENT OF AND APPROPRIATE COMPENSATION TO ENE ARCHiTECT. VISUAL CONTACT WITH THE ABOVE ORARIHCS OR SPECIFICATIONS SHALL CONSTITUTE CONCLTY.IVI EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS architects linardic design group . architects 1836 westlake ave. n. suite 204 seethe, wa 98109 (206)2133 -4764 NOT PUBLISHED. ALL RIGHTS RESERVED. THE ABOVE DRAWINGS AND SPECIFICATIONS, AND IDEAS, DESIGNS AND ARHANGELLNTS REPRESENTED THERE$Y ARE AND SHALL 'AEw. IN THE PROPERTY OF THE ARCHITECT. N0 PART THEREOF SHALL eE RE►RODUCCD. COPIED. ADAPTED. DISCLOSED OR DtSTR10UTED TO OTHERS SOLO. ►U$LISHED, OR OTHEIPISE USED WITHOUT THE PRIOR WRITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO THE ARCHITECT. VISUAL CONTACT KITH THE ASOVE ORAWIMGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS. sheet title PARTIAL FOUNDATION PLAN Construction Set REV ISIOt4 4" concrete slab -on -grad . Use fibermesh concrete mix{ design (see note #2) place slab o elr 12" clean, free - draining grja ylithic struct. fill material. Top, if slab elev. = 27' -0 ". 1. Top of slab -on- ground elevation is 27' -0 ". Reference floor elevation is 0' -0 ". 2. Slab -on- ground shall be cast -in -place concrete, f'c = 3000 psi. Concrete mix shall include 1,5 pounds of fibermesh per cubic yard of concrete, Grace Fibers, or approved equal. Locate control joints 10 encomp;?ss 400 sf maximum. 3. Bottom of ..»G/ base plate elevation is 26'- 1 -1/2 ", u.n.o. Indicates steel column type. See Column Schedule on Dwg. S3 -3. Indicates pile cap type. See Pile Cap Scheduie on Dwg. S2 -2. Indicates battered pile direction (1:5) batter, typical. See Details on Dwg. S2- 6. See Arch. Dwgs. for curb and slab edge locations and details. 7. See Dwg. S3 -4 for Braced Frame Elevation and Details. 8. Verify all dimensions and elevations with Arch. Dwgs. prior to construction. Z�j' - •t�" - indicates bottom of pile cap elevation. 5. See Structural Notes on Dwg. SO -1 and Foundation Sections and Details on Dwg. S2 -2 for additional soil and foundation information. CITY OF TUKWILA APPROVED AYt BUILDING DIVNON PERMITCENTER REGISTERED ARCHITECT EDI LINARDIC STATE OF WASHINGTON consultants project title FORT DENT 11 DEVELOPMENT COMPANY ik 11111.111 ;.1, 11111111 111111111111111111 1111111111111 111 4 5 6 l 7 NOTE: If the microfilmed document is less clear notice, it is due to the quality of theQriginal 91. St tit et zt 111 11111111 01 s e s G I l llllllllillll11111 I1111111I IIIIIIIII { il11111111111111il 1111 I1 10 11 MADEINGERMANY 12 l:. • Z,5V57 @' -7 5'- 7 = DETAIL F53 -3 0 • 11 N ^2 i/l 10x12 4- I-s3_ WA G=�/ W24x94 C FRAMING ELEV. W18x40 C W16x40 W21x68 W21 x57 W21 x50 C W21 x68 wz ixGz 4141 Welx62 Ets)& o a,aa A Myr' . DWG A t'? P 1"S 2 `/Z 2 I4 e. 4 A2 Rag9'. ROOP I 240' -0" 20 -0 W18x40 7 O S/7 ", W10x12 w 127- ICE-'. at WIGx26 C Toy - jL ¶O =3S -I® II Wei x50 C I? 55.5. L7WG SI -Of FoP, (NJIrG'• �i GAIJOi `� 2) 5. AgGN, irOR Ampg1N -, It0O - ro 01% SPo`_ Ap,f i{OW�•i, SI,.QP. TFIUC.?, �sT wLI , ; TS. o rl VI l' F5 F3 5.I..rr W14xee See notes on Dwg. S1.4. JJ o archit cts Iinardic design group . architects 1836 westiake ave. n. suite 204 seethe, wa 98109 (206)283-4764 NOT PUBLISHED. ALL RICNTS RESERVED. THE ABOVE DRAWINGS AND SPECIFICATIONS. AND IDEAS. DESIGN; AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SMALL REIIIAIN THEPROPERTV OF THE ARCHITECT NO PART THEREOF SHALL RE REPRODUCED. COPIED. ADAPTED. DISCLOSED OR DISTRIBUTED TO OTHERS. SOLD. PUBLISHED. OR OTHERWISE USED WITIIOUT PRIOR WRITTEN CONSENT OF AND APPROPRIATE COUPENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE ABOVE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS. EDI LINARDIC STATE OF WASHINGTON CITY OF TUKWILA APPROVED r\Y i r•� B TIC CLING D1717 ►(�1 MAR 13199 PERMITCENTER project title FOAT D ENT .1 DEVELOPMENT COMPANY Construction Set 1=V M REV I'7 1 O1J1 REVI 'SIOM IRaVI ION 10 •�{► 10 -17 -90 11 -8 -90 111 11111111111;111.110.4111111 1111 rI1 111(II.1; 1IIIiii11Etji111ivl,I I+ILE1 1 1 1 1 11 1C 1 I 1 1 1 1 1 1 1 . I 2 3 4 5 6 7 I 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the *riginal document. oc 6Z ee L 9Z SZ +t2 CZ lI�i11111IlIIIIIIIIIII1111111111illlflll lil�lllllllilllllllilll�flillll l2 0? 61 8L Ll 9l 5l VI I !IIIII I IIIII IIIII 1IIIl1 1111111111hIII1111111II I I111111I1Iil�I!I( .✓ a: : •.... ✓ a. Zit: f. ... ,,....._ _....<.`e �s� .r., ... _.. L Zl L L 01• 6 1111I111IE11: ii t iiti111111i1 I I IIIIIIIIIIII1 IIIIIIIIIIIIIII 1111111111111 9 10 11 mADENGERmANY 12 L 9 5 , E Z L wry 0 1i1111iI11111111 11 1 !Ii111111i111111111!I1 C n e - r linardic design group . architects 1836 weotiakcs eve. n. suite 204 seattle, wa 98109 (206)283-4764 NOT ►UBt ISNED. ALt. RIGHTS RESERVED. THE /MOVE DRAWINGS AND SPECIFICATIONS, AND IDEAS. DESIGNS AND ARRANGEMENTS REPRESS : :7 :0 'THEREBY NU AND SHALL AEMi.ih THE PRO PERTY Of THE ARCHITECT. NO PART THERLOE SHALL eE REPRODUCED. COPIED. ADAPTED. DISCLOSED OR DISTRIeUTED TO OTHERS. SOLD. NUaLISHEO. OC OTHEA•ISE OSLO RITI:OIT THE MOO 17RITTEN CONSENT Or AND APPROPRIATE COMPENSATION TO THE ARCHITECT. VISUAL CONTACT PITH THE AOOVE (MARINO OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OA ACCEPTANCE OF THESE RESTRICTIONS. EDI LINARDIC STATE OF WASHINGTON consultants project title : 0 architects DEVELOPMENT COMPANY FORT DENT 11 Construction Set o% 25'-0" W21 x50 C W21xG8 2.5V' 7 @3' - -7t: DECD SPAN U.N.Q. IUfC1 G 3L7 15 '_ 0 " W 14x22 W21 x50 Cl;43" We l x50 C REF. 10' -O" W14x22 X 53 -5 JoI' ?-' i�I IIJC - 955 No A 5:3 -5 I' 41` W24x68 Cl/21 � 55 -0" FRAMING ELEV. WE4x94 C1/a" W24x7G Ci /2 1 13 53-5 'd ry ♦.dat. , ,.'J l'h.nx,a.....tiw�..w Yn. w ...wJ(1 . +v nx ° K , .^+F a.�:ii r ..vv 1 . Top of slab elevation is 40 -0 ". Reference elevation is 13' -0 ". 2. Top of structural steel elevation is 39 -6 -3/16" (5- 13/16" below top of slab elevation). When noted thus [±2 -1/2 "] raise or lower the top of steel elevation by the number of inches shown. 3. Floor slab shall be 2" normal weight concrete over 1- 5/16" deep by 26 gage metal deck. Minimum slab reinforcement shall be 6 x 6 - W2.0 x W2.0, u.n.o. -�-- Indicates direction of slab span. 4. Metal deck shall be fastened as follows: l y 0. . v ro rn.:/'o .. . . n. ". . :rrn i • • Plug weld through 3/8 "0 ;Tole in 14 GA weld washer. 4 welds (min.) per sheet to transverse suppo; ts. Plug weld through 3/8 "0 hole in 14 GA weld washer @ 16" o.c. to longitudinal supports. • Sidelap with #10 TEK screws @ 14" o.c. 5. Open web steel joist spacings shown are maximums. Space joists to miss columns (except at roof), see Steel Framing Details on Dwg. S3 -5. Provide horizontal joist bridging at top and bottom chords using L-1 x 1 x 7/64 as shown, see Structural Notes on Dwg. SO-1. 6. See Arch. Dwgs. for curtain wall connections and details. Contractor shall provide all misc. materials for attachment to structure, coordinate locations with Architect. 7. Stairs by others. 8. Verify all dimensions and elevations with Arch. Dwgs. prior to construction. 9 . c_ lr1�2Ic:.A — r ✓ p 4A:-1 r ' -rF A°I1r,H) ���i: -NP. (7I= i•AlL- c:;'H 2P k1INC.' 3 -2a 0 10 THS INCH 111111111111111111111111111111111111111111111 1 1 ( 1 1 1 1 1 1 1 ! 1 1 1 1 1 I , 1 1 [ I i l l I i : I . ! I I I I I 1 : 1 . 11 . 1111!11111111111 ; 1 , 1 . 1!I1 I JI] IIII1I1 I11 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 Qrigina.L document, o>: 6Z 8e LZ 9 GZ '7Z CZ ZZ Iz OZ 61. 81 LL 91 GI *4L CI EL ' LL 01. 6 b IJIIII IIIII!!11I1111111l_II11Id! !11III111111J!IIII1111! MILL!! Il I � l II 1 I 11 1111111 IIIIII 1IIII I I! I! Il l! I !illi111i1llllllighli! 1111111111 !II1111 : . ,.,, .... _1 .. . t .:.a._.�s. ... .: 9. ... .. ., .,... - -.Y �J.._. .. .. 1J... ..,..r..wC•usri; ar �.. ....u3.. :.?'.!. ,.art. ...2... _. ._ .0 - 11111 111111111111111111111111 9 10 11 MADE N OERMAHi 12 • CITY OF T1 APPROVED MAY 1 1 • RECEIVED crry or TUKW1LA MAR 1 3 1991 PERMITCENTER BUILDING DIVISION 1 t W1Ox1Z WZ4x76 C /2" W 18x40 C w18x4o C /8" FRAMING ELEV. W 18x40 C W21x57 W21x68 W 18x35 C Construction Set F VI I R .Y151at4 to. 11-90 11 -5-4 W21 x50 C W21 x68 WZIx6Z 2 Le ' oPENIN� e.313a W21 x62 W18x40 W21 x50 W21 x44 r W1ox12 W10.k12 W21 x68 TS10 4x W21 x62 we 1 x50 C W21x62 W18x40 45 58 W14x22 r• . CITY OF TUKWILA APPROVED MY MAR 1 3 1991 PERMIT CENTER --I architects linardic design group . architects 1836 wectlake ave. n. suite 204 seattle, wa 98109 (208)283 -4764 NOT PUBLISHED. ALL RIGHTS RESERVED. THE ABOVE DRAWINGS AND SPECIFICATIONS. AND IDI AS. DESIGNS AND ARRANGEMENTS RE PRESENTED THERIOT ARE AND SHALE REMAIN THE 1AOPERTv OF THE ARCHITECT. . KO PART THEREOF SHALL BE REPRODUCED, COPIEO. ADAPTED. DISCLOSE° OR DISTRIBUTED TO OTHERS. SOLD, PUBLISHED, OR OTHERWISE USED WITHOUT THE PRIOR WRITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE ABOVE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF TNESL RESTRICTIONS. REGISTERED ARCHITECT \.... „..EDI LMARDIC STATE OF WASHINGTON consultants : project title : FORT DENT 11 COMPANY JAR DEVELOPMENT ( 1I1I1I1111111 (11111I1111111I1111111111111p 11 11111111111111 11111 1i1(1IFF 111111111111111 Ijt I L1 III 0 18 THIS INCH 1 2 ; 3 o£ 6Z se LZ 9Z 5Z 11111111111111111111111111 111 ZZ lZ 0? 6l $l n111ni1ia, 111J111l IlIl11I11111114111111111 11 1 111 1 1'11 1 1 4 5 6 7 t3 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. l ZL ll 0(, 6 u1Ili11II, i1�111111111�1III�IIII�IIf1�1111I11 11 11 'um IN REMAND • -44 NOT PUBLISHED, ALL RIGHTS RESERVED THE ABOVE ORANiNGS AND spEcePICATIONS. AND IDEAS. DESIGNS AND ARRANGEMENTS AtpAts,ENTID THEREBY ARE AND SHALL REMAIN THE PROPERTY OF THE ARcuracT. Po0 PART 'FIORE(); SNAIL U REPRODUCED, COPIED. ADAPTED. OISCLOiED OR DISTRIOuTED TO OMENS, SOLO, Punispio. OA OTRIARISE DUO linTe4DUT THE PilION aRITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO THE ARC■IITECT. VISUAL cORTAET MTH THE ABOVE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF THESE REETRICTiONS. REGISTERED ARCHITECT EDI UNARDIC STATE OF WASHINGTON consultants : 25 WZ1x50 C Wei x68 DECli SPAN W14x22 FRAMING ELEV . 15 xI WIG- x2.2 REF. -tq 4- 1 II" 1 O'-O" W 1 4x22 3.5LO" L101 ?4 S 1-.1015 A 0 0 .e op Eui WE4x94 CVe" JHLBP ELQOB_J_AN W24x8 Ci/e" VIZ4x94 C VIZ4x76 Cl/3" 1111111111 111111111 0 le TH INCH 1 2 3 06 6Z Se LZ 9Z GZ 4 7Z CZ ZZ 111111111111111 4 , 4 4, , -= •.' 111111111111111111111111111111111111MWEIMEIMMINIEMINIM 9 Lfl 9 Lfl 7 . _ . ,••••• • y1111011111111 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. LZ • NOTU: transverse supports. 111111111 1111111111111111111111111111111111111111111 10 11 " Pi4ANY 12 • OZ 61 SI LA 91 GI 47l / i ZI, • ll 0 6 8 1. : 9 G C Z 1 " 0 Wifilli IIIIIIIH 1111111i1 ffil H1111111 idl !MIMI IIIIIIMIIIIIIIIII !MIMI 'MIMI 111111111 111111111 IIIIIIII1 111111111111■ ;.:-.. ; 1- „t - , - .....) ,- /' - ;;..7. , ...':',( - .',7",:..:' :`, ' ,.-.;...-.--,-:-.:,....?..-. ' .: ;. ,...i .-!.-..---.:-= -;.-.'.' .... :- ....' - '..,--.;:... -'; v -. ; '. '.:. ..f - -- - /..'-:, • '';' . . . • . .. , • 4. Metal deck shall be fastened as follows: Top of slab elevation is 53'-0. Reference elevation is 26'-0". 2. Top of structural steel elevation is 52`-6-3/16* (5-13/16 below top of slab elevation). When noted thus [±2-1/2"j raise or lower the top of steel elevation by the number of inches shown. 3. Floor slab shall be 2" normal weight concrete over 1-5/16" deep by 26 gage metal deck. Minimum slab reinforcement shall be 6 x 6 - W2.0 x W2.0, u.n.o. Indicates direction of slab span. • Plug weld through 3/8"0 hole in 14 GA weld washer. 4 welds (min.) per sheet to Plug weld through 3/8"0 hole in 14 GA weld washer @ 16" o.c. to longitudinal supports. • Sidelap with #10 TEK screws @ 14" o.c. 5. Open web steal joist spacings shown are maximums. Spac joists to miss columns (except at roof), see Steel Frarning Details on Dwg. S3-5. Provide horizontal joist bridging at top and bottom chords using L1 x 1 x 7/64 as shown, see Structural Notes on Dwg. SO-1. 6, See Arch. Dwgs. for curtain wall connections and details. Contractor shall provide all misc. materials for attachment to structure, coordinate locations with Architect. 7. Stairs by others. 8. Verify all dimensions and elevations with ATch. Dwgs. prior to construction. 1, CITY OF TUKWILA APPROVED VAX BUILDINTs; DIVISION RECEIVED CITY OF TUKWILA MAR 1 3 PERIVIITCENTER 4/1111.•11.110"1.1=1.1■MOII.4 0 arcilltects linardic design group . architoots 1836 westlake ave. n. suite M)4 mime, wa 98109 (206)283 -4764 project title.: FORT DENT H JCR DEVELOPMENT COMPANY TIAWLAWASittatral 1 W 14x24 C 3 %8" u? -* 2.5 VS7 W21 x44 CV II in a 6 N FRAME tV ELEV . W14x22 C 1 W 24x55 - I -I -- W1Gx26 0 W14x38 W14x22 C DECK SPAN N ~ U.N.O 5 W 16x26 C 3/e MECH. EG' UIP FAIT SEE DET. F52.-/ W14x30 W16x26 C /B" W 18x40 53 -5 W 14x22 W18x35 W16x26 W16x26 o W 14 X22 C W 16x26 C W18x40 W14x22 0 W10x12 CITY OF TUKWILA APPROVED M r\Y BUILDING r!VISION MAR 13 1991 PEHMITCENTER NOT PURLISHED. ALL RIGHTS RESERVED THE ABOVE ORARINGS AND sPECIFICa1 IONS. AND IDEAS. DESIGNS AND ANRANCE*IENTS REPRESEN THE PROPEOITY OF THE ARCHIT . - NO PART ARE AND THEREOF SMALL SH R[ REPRODUCED, COPIED. ADAPTED. DISCLOSED ON OISTi11SUTED TO OTHERS. SILO, PURLISNED. OR OTHERRISE UStG Y)THQUT THE PRIOR WRITTEN CONSENT OF AND APPROPRIATE CO$PENSAI.ON TO THE ARCHITECT. VISVAL CONTACT WITH THE DROVE DRAWINGS OR SPEGI,ICATIONS SNALI. CONSTITVl'E CONCLUSIVE EVIOENCE OF ACCEPTANCE OF THESE RSSTRICTIONS. iinardic design group . are itects 1836 west lake ave. n. suite 204 seattle, wa 98109 (206)283-4764 consultants : project title DEVELOPMENT COMPANY Construction Set 12e.V1 10 REVI5IO■ date: 9 -12 -9O ✓�.ss�Y26Itd. 0 16 THS INCH 1 II(IIIIIIIIIIIIIIIIIIIIII IIIIII(!III,I( }'I °f 1IIIII1I'I(IIIf J1II 2 3 4 I[ III' I I II IIII I ILI!I!I1I`1I111IIIri I iIIII(II1I1 5 6 7 8 9 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the priginal document. oe 6Z 8e LZ 9Z 9Z VZ CZ zz LZ OZ 61 Sl Ll 91. Sat hl CI ZL 6l 06 j 8 11111111! 1In1IIn111101111nI111111111{ In111111111111111111111111I1I111111111I; 11 1111nI1111111111111111111I1111h111111111111111! 11111111nllnll 'llnln11111111nnlllr11111 In111111111nIIl11I1111111111M1111111111111t11 II! II I I III I III I III I III I III I III I III ' 10 11 LIANNOER►wW 12 40 W16x26 C%" W18x40 W 16�cZ6 C W1Ox12 ��. W241 55 16x26 42{8.:` W..?-4x55 CV ll 1 x44 NOT PUBLISHED. ALL RIGHTS RESERVED. THE ASOVi DRAWINGS AND SPECIFICATIONS. AND IDEAS. DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAI►! THE PROPERTY OF THE ARCHITECT NO PART THEREOF SHALL 01 REPRODUCED. CO►ItO. AOAPTEO. DISCLOSED OR DISTRIBUTED TO OTHERS. SOLO. PUBLISHED. OA OTHE ANISE USED WITHOUT THE PRIOR WRITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE ABOVE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF THESE AtS,ItICTIDMS. ED! LINARDIC STATE OF WASHINGTON project title FORT DENT 11 DEVELOPMENT COMPANY Construction Set NOTES: 1. Top of roof elevation varies. See Arch. Dwgs. for required roof elevations. Slope structure between points of different elevation. 2. Place top of structural steel below the finished roof elevations similar to the configuration of the lower floors. See Arch. Dwgs. for roof assembly details to determine the required offset. 3. Roof shall be 1 -1/2" deep by 20 gage metal deck, u.n.o. Indicates direction of deck spar. 4. Metal deck shall be attached as follows: • 1 /2 1 puddle weld, 7 welds per sheet, @ transverse supports. • 1/2 ", puddle weld, @ 12" o.c. @ longitudinal supports. • Button punch sidelaps @ 12" o.c. 5. Open web steel joist spacings shown are maxirnums. See Steel Framirg Details on Dwg. S3 -5. Provide horizontal joist bridging at top and bottom chords using L'1-1/4 x 1 -1/4 x 7/64 as shown, see Structural Notes on Dwg. SO -1. Provide additional- joist. bridging in accordance with the Steel Joist Institute Specifications for a net uplift = 27 •psf at local areas and discontinuities as defined in UBC Section 2311. Provide shims as required for joist connections. 6. See Arch. Dwgs. for curtain wall connections and details. Contractor shall provide all misc. materials for attachment to structure, coordinate locations with Architect. 7. Stairs by others. 8. Verify all dimensions and elevations with Arch. Dwgs. prior to construction. v 9. Contractor shall rnake allowance for screen walls, equipment pads, curbs and additional framing required to support mechanical equipment. Coordinate this work with the Architect. CITY Or TUKWIIA APPROVED MAY 1 IL; )//, .(I, BUILDING DIViSt0N PeRMITCENTEn 111111III1I1111 ,1'111111Iit1111(1'111111 0 10THSINCH 1 2 3 w1ii,IIF11uirripTgEjTT 1i[i[iii 111111W IIIIIIIIIIIII`I III1111111111111I)'111 4 5 6 7 8 9 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the priginal document. 06 6Z ee LZ 9Z 4 7Z £Z ZZ LZ Oz 6L EIL LL 91 Sl 1 i1. £L ZL ll QL 6 6 �!!,! Lil ll�i ul lllJil�l illlln� , i i�ll ri lil L ll ll�� Il, i ii . l Llii� Ili il ' IR. ii�liii �li�! {1111!i;ii(li �! n. li��i, 11i�! ���11111i1i�iiliLl����Ilnllll! illllliLilllLillllli�lllillill�li ,l!llll�l iii! Iill�linlilil�lllllllli�lnl !iln�nlilil� ...� .r ... y `�,,, .,• ...�. f f_.. 7,'. r t s u I.' nit f.•µr S ` t T . , �..r 111 11111 10 11 MADElIOERMAY 12 MOP 0 architects finardic design group . architects 1836 westiake ave. n. suite 204 seattle, wa 98109 (206)283°4764 -94 tn W16x26 C%" W18x40 W 16�cZ6 C W1Ox12 ��. W241 55 16x26 42{8.:` W..?-4x55 CV ll 1 x44 NOT PUBLISHED. ALL RIGHTS RESERVED. THE ASOVi DRAWINGS AND SPECIFICATIONS. AND IDEAS. DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REMAI►! THE PROPERTY OF THE ARCHITECT NO PART THEREOF SHALL 01 REPRODUCED. CO►ItO. AOAPTEO. DISCLOSED OR DISTRIBUTED TO OTHERS. SOLO. PUBLISHED. OA OTHE ANISE USED WITHOUT THE PRIOR WRITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE ABOVE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF THESE AtS,ItICTIDMS. ED! LINARDIC STATE OF WASHINGTON project title FORT DENT 11 DEVELOPMENT COMPANY Construction Set NOTES: 1. Top of roof elevation varies. See Arch. Dwgs. for required roof elevations. Slope structure between points of different elevation. 2. Place top of structural steel below the finished roof elevations similar to the configuration of the lower floors. See Arch. Dwgs. for roof assembly details to determine the required offset. 3. Roof shall be 1 -1/2" deep by 20 gage metal deck, u.n.o. Indicates direction of deck spar. 4. Metal deck shall be attached as follows: • 1 /2 1 puddle weld, 7 welds per sheet, @ transverse supports. • 1/2 ", puddle weld, @ 12" o.c. @ longitudinal supports. • Button punch sidelaps @ 12" o.c. 5. Open web steel joist spacings shown are maxirnums. See Steel Framirg Details on Dwg. S3 -5. Provide horizontal joist bridging at top and bottom chords using L'1-1/4 x 1 -1/4 x 7/64 as shown, see Structural Notes on Dwg. SO -1. Provide additional- joist. bridging in accordance with the Steel Joist Institute Specifications for a net uplift = 27 •psf at local areas and discontinuities as defined in UBC Section 2311. Provide shims as required for joist connections. 6. See Arch. Dwgs. for curtain wall connections and details. Contractor shall provide all misc. materials for attachment to structure, coordinate locations with Architect. 7. Stairs by others. 8. Verify all dimensions and elevations with Arch. Dwgs. prior to construction. v 9. Contractor shall rnake allowance for screen walls, equipment pads, curbs and additional framing required to support mechanical equipment. Coordinate this work with the Architect. CITY Or TUKWIIA APPROVED MAY 1 IL; )//, .(I, BUILDING DIViSt0N PeRMITCENTEn 111111III1I1111 ,1'111111Iit1111(1'111111 0 10THSINCH 1 2 3 w1ii,IIF11uirripTgEjTT 1i[i[iii 111111W IIIIIIIIIIIII`I III1111111111111I)'111 4 5 6 7 8 9 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the priginal document. 06 6Z ee LZ 9Z 4 7Z £Z ZZ LZ Oz 6L EIL LL 91 Sl 1 i1. £L ZL ll QL 6 6 �!!,! Lil ll�i ul lllJil�l illlln� , i i�ll ri lil L ll ll�� Il, i ii . l Llii� Ili il ' IR. ii�liii �li�! {1111!i;ii(li �! n. li��i, 11i�! ���11111i1i�iiliLl����Ilnllll! illllliLilllLillllli�lllillill�li ,l!llll�l iii! Iill�linlilil�lllllllli�lnl !iln�nlilil� ...� .r ... y `�,,, .,• ...�. f f_.. 7,'. r t s u I.' nit f.•µr S ` t T . , �..r 111 11111 10 11 MADElIOERMAY 12 MOP 0 architects finardic design group . architects 1836 westiake ave. n. suite 204 seattle, wa 98109 (206)283°4764 -94 2 1 t 1 4 KEYED CONTROL JOINT OR CONSTRUCTION JOINT PAINT W/CUR1NG COMPOUND AS BOND BREAK BEFORE ADJACENT SLAB I 5 PLACED IV:3H SLAB ON GRAPE CONTROL ANO CONSTRUCTiON JOINTS TYPICAL ISOLATION JOINT PETAIL ' COLUMN HORIZ. BARS ..0 VERTICAL BARS 180'14006 CORNER BAR STO.H0Oh INTERSECTION BAR • o( miN.) .:757 A L bt METAL OR PREMOLVED -------. JOINT STRIP PLACED FLUSH WITH SURFACE WHEN SLAB IS POURED I/6"SAWCUT CONTROL JT. TO BE FILLED W/MASTIC 4. STD. HOOli ------- HORIZ. BARS VERTICAL BARS klo wAL,L, COPP) edC464_ ISOLATION JOINT W/PREMOLDED JOINT FILLER FILL W/CONC. AFTER SETTLEMENT HAS OCCURRED ----- "1-" coKle.., PAO A4712.4 6 1 mr-tAr' 'Roc* 2e..K wo e PLAID r-og APP`L. 7i-.7%•SiM"" PETAIL F CONC. PIER (BELOW) CONTROL JOINT SEE TYP. DET'S. : —CONCRETE SLAB ON GRADE COtNIC GuRf3 FDP. kvAC, / UNIT SEE. MECI-1‘ PoR A2171.. 10E 4.4 @ 10" HoRlz, V6RT, WALL AIWA( LocATE- AT M19- PSI - 13N-11 S€E. PLAt•J 1 gO0r; F.OUIPMENT PAP AkIP CUR5 1 S L- PA IL NJO c2CAL:E, .1,...1.11.00111.11..••••■••••■■••■•• e/6" gemg TO BE DETERMINED BY MECHANICAL CONTRACTOR A5 REQUIRED FOR EQUIPMENT 12" MAX. 4 4 012 aco. ® HIP- 1'• MIN. mrn-i WWF 6A-W2012 TYPICAL EQUIPMENT PAP DETAIL NO 1. PrZT' I/06F, pme6 E761.fc • mo,u-lz‹frviisc 2.. s ARCH or LOC.. 51o o wrHis 131 4 AKe U...6P- 47 litv„ 0 40218" 1 AROUND PERIMETER OF PAD DRILL AND GROUT INTO DEEP FLUTES OF DECK ONLY-_) le277 / • 7 liP7 WAX 1'7 ETA L. G 12 A t-40 eo/6.L.5 - 11111 11 1111111111111111111111 11111111'41111 - III 11111 IIII911i 11 If 11111111 111111111111111 111111111111i 11111111111111 • , 1 1 4S- 1 7 4 1 1 4 1 1 III 111 111111111111111111111111111111 11; 0 16 2 ! 3 4 5 6 7 8 9 10 11 " EIN°E11 " 4Y 12 NOTE: If the microfilmed document is less clear than this ' notice, it is due to the quality of the original document. • e - 1 c z 1 rir 0 OE 6Z ee LZ 9Z 9•Z VZ CZ ZZ 1Z () fit el. h 91. G ',L EL Zt • 1.1. pi, i Im1111111,1160.1110m0,II611411.. 1.,...11,1„11..,....- ..,..:.::- -?:' • ---'e- :.„... • A . . , .... SEE PLANS TYPE A - 0 ,012" U.N.O. STD. HOOK -- DRILL AND EPDXY GROUT INTO SLAB - METAL DECK NOTE: TYPE A IS FOR NON-STRUCTURAL CURBS 12" OR LESS IN HEIGHT WHERE NO LATERAL OVERTURNING LOAD 15 APPLIED. TYPICAL CONCRETE CURE DETAIL DTAL TYPE 13 kio sc;,44.-e CITYOETUWNILA APPROVED NIA( 12 C1 D Stlit_DING )1VIS;ON X HORIZONTAL BARS WITH MORE THAN 12" OF FRESH CONCRETE BELOW NOTE: ALL LAPS SHALL BE Lb OR Lb UNLESS NOTED OTHERWISE Ld INDICATES A.C.I. DEVELOPMENT LENGTH L INDICATES A.C.I. CLASS a SPLICE LENGTH Lb INDICATES A.C.I. CLASS b SPLICE LENGTH L INDICATES A.C.1. CLASS c SPLICE LENGTI-PEcovED cITY OF TUKWILA MAR 13 klbi P ERMITCENTER linardic design group . architects 1836 westiake ave.n. suite . 204 seethe, wa 98109 (206)283-4764 • '*QT psralISNED. ALL 1146,:NTS RESERVED. INE *ROVE DRAorNCS AND sviciticAviots. 4w0 10142, OtSICRS AN RileARCEIAIRTS ottratsINTIO THERVIT ARE ANO SHALL atmmit THE PROPERTY OF TNT FACRITICT. •80 F431 TRIRIOF SNAIL et RET*000CIO. COPIED. 4o4rTtO. I:Hitting', OR DISTRIOUTID TO OTatif. SOLO. SOOLITRIO, 04 OTRisant vstO viTNOLIE THE PRIOR shoTTEN CONSENT Oft AND 41FOROMATT COuriRsATION TO ENE ARCNITEC3. vaSuAl. CONYACV,,RITN ENE *ROVE DIAtriNGS 04 IrtOrItATIO0S SmALL tORsTjTuTt CORteostve tviDINct or AttatTRIXT OF Toottl RISTRICTo004., REGISTERED ARCHITECT ED! LINARDIC STATE OF WASHINGTON DEVELOPMENT COMPANY kEtVISON FORT DENT 11 ■•• LAP SPLICE * DEVELOPMENT LENGTH SCHEDULE BAR SIZE VERT.4 BOTTOM BARS TOP BARS I Lcomp, L L L Lc t-dt Lest Lbt Lct ISd OOO'f =o,,st 3 9 12 18 18 18 13 18 18 el 4 11 12 18 18 20 17 18 22 e9 5 14 15 18 eo eks el 21 27 - 36 6 17 19 19 E5 33 27 el 35 46 7 eo 26 26. 34 45 37 37 48 63 8 ee 35 35 .•45 59 19 49 63 8e 9 25 44 44 57 •5 61 61 80 . 104 10 28 56 56 7e 95 78 78 101 132 1 31 68 68 8f1 11G 1 96 - 96 124 163 �3ld3 � CNb • I Sc 3 8 le 18 18 18 13. 18 18 el 4 10 12 18 18 20 17 J8 ee eel 5 . 12 15 18 eo 86 21 ..1 27 36 6 15 18 18 24 31 e5' 85 33 43 7 17 23 23 30 39 32 32 41 54 8 19 30 30 . 39 5; 42 42 55 11101 90 ! ' 9 ee 38 38 49 65 53 53 69 10 85 48 48 63 8e 67 67 88 115 11 27 59 59 77 101 83 83 108 141 2 1 t 1 4 KEYED CONTROL JOINT OR CONSTRUCTION JOINT PAINT W/CUR1NG COMPOUND AS BOND BREAK BEFORE ADJACENT SLAB I 5 PLACED IV:3H SLAB ON GRAPE CONTROL ANO CONSTRUCTiON JOINTS TYPICAL ISOLATION JOINT PETAIL ' COLUMN HORIZ. BARS ..0 VERTICAL BARS 180'14006 CORNER BAR STO.H0Oh INTERSECTION BAR • o( miN.) .:757 A L bt METAL OR PREMOLVED -------. JOINT STRIP PLACED FLUSH WITH SURFACE WHEN SLAB IS POURED I/6"SAWCUT CONTROL JT. TO BE FILLED W/MASTIC 4. STD. HOOli ------- HORIZ. BARS VERTICAL BARS klo wAL,L, COPP) edC464_ ISOLATION JOINT W/PREMOLDED JOINT FILLER FILL W/CONC. AFTER SETTLEMENT HAS OCCURRED ----- "1-" coKle.., PAO A4712.4 6 1 mr-tAr' 'Roc* 2e..K wo e PLAID r-og APP`L. 7i-.7%•SiM"" PETAIL F CONC. PIER (BELOW) CONTROL JOINT SEE TYP. DET'S. : —CONCRETE SLAB ON GRADE COtNIC GuRf3 FDP. kvAC, / UNIT SEE. MECI-1‘ PoR A2171.. 10E 4.4 @ 10" HoRlz, V6RT, WALL AIWA( LocATE- AT M19- PSI - 13N-11 S€E. PLAt•J 1 gO0r; F.OUIPMENT PAP AkIP CUR5 1 S L- PA IL NJO c2CAL:E, .1,...1.11.00111.11..••••■••••■■••■•• e/6" gemg TO BE DETERMINED BY MECHANICAL CONTRACTOR A5 REQUIRED FOR EQUIPMENT 12" MAX. 4 4 012 aco. ® HIP- 1'• MIN. mrn-i WWF 6A-W2012 TYPICAL EQUIPMENT PAP DETAIL NO 1. PrZT' I/06F, pme6 E761.fc • mo,u-lz‹frviisc 2.. s ARCH or LOC.. 51o o wrHis 131 4 AKe U...6P- 47 litv„ 0 40218" 1 AROUND PERIMETER OF PAD DRILL AND GROUT INTO DEEP FLUTES OF DECK ONLY-_) le277 / • 7 liP7 WAX 1'7 ETA L. G 12 A t-40 eo/6.L.5 - 11111 11 1111111111111111111111 11111111'41111 - III 11111 IIII911i 11 If 11111111 111111111111111 111111111111i 11111111111111 • , 1 1 4S- 1 7 4 1 1 4 1 1 III 111 111111111111111111111111111111 11; 0 16 2 ! 3 4 5 6 7 8 9 10 11 " EIN°E11 " 4Y 12 NOTE: If the microfilmed document is less clear than this ' notice, it is due to the quality of the original document. • e - 1 c z 1 rir 0 OE 6Z ee LZ 9Z 9•Z VZ CZ ZZ 1Z () fit el. h 91. G ',L EL Zt • 1.1. pi, i Im1111111,1160.1110m0,II611411.. 1.,...11,1„11..,....- ..,..:.::- -?:' • ---'e- :.„... • A . . , .... SEE PLANS TYPE A - 0 ,012" U.N.O. STD. HOOK -- DRILL AND EPDXY GROUT INTO SLAB - METAL DECK NOTE: TYPE A IS FOR NON-STRUCTURAL CURBS 12" OR LESS IN HEIGHT WHERE NO LATERAL OVERTURNING LOAD 15 APPLIED. TYPICAL CONCRETE CURE DETAIL DTAL TYPE 13 kio sc;,44.-e CITYOETUWNILA APPROVED NIA( 12 C1 D Stlit_DING )1VIS;ON X HORIZONTAL BARS WITH MORE THAN 12" OF FRESH CONCRETE BELOW NOTE: ALL LAPS SHALL BE Lb OR Lb UNLESS NOTED OTHERWISE Ld INDICATES A.C.I. DEVELOPMENT LENGTH L INDICATES A.C.I. CLASS a SPLICE LENGTH Lb INDICATES A.C.I. CLASS b SPLICE LENGTH L INDICATES A.C.1. CLASS c SPLICE LENGTI-PEcovED cITY OF TUKWILA MAR 13 klbi P ERMITCENTER linardic design group . architects 1836 westiake ave.n. suite . 204 seethe, wa 98109 (206)283-4764 • '*QT psralISNED. ALL 1146,:NTS RESERVED. INE *ROVE DRAorNCS AND sviciticAviots. 4w0 10142, OtSICRS AN RileARCEIAIRTS ottratsINTIO THERVIT ARE ANO SHALL atmmit THE PROPERTY OF TNT FACRITICT. •80 F431 TRIRIOF SNAIL et RET*000CIO. COPIED. 4o4rTtO. I:Hitting', OR DISTRIOUTID TO OTatif. SOLO. SOOLITRIO, 04 OTRisant vstO viTNOLIE THE PRIOR shoTTEN CONSENT Oft AND 41FOROMATT COuriRsATION TO ENE ARCNITEC3. vaSuAl. CONYACV,,RITN ENE *ROVE DIAtriNGS 04 IrtOrItATIO0S SmALL tORsTjTuTt CORteostve tviDINct or AttatTRIXT OF Toottl RISTRICTo004., REGISTERED ARCHITECT ED! LINARDIC STATE OF WASHINGTON DEVELOPMENT COMPANY kEtVISON FORT DENT 11 ■•• LAP SPLICE 4 DEVELOPMENT LENGTH SCHEDULE-SHEAR . WALLS AND DIAPHRAGMS BAR SIZE VEKI 4 BOT BARS TOP BARS Ld . Lc. Ldi. L t c= 4,000 PS ! AND GREATER 3 14 84 20 33 4 19 31 26 44 5 23 39 32 55 6 28 47 39 65 55 47 8 37 62 51 87 9 41 70 58. 98 10 46 . 8a 115 - 11 101. 83 141 2 1 t 1 4 KEYED CONTROL JOINT OR CONSTRUCTION JOINT PAINT W/CUR1NG COMPOUND AS BOND BREAK BEFORE ADJACENT SLAB I 5 PLACED IV:3H SLAB ON GRAPE CONTROL ANO CONSTRUCTiON JOINTS TYPICAL ISOLATION JOINT PETAIL ' COLUMN HORIZ. BARS ..0 VERTICAL BARS 180'14006 CORNER BAR STO.H0Oh INTERSECTION BAR • o( miN.) .:757 A L bt METAL OR PREMOLVED -------. JOINT STRIP PLACED FLUSH WITH SURFACE WHEN SLAB IS POURED I/6"SAWCUT CONTROL JT. TO BE FILLED W/MASTIC 4. STD. HOOli ------- HORIZ. BARS VERTICAL BARS klo wAL,L, COPP) edC464_ ISOLATION JOINT W/PREMOLDED JOINT FILLER FILL W/CONC. AFTER SETTLEMENT HAS OCCURRED ----- "1-" coKle.., PAO A4712.4 6 1 mr-tAr' 'Roc* 2e..K wo e PLAID r-og APP`L. 7i-.7%•SiM"" PETAIL F CONC. PIER (BELOW) CONTROL JOINT SEE TYP. DET'S. : —CONCRETE SLAB ON GRADE COtNIC GuRf3 FDP. kvAC, / UNIT SEE. MECI-1‘ PoR A2171.. 10E 4.4 @ 10" HoRlz, V6RT, WALL AIWA( LocATE- AT M19- PSI - 13N-11 S€E. PLAt•J 1 gO0r; F.OUIPMENT PAP AkIP CUR5 1 S L- PA IL NJO c2CAL:E, .1,...1.11.00111.11..••••■••••■■••■•• e/6" gemg TO BE DETERMINED BY MECHANICAL CONTRACTOR A5 REQUIRED FOR EQUIPMENT 12" MAX. 4 4 012 aco. ® HIP- 1'• MIN. mrn-i WWF 6A-W2012 TYPICAL EQUIPMENT PAP DETAIL NO 1. PrZT' I/06F, pme6 E761.fc • mo,u-lz‹frviisc 2.. s ARCH or LOC.. 51o o wrHis 131 4 AKe U...6P- 47 litv„ 0 40218" 1 AROUND PERIMETER OF PAD DRILL AND GROUT INTO DEEP FLUTES OF DECK ONLY-_) le277 / • 7 liP7 WAX 1'7 ETA L. G 12 A t-40 eo/6.L.5 - 11111 11 1111111111111111111111 11111111'41111 - III 11111 IIII911i 11 If 11111111 111111111111111 111111111111i 11111111111111 • , 1 1 4S- 1 7 4 1 1 4 1 1 III 111 111111111111111111111111111111 11; 0 16 2 ! 3 4 5 6 7 8 9 10 11 " EIN°E11 " 4Y 12 NOTE: If the microfilmed document is less clear than this ' notice, it is due to the quality of the original document. • e - 1 c z 1 rir 0 OE 6Z ee LZ 9Z 9•Z VZ CZ ZZ 1Z () fit el. h 91. G ',L EL Zt • 1.1. pi, i Im1111111,1160.1110m0,II611411.. 1.,...11,1„11..,....- ..,..:.::- -?:' • ---'e- :.„... • A . . , .... SEE PLANS TYPE A - 0 ,012" U.N.O. STD. HOOK -- DRILL AND EPDXY GROUT INTO SLAB - METAL DECK NOTE: TYPE A IS FOR NON-STRUCTURAL CURBS 12" OR LESS IN HEIGHT WHERE NO LATERAL OVERTURNING LOAD 15 APPLIED. TYPICAL CONCRETE CURE DETAIL DTAL TYPE 13 kio sc;,44.-e CITYOETUWNILA APPROVED NIA( 12 C1 D Stlit_DING )1VIS;ON X HORIZONTAL BARS WITH MORE THAN 12" OF FRESH CONCRETE BELOW NOTE: ALL LAPS SHALL BE Lb OR Lb UNLESS NOTED OTHERWISE Ld INDICATES A.C.I. DEVELOPMENT LENGTH L INDICATES A.C.I. CLASS a SPLICE LENGTH Lb INDICATES A.C.I. CLASS b SPLICE LENGTH L INDICATES A.C.1. CLASS c SPLICE LENGTI-PEcovED cITY OF TUKWILA MAR 13 klbi P ERMITCENTER linardic design group . architects 1836 westiake ave.n. suite . 204 seethe, wa 98109 (206)283-4764 • '*QT psralISNED. ALL 1146,:NTS RESERVED. INE *ROVE DRAorNCS AND sviciticAviots. 4w0 10142, OtSICRS AN RileARCEIAIRTS ottratsINTIO THERVIT ARE ANO SHALL atmmit THE PROPERTY OF TNT FACRITICT. •80 F431 TRIRIOF SNAIL et RET*000CIO. COPIED. 4o4rTtO. I:Hitting', OR DISTRIOUTID TO OTatif. SOLO. SOOLITRIO, 04 OTRisant vstO viTNOLIE THE PRIOR shoTTEN CONSENT Oft AND 41FOROMATT COuriRsATION TO ENE ARCNITEC3. vaSuAl. CONYACV,,RITN ENE *ROVE DIAtriNGS 04 IrtOrItATIO0S SmALL tORsTjTuTt CORteostve tviDINct or AttatTRIXT OF Toottl RISTRICTo004., REGISTERED ARCHITECT ED! LINARDIC STATE OF WASHINGTON DEVELOPMENT COMPANY kEtVISON FORT DENT 11 ■•• riL- 4. G - 1eput. . TYP5 l.IO, O 1 V6r1' 1 Le041H IWI7Th e,011-01,1 446.42,e _ kf .� 1.01-461 04.1P) e-1-101 DANF6 WO, carF5 NU. sic` el 1 I1 - °d so . s -o" - "5- *e WAY' ..rte #Sao X11 5N toP ELI., Arg UP P2. 1 - (. &LC, tZI - 464 7 /C0 1(014 - r N 3� � �W��T ���(up1 FS ;ET • 52 -2 4 - * g wA`r F4 4 t 11 Col -Coll & ° „T -47 5A' 1° It) & 3 1 M `g 11 10 L II 1 I II I Constlnc� Lion `Set • 0£ 6Z 8G 12 9Z se +re i;Z ZZ LZ Oz 61. et a 9t 5t tit {!!! 111! IIIIIIIIIIIIIII . III!IIII111111illill!IlI11 1111! I! 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PUBLISHED, OR OTHERRISE USED wITIH)UT THE PRIOR "MITTEN CONSENT OFF AND AP?ROFf.;ATE COMPENSATION TO THE ARCHITECT, YISUAL CONTACT. WITH THE ABOVE ORAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVt EVI@ENCE OF ACCEPTANCE OF THESE RESTRICTIONS. EDI LINARDIC • STATE OF WASHINGTON consultants project :title jab no : trawn: ESR 441 1. 0 04":11 c .0 IS fl o,G, ( ) 4 4 - 117 @ G 19....5 GAL° 6e1-4c, P $0IL._ c f r T 5s -115 tEAI I-IA.L 1 N`TCP, G0k41.15C PIt.5 c. H PI ~�G r )N XG5P - r wH5I 5 E 5?(IsTe, e5g r9. P01 L..oGx lof• --r . 2. S55 A"(.H t 6 V45 OF L _6) PE)I1- --1E - r ) OP O L bG-r . 1 2"61,R. . " MN.(iY cvL, 1 5Yalap I� -4 - *G Go U T. LAP 6'1 '�YI°IGAL `fly i�E/�M j stA,a�- .I - G-I'1 t r1L CAF L�� YO1.4 P -(:7'10kJ I 12_ #i1 - Tor,GON"?. P1~oM C)-to ® &. :D a , LAP 8 I. I DP's - r ■ 1c(r16AL r'I1,5 44cP - 1, s PI.AIJ row Pit.. GPI" LGYA'rI oN eti X111 151 , 1 Ia1,1 2. GGN 1 s4AL..L- PPovIt'26 I" t P5l) elAE5 c1P)A1 4N13 00herAG riot --1 eutl roPT or Ls. PL.G51- 151-47 or M.5 cl" -s IN AccoND,4.NC5 1 .4 1 4r2xTTok, or 1H-le P)v vn,-'. S E . Pl3k.1, FLAN Poi FWT, op P! L5 51.5>/Arn01.4 .it)1"5 s 1 . g "r N p AI.-I- Owns Td irk rA65 O' Fla C1% 6 5b- 72 of4KApse)AH (.1N5 4, e - rk.N p,Apa, r7 1400Ih , 2. eX`151-1V `'(Ie s -r. t,L1 1°16..5 6,a.!° 01%(r . 5XG Pf .01.18 :r:31I 54- Ioki oNL:Y "1 HF La 11 Pz,5 4.110N OI= 4t 5 S. °4 �.L EL E- ,�1° !Lb', 6 r✓ O1- 'mAG r'olvis op . 4. s55 PL;,al J INS. s55 1--1o75. *2 • 1: HA-re- -4 1°11...5 GAP 51.-5V. ) t- 4,14,0, t7, aP PI L•- GANP WN5t5 S N,� LL4OW P) "(I -IAN G 5 IgA1 --t, 1. V 11 ;0 TiMt0.5PP (AIL SL41!"- oN- 4P)AP5 c1 I I '(o1° Coll-!'. ioQLAl°°1 -e -� L�D: 601-.11: L-1 2 •— r og 2 -2 0 4 c IZ ° a, o. O lJ ‘,A/A.L.L. l.L. 4 21-1e "@1210,6 - Top (TYP) . I SEC-710k-1 sH P II•JG-1 I �GZ (LAN G I)5C7 �-- q-55 L l.r 4 12 T-f r- NU i 5 : I•10-•5' WAL.- ANPPL.Y 1451= AL So. o. s55 F'LAN Par) t71r -H t. ir 4u p'. L_- al- 1.-trF nnide G.A.I° °TYPICAL �'IL 4r 556710 1- II GL, 5'55 P171-4, F1. e r -r ¶ft'1 PR4 S55" PL46.I4 1O % L2c- A'r iC�l4 1/2 i = l I_ HAT6I-1 1 D� ' wll� cAl° C .4 vA PAG Gotil7- i L,4P I' -e M IlpI o,G. (s55 kio ) SCflOH 1/ 11 ,011 GILL 4 5 e 5V. HP14. W/ V14 HD.052 . �a7UC� 1e) I Qi 4 - iss @, c —ac, . 1 -:51-1c111-1 e (4.6 a.p H l% I, s) GZ. .e62. 11 - �--- –11‹2146,15S7 1011 1ibN OF 4?*11 ¶-ri 7IG,A L GAP rPL A I T-(ffg P3 opAD ) INC2I6ATes ¶iP s I4H1 PI1_ 1/ 11 us 1 -0II CITY OF TI_ l i1. ! APPROVED M /\? 1 BUILDING DIVISION t-- roW5L. I 1� o r iL.' G,4.P ..�. - _.a. _._..._._r,_.,.._._... SKEWED BEAM CONNECTION SCHEDULE "E" ' BEAM SIZE NO. 0 5 L Q gun) 5 PLATE THICKNESS CONN. CONN. AITY (SING .SHEAR) WELD FOR 0° <A< 10° - WELD FOR 10° 13.<30° - W8 (2) 7 /8' + 4423 9.2 w I O Lni. /: 4 5 W 10 VI.. / 5 4G" 11.0 18 ., 4 11 Wit . �.�.a____._ (3) 7 /8" 5 '16 " W14 (3) Wt I t 54 " .4 �' 18K WIG �� ._.�,,...� (4) 7 /8 + •1 5 i1G 29.5 " 513/41. 7, _-_____- , 4 5 ° W18 (4) 7/5"4 $' 29.5' SC I /t6 " W e l (5) 7/8" (I) 5$;" . 41.° K W24 ( G) 7 /8" 4 3 /8" 3 /8 ' 52•3` . 63.6K WE 7 (7) 7/811 W30 (8) 7/8"4 7 /e 74.8' W33 (9) 7 /8" 4 • 11 85 8K 5 W36 (9) 7 /8" + 1 /e" 85.8 5+ STANDARD BOLTED CONNECTION SCHEDULE "A" BEAM SIZE plomE REQD PLATE THICKNESS WELD SIZE CON N. (S NG . SHE R ) Iinardic design group . architects 1836 westlake eve. n. suite 204 seattle, wa 98109 (206)283-4764 • NOT Purn sHED• ALL RICNTS RESERVED. THE ASOvt ORARINcS AND SPECIFICATIONS, AND IDEAS. DESIGNS AND ARRANGEMENTS RE►RESENTTD THERM, ARE AND SHALL REMAIN TNT PROPERTY OF INF ARCHITECT. NO PART TNERTOF SHALL •E REPRODUCED, COPIED. ADAPTED. DISCLOSED OR DISTIIISUTED TO OTHERS. SOLD. PveuuSNED. OR OTHERRISE USED lITNOUT THE PRIOR •RIYTEII CONSENT OF AND APPROPRIATE CONPINSATION TO TNT ARCNITECT, VISUAL CONTACT ,ITN TNT AMOVT ORAOINCS OR SPECIFICATIONS SHALL CONST4$UTE CONCLUStvE EVIDENCE OF ACCEPTANCE OF THESE RESTReCT10NS, • 4423 1 w I O Lni. /: 4 1 � 4 " , /4" ILO .4K WI2 (3) 7/8 1 4" . 18.4' W 14 (3) WO I /4" C 0 O 4) O Cr) 18.4 WIG (4) Yet 5% " " e9.5K W 18 (4) Yet. 546" 5 44." 29.5 W 21 (5) 'l/8" + (6) 7 /8" + 5$;" 5 , , �(o .. 41.0 W24 3 •' 3 / 8 " 318" 3 /8" 52.36 63.6 ' W 2 7 ( 7 ) 7 /8" 41 W30 Ma W 36 (8) 7/ "0 7 / ,,.I 74.8' ( 9 ) 7/ ' 0 (9) 7/8 ll 0 I/2" 85.8' V2', 85.8K I 0 architects r)........) Iinardic design group . architects 1836 westlake eve. n. suite 204 seattle, wa 98109 (206)283-4764 • NOT Purn sHED• ALL RICNTS RESERVED. THE ASOvt ORARINcS AND SPECIFICATIONS, AND IDEAS. DESIGNS AND ARRANGEMENTS RE►RESENTTD THERM, ARE AND SHALL REMAIN TNT PROPERTY OF INF ARCHITECT. NO PART TNERTOF SHALL •E REPRODUCED, COPIED. ADAPTED. DISCLOSED OR DISTIIISUTED TO OTHERS. SOLD. PveuuSNED. OR OTHERRISE USED lITNOUT THE PRIOR •RIYTEII CONSENT OF AND APPROPRIATE CONPINSATION TO TNT ARCNITECT, VISUAL CONTACT ,ITN TNT AMOVT ORAOINCS OR SPECIFICATIONS SHALL CONST4$UTE CONCLUStvE EVIDENCE OF ACCEPTANCE OF THESE RESTReCT10NS, • 4423 1 446 ct1 ,ct e . j 4t 1 ` REGISTERED ARCHITECT EDI IINARdIC STATE OF %vASH:NGTON ��� :W + d , •I_. I consultants . 0 CD CD c aye O) . c . M!lig: D� 1 C 0 O 4) O Cr) project title . FORT DENT 11 • JCR DEVELOPMENT COMPANY . TUCWLAWASHINCITION sheet title : 'TYPICAL STEEL DETAILS Construction Set • . {a.e„Icvi ,Prl. -, >> . RR.u11OI 1041 -90 2 revisions date jobno: 9952 sheet : . dawn: IbBA r .. S lin wed: JHT date: 9 -12 -90 . tt BEAM TO COLUMN • ALTO BEAM - -4 • DRAG STRUT �--- -- MOMENT CONN . It -SEE SCHEDULE FOR • THICKNESS SEE SCHEDULE A FOR SIZE 4 NO. OF BOLTS. D7AIL A - 5O 1 As -I! r _ o . ri Ag BEAM TO 'BEAM STANDARD BOLTED BEAM CONNECT IONS /cr. . TOP 4 BOT \ FLANGES gyp°. COPE FLG. SEE STD. WHERE REQ' D . CONN.SCHED. HO G,AL�. • t5/2 ts,i2 STIFF. f.' S EA. SIDE- THICKNESS "ts' COPE BM.FLG. AS RECV D S T FFENER It I/z" cuz, ' /i" _`YI° (,. /P "aW2( MM) NOTES: BEAM TO COLUMN ••••••,.•••••••, a 4 SECTION A ,r •-- ot- ¢a-m -- DRAG STRUT -- ---4H ----- MOMENT PLAN 5 4' 'VD 01-ILLY opT• IN LIOU oP C. P .TOP 4 BOT. FLANGES TYF SEE 25T A FGA CONN. 1,WC ON PLAN. TYPICAL MOMENT AO ORAL STRUT CONNECTIONS SF_ CT I ON B_L BEAM /COL. WEB SEATED ONNECTION uo s64L-e • SEAT 'CAPACITY TO BE EQUAL TO OR GREATER THAN STD. OR SPECIAL AS; SHOWN ON PLAN 2, SEA f , THICKNESS, LENGTH (L) , AND C O NEC1 I ON t TY TO BE ! _ D�15G �'f l` �hI�C7 3. W -1 tLAIJCrE 1S L555 THAN & U5 IitII4 M?,50TICIJ E5CLTS ANt7 W U7 Fi Ak1G(5 TO 5 Ti 1/2 Ii (4 1 Fr ) �'�. No -re. 2) r. •1•, I, SH -f I Oki � I°I.�,I�! D I�WI�E use Iia - r4IL, SIMIL. 2, I thi g& $M I MOM E.A1 (O{'JIJ , EXI 6'1'3 I IJ DIR APALLi L TO COL. WE-S, PETAH.- s11FF, Fee PrA PETALS E. s3-I Ah / 1 . W5 1 - r = Fop) I ,4‘ 1 I �4 H C'o�I�I. V ✓NEi�i C� ,�. 001 1 /eeII4 I 't:7 s65 I e55 - r0 - I FOR It SII 5- I�G'Lt3 or- 1= Pop-) ‘01?.1 , 5E A -: UsS vii N P51: ,A s -I M.6- -cH N , WML.0 L: r i NA r eot.:15.0 H MI , s I I o Ca�1 r, . HM L Plgov io w . FeI N P"c7 GI f& A� - a D T O CWM OUA1 ' . f�- A 4I 11 xel.. 11 ( eve -L. 6AME rI , 7 g55 Asa -I `� U k:12 coHo wi--1 I NI GIRDER WEB OR COLUMN FLANGE PLATE SEE SCHEDULE" E" BEAM WEB .C. PLAN NOTES: I. FILLET WELD SIZE 5 = PLATE THICKNESS. 2. FOR BEVEL WELDS, BEVEL END OF CONN. It TO MAINTAIN °C AT 45° SVVEWED BEAM CONNECTION FOR SKEW ANGLES: 0 ° <E3 <G0° ; • '1:;1'1;!"-/' :• l 1 111111111111111111111111111ill 111 11 III .J I1 I`ll(1'Ii 0 IA THS INCH 1 2 3 . III . 1 I IIl11q 1111111111111 111111111 111;1' I1I ilt11II !Hill' 111111111111111111111111111 1111111111111 Ills 4 5 6 7 8 9 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the priginal document. to 03 6L BL Gt 9L 5L +ri e: zl tt QI, 6 B 1. 9 II s 4 7 IIiikIliliiiiitilll11II 11111llilllliihiiiiiliilig illigh iliiiiiii llilllllliiiillllldllll { iiiihilll(I) 10 11 MADEINOER"Pre 12 FOR 0 °< ,0<30° FOR 36° < < <45° 45 ‹GOO 34, 45° --- HARDENED WASHER ON BOLT SIDE No S&At... co Nk4 - rI a�,1 NO7 ri'O Ve IASTM F wi I H 1-f, I i1,5I-.l5V 140.,-161 . Z. ALL COI -4 i 101..1 MA16I - to 3. �wN oil PL1IJ' INr 1CA:T1: k10. OP 7 /e7 4 ) P)10 U1 F 5 k: 11.1 /.� �✓°T t7. oU +� epH, c�J I- -III. IP 1 sc Hei". 4 . -- TE el-10\41 oki PLAkJ s I-4O. of 7 f 4 1 pleo uIP) 7 1k4 , , e6Ah'{/co• • e)01.--151, Cot -1i i. S "T-rig)(4-AL .6, f- 1 /C,oL, Sot.-"T'50 c42 -I, ©51 .IL . 1 4OL:1 s ;kJ rLA ? - To P,aL,NC) PEI Ai& 1 .N1 A.F 3. C. AL.15F -1, , 15 ca-41-4E6 N1Ai' 2)5 u seo ,IPR0W'5 a 127~ AI�.! I- +,4.4LL Iry 5 A H11-.1. GAP/A GI - T*' A5 1 ec+450L#.ee Aeove ,A 1:15QUiF,Et, Dk.1 Pl•IJ . CITY OF TUKWILA APPROVED MAY I. 1 B►_!IC_DING DIVISION rnY O FT U KWILA MAR 1 3 1991 PERMITCEN+ER if- t e { EYP PEGS. SPAN U I RECT IDN —� •y�l Ih SPA• 51.1145p7 P1P, gGrrlok1 r 7y --4 O, H5s -2 • r, I . h%1J�5 2 11,,g oe, it COL 1'I ' • ALL ANGLE LOCATION N.--L3x304 SLAB SUPPORT -- iy 101 G& L, s L, °o{zrf i J f I OY-) Ga L I H k — G isI'o, PLACE 6 SLAt9 M11, -P PrH I 1 1 ..69 i G ,1 wwP 1 No to sule 1....0G4110-4e Cf ALL. GOf-- iTRUCT101 - 1 JOIl� - I� �IO SHC:fIN - 4 P FOP1 ,a1. A.c P I -165 e7ePopg FOP MINor HarE 1) ; Fae F.IivEL oM�: its,)/ICL j,'/vlr AFff icr-lf/o -K 2i ee hTXUeT. P -;& . fi';`R ✓ikr"C.-, INFO. FGe. (M674 - PC4 0111.! Ra2F). Al /(2) 7 K 4 3C; ,-, ,tGWS i. &•/p .44W. - TYP, 5L,,a�� oN DE NS . ,ToINT I C C- ' / x ie 64. 71117' M/16g e 4 -0" a• ; 4.) _�. TYF , I CA 1 i 'RZ'f V IT BTU ' PAN , i' TAIL. j 1:: TA IL- -0" _NOTES I SLAB SUPPORT ANGLES ARE REQUIRED AT ALL COLUMN LOCATIONS WHERE THERE IS NO BEAM OR OTHER SUPPORT FOR SLAB AT COLUMN PENETRATION. z. IN APPITkON TO P RMANENT SLAB SUPPORT ANGLES THE .CONTRACTOR SHALL PROVIDE END CLOSURES 4 MISC. UECh SUPPORTS AT OTHER LOCATIONS REQUIRED TO M A I N T A I N DECK LEVEL UNTIL CONCRETE CURES. 3. OTHER CONFIGURATIONS REQUIRING SLAB SUPPORT ANGLE INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING: A I HogrZ. c v cr. LE tf GGMN, O/ TIO/Y 0x2%2 V ewww 4H4 NI 11 1111 11 I 4 76 5667. A r::),s t:) INAN 1 I . I I I 1 H Miff II `EIrI 10. - I >4 /v Ohl l l`�'I LPs° I C. '5TUE GQNw, TiPE M A • 1 VA, 13EQ' D: I F A>1E" e,Tur CONN. rYpF- =?) ET A I I.- cur l�G TO tP/E 10 41. h77"r OCT, H ,6..1,e. -0 1� =-11_Q" .I.�(.I �+fea4avel' 1 THIS' CONSIDERFP TO A SINGLE OPENING TYP. FLUTE SEE NOTE CUKT21 /1 iiflc- e' 4/w mJI*I. eac- ()' e., oC. 7)'f t BEAM OR JOIST BELOW I► Pr ii APIN Idiom '- � ` • I 1.1111100_ 1. IN_ lig r • ► 1 1 1 a fI; t _mg - MN ANGLES MUST EXTE S FLUTES PAST THE OPENING TYP. 3Z" MN, 1 /8 Yf 1 CAL ADJACENT I/ TO EACH CUT WEB L 1 /4x 1 44x'/4 PLACED ON TOP OF DECKING 4 -t BEAM 'OR JOIST BELOW I WEBS OF STEEL DECKING • 4 4 CEP, 1✓ F1.R. DECK ONLY z W TS 1 PLACED ON TOP OF DECK 1 1 Lai! _ J w ow 1 . � • ONO a � r 1 1 /MIN t BEAM OR JOIST BELOW 3" e \ IV MIN. 3 " e11 c BEAM OR JO I ST BELOW oP NIkiC S 1. S T IA -1 6 W111-1- °TIC op) Wr TNOLi - T of NIkIG v.0 TO 24 M °-! 0P) MTHOU1' Czol •J I,1D -1_ s- ; '1. HOLES LESS THAN 6 AND CUTTING NO MORE THAN'1 WEB REQUIRE NO REINF. 2. FLOORS: PRIOg TO CONC. POUR, OPENINGS SHOULD BE REINFORCED PER E DET F AIILS, BLOUSED OUT, AND DECKING LEFT 3 . INTACT. MTA DE S OPEN I NGSC CURED. A APPLT O NLY S TO DUGTVO JS P I P NG, RO HATCHES . 4 SMALL AIR SHAFTS. THESE REINFORCED OPENINGS ARE NOT INTENTEP TO SUPPORT ANT MECHANICAL EQUIPMF,NT, 4. REINFORCING TS 4 ANGLES MAY BE PLACED UNDERNEATH DFCt IF ROOFING REQUIREMENTS DICTATE. PROVIDE #4 _1... TO OECY FLUTES FOR OPENINGS WITHOUT DECK EDGE SUPPORT FRAMING (Z' -O" OPENINGS MAX. O.� 1:7EGh ohGNI I L. 15 v NO TES: MIN. I. PROVIDE 2- 3 t4x5' -0" AT ALL RE- ENTRANT CORNERS AND AT ALL OPENINGS GREATER THAN 6' -0 "IN DIMENSION SUCH AS ELEVATOR, STAIR, AND AIR SHAFT OPENINGS. ALL OPENINGS NOT SHOWN'ON THE DWGS. MAY REQUIRE PERIMETER SUPPORT AND ARE TO BE APPROVED BY THE ENGINEER. C plc . OPE'N NoTEp oTH512.tti/i �A P1AIb 5 64E NO77 1 1 ., .. 411b, u• 1 f'/vI. 544 . /1 #4-TYP ALL 5Q . OR RECT. / OPENINGS SMALLER • THAN V-0" 61, 571/ use PDX' LO C.. ---- cL) *1D' 7"61< SC ,1669 0' Mre Me -i;i aE E< 0 %! !I, exp. sa \ 6L� 1,:n ehl o.co V_ i • 411....0., Y� r I w Ys t- 9Af .1.01 "P /Oro 'MY KletP er To wept r' fK / LEW O DTs NO7 . 1. f 0 \i //7e Ag✓16C G rata,) //Y7 l T1 ..b e /? . PTS, or M ' - zoLo .26147 -5.510 2, gee ;tare 414y Ire /11 444x 1 CURTAIN WALL. AC,5 ,1 TAIL E'f'AIL J "‘'. " . 10•16,0 , '' � "'.q � „ i.N.11a ��/ .^'�. ia.W� '° 4',�*...c•.aill..�r"'..�'.Iw+; i`IoT . 1, ICI , '>c 1 ` I7WI'TI -! UI`Io' 2 E'L.AN P- I t°'1 • I-4 2L-E '5I ZI~' � I,oGA- H NOTEV "r1-1U 7 1'.."\"°4..."‘"N4 4 '/2 - Wx/ 6.1 47L/p w/ (2) ,1 L', TE RE (1 70 7 AL e TC'. Curr"J ev46` `TC Ve gre.. LL2 A-TIaH 1' 11 IZ" 17 or-0 ; .r Ho[, el36 11171 1 P. 7K4\ p1EH TizaA T ION 2TJ L. ` •V ^yam •w" k , irf b4, />\Af i7� NE LP /CAL -Y f4� .1/G111A). r I/8 1 /s e Wit. rMee w /(?) *6' TEK five; Ideal FA. 1" f x N irr il! /2 ACYCA ;4 CITY OF TUKWILA APPROVED MAY BUILDING DIVIS1O HoLF 54; &I T /t,A) AWOL ritlaial tea' -o e 7 r� RECEIV 'ITV OF TIM ILA C U �EI��1 c-owW , PETAL MAR 1 � �1 T'AI�.I ��s�NUrCENT K 1 11 : , 1 1 _ 0 " 1- Itnardic design group . architects 1636 westlake ave. n. suite 204 seattle, wa 98109 (206)283 - 4764 4423 HOT PUBLISHED. ALL RIGHTS RESERVED. THE ABOVE ORASINGS AND sriciricrotpors. AND IDEAS. DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHAH REMAIN THE PROPERTY OF THE ARCHITECT. 940 PART THEREOF SHALL BE RE►ROOUCfO. COPIED, ADAPTED. DISCLOSED OR DISTRIBUTED TO OTHERS. SOLO. PURL,SNCO, OR OTHERRISE USED WITHOUT Tug PRIOR WRITTEN CONSENT Of AND APPROPRIATE COMIENSAT!ON TO THE ARCHITECT. VISUAL CONTACT WITH THE ABOVE DRAUlbi,l OR Sf4CIflCATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE 0f ACCEPTANCE Of THESE RESTRICTIONS. REGISTERED ARCHITECT EDI LINARDIC STATE OF WASHINGTON consultants : project title : FORT DENT II JCR revuons ono: 89552 drawn: - EAR ced : Jail' 9 -12 -90 ,.1 D architects c a o ) .0 0) c -tom- n P) c 0 o Ca) DEVELOPMENT COMPANY '.AWAGTON sheet title : TYPICAL STEEL DETAILS Construction Set__ . RE S'I rho : N�sE►a�� c ►d �4 0 16YHSINCH 1 IIIlIIIIIIIl1! IIIIIIIIIIIIIIIIIIIIIIIIIIIIa1):iJ1 111111 1111II(II11II 2 3 4 1,7, AZ SZ *7Z CZ ez II I I 1 1 II i 1 I,IIIIII it 1. 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VISUAL CONTACT RITM THE AtOVE ORAVIMG$I OR SPICI,ICATIO•S SHAlt CONSTOUTE CO•ICLUSIVE EViOE•CE OP ACCEPTANCE tf THESE RESTRICTIONS. • • V ,,, ,,,,1 1" s 12 >' 1 -0 �WW py ! ?f 40 ` )- : y f e REGISTERED ARGNITCB E61 LINARDIC STATE OF WASHINGTON ploopo K I ,...,,,,,, Seal project title FORT DENT 11 JCR DEVELOPMENT COMPANY articwiLANAsimotrom sheet title e COLUMN SCHEDUL AND DETAILS A Construction Set KIvIS10 l O -grgo ra . 1111 \/I IC -II . ZZx scot.-117 PIA. • i `DO: is cue jth - Sy,,� �rtIN: .. drawn � , date • 9-12-90 s COL L4Hk1 SCI 517. 7UL.6 .. � ?1 `c P R P- IG 1" s 12 >' 1 -0 bin-1P G 1 ploopo • I I 1= L� . s .0OIM ZZ y vlrl' ZZx scot.-117 PIA. i — oplooki9 PIA, Sbx 09I''\ qS ON O� x01M 2? %OIM WvS It 'rrp5 .-1A e)P .-1I , e)P•16 6P -1b F�-15 BIB- IB 1AS I ' ...T6 scs ° 517. 1`(1"5 sI a5 ,. K Ws. 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I✓ 1 1 1 1 H COL • e•44 ePAS5 x AISG RECEIVED fy y OF TI hKVVU -A MAR 1 3 1991 PERMITCE±7 ER 1 - r 093,4 55c41-40 PLoo1 (257, G S3, ae r. . p 68,s W21x 1--0 1. es5 n1 -ToP 551.. G !.- sv,4"T loth 4 PPOkNe15 of i E!-I_'rwl'IDI -i 2. 11vic,A - `T e Go L., aF'LIGG - 1-(PE P i ,4 - hr A..-- L- r2),&H t L.-5 /. A YJE'TAIL G r.f L.P TPIH JOI 7 [ ( 001-11, -1. As N50'1 '. HAIN°T,A I{w 2 %211 e7P LENCT# PrT, S 4 4 1251, P51'. /4 It 1 /4 11 x 1 /z 11 d L !; L,oc4'? Gd it-- 7 'FkL T517 t�aIST G IJ©TC see' p -rAIL5 !),G, 4c? Ohl �- Fop, kto - r I EP,. , GokI -1, "/S e,A , lt7 W/e 7e , ' 4) Ass 61-15 sIPS s3-1o1#J)'ES s"1'a foc f ?an 1?;H, GO1-11-1 I'0 012° 1 11oH,oL II ' 1 o � i l.,=4 1 q+B 701AL oro �1?rAG5I7' p,AM5 COLUMN SpLIG °fYl°5 MR tier cot),,4)• f t 7: 17.5.E -1 Z// Nod . .5EE PLA•!J PDI) COL,. o 15NT1 ; W H5F)e COL,, I� 12,oT,al - r, iO ; ose !,ETA N 4ikXiE ?YI° C� FI�Ln !Ns~ra. L et2 r O /4)\ 5 4) 7 - I° 'koP t % I!-1 7,�Ll6W %o 'L.A1\ VI PT)/ EN Of P rAR- -G . K Iinardic design group . architects 1836 wastlake ave. n. suite 204 Seattle, wa 98109 (206)283 -4764 NOT PUBLISHED. ALL RIGHTS RESERVED. THE ABOVE CinAPINCS AND SPECIFICATIONS. AND IDEAS. DESIGNS AND ARRANGEMENTS REPRESENTED THEREBY ARE AND SHALL REHAik THE PROPERTY OF THE ARCHITECT. NO PART THEREOF SHALL ME RE►aOOUCED, COPIED. ADAPTED. DISCLOSED OR DISTRIBUTED 70 OTHERS. SOLD. PUBLISHED, OR OTHERWISE USED wiTNOUT THE MO* •KITTEN CONSENT OF AND APPROPRIATE COMPENSATION TO THE ARCHITECT. VISUAL CONTACT WITH THE ABOVE ORAwiNCS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS. REGISTERED ARCHITECT EDl UUARDIC STATE OF WASHINGTON JO7E 1, 5E5 ;'i.,41-4 P COL-- OI 151 -4TT 11.01.13 WHERE COL- I5 1 , 10 ; US5 2. e55 c e Fo1, c Iki °o hlo'T Gd• L.I,. E D 01) b.40 145E Como- A 53-1 CITY or TiiKwILA APPROVED MAY 1 BUILDING DIVISION RECEIVED (TIN OFTUKWilA MAR 1 3 1991 PERMITCENTER consultants DEVELOPMENT ENT COMPANY I 1 o i'! c 6Z 8G LZ 9'Z 90. 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CJc#6. 1,5 w to 1 # W Ifa x2(o 111 11111111) Ir11 1i, t11IIIIIII111IIIIIII I 9 10 11 MADE IN GERMAMT 12 GI VL £L EL LL 01, 6 1. 9 s b E Z L Wri 0 11l1IMI 111111111 1111111111111111111111IIi1111I1 111111 111111111111111111n1111111 1111111111111Ii11 111111111111111111111111111 !1111111111111111111111111111) DE TAIL NI CAP 1' /?x9'"n - I r PI.wW 2 -10 PEcie? weL124-40 lea •ETAL K. / tcl< Wei-DING ORE PLAN - FOR SLAD1 eEE PLP%tw 1/ /" see P1..,6,N ND SCLe 2. 2% /fro sPAcer, 5 vk4 13q1. SNOWt! QIJ PLAN 1/4 NaT . SEE.. PE-TAIL PLAN VIEW M I TO COL eee PLAJ1 FS5 - FOR �,►Ca SCCA Le. S 2." «/a -tea () tJE. (77?ThI L ) �n (0X` 7///l, 1 1 C4 7: _V L.IGxYx�- 6G'N% 'l 1i/ IA 2-7. 2 -?gf PEZie we Comic . hie P'_4 2 - ;0 2-0 73. 2, 1 41 x, Z5 �x %.. WF SEAM D, g PLA14 Ma'1"'AL. DECK NOT 5► -1.00/N VolR cLAR ITY W I O 4. !MOM J04+1', STANDP SQL PLAN cot-it SEE�� � 3/ • r 5 � w 3� � /Ifo ZNl ALP 2 ,11 JLOT FOP. f" eP 50 L.r6 b�"rAIL b REdISTERED ARCHITECT consultants project title '-(. -•••,- Construction Set Re.vtevlaW FORT DENT II COLUMN!. -F3AR JOIST ibMAM 4DEE PLAN • PLA IJ At 1/4: 4 ) a /u!TltYry�Ly PL R D N. No 'Le V,S, OP) V5 PL 14 CITY Of T!1KWILA APPROVED NI Ay I i s BUILDING t)iVISIOt WI z s o architect. tinardic design group architects 1836 westiake ave.n. suite 204 seattle we 98109 (206)283-4764 HOT PUZLIPIED. ALL RICNTS RESERVED. THE *ROVE DRA*I''CS AND SPECIFICATIONS, *NO IDEAS. DESIGNS AND ARRANGEMENTS REPRESENTED THERE*, ARE AND SNALL RIUAIN THE PROPERTY OF THE ARCHITECT, NO PART TMERROr SHALL *E REPRODUCID, COPIED.' ADAPTED. DISCLOSED OR DISTRIBUTED TO O?*. SOLD. PUSLISHED. OR OTHERWISE USED VITNOUT THE PRIOR WRITTEN CONSENT Of AND APPROPRIATE COHPINSATIOM TO THE ARCHITECT. VISUAL CONTACT *ITS THE ASOVE DRAJIMCS OR SPECIFICATIONS SNAIL CONSTIfvTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF 7NESE RESTRICTIONS. w k1?5 #s �pwsa�re !fir NOT PUILISHED. All RIGHTS RESERVED, THE ABOVE DRAWING} AND SPECIFICAT AND IDEAS, OESSCNS AND ARRANCEMENTS REPRESENTED THERIOT ARE AND SHALL atoms THE Pik/SPIRIT OF THE ARCHITECT NO PART THEREOF SHALL SE REPRODUCED. C110 ADAPTED. DISCLOSED OR DISTRIOUTEO TO OTHERS, SOLO.. PURL0SNEO, OR OTNE+TNISE USED WITHOUT THE ) O* ■R! OR TEH CONSENT OF AND APPROPRIATE COMPENSATION TO THE ARCH! ?ECT. VISUAL CONTACT WITH THE ABOVE DRAWINGS OR SPECIFICATIONS SHALL CONSTITUTE CONCLUSIVE Ev1OENCE 00 ACCEPTANCE Of T1:ESE RES /SUCTIONS consultants Thomas L. Berger Associates PS. 2021 Minor East Seattle, Washington 98102 Z (206) 325 -6877 date sheet title LANDSCAPE PLAN ono: drawn, : M \J checked : date: 12. JANN 4 10 3 3' CA1..1. 1,'.i3p' S•ivw r,,,6.. -,+ w.:,�-,- .�o,o.'';;fit.c.. utaer, t �3 ?'.'.'4�'ti4.- r:'.: >..3w+r�EP:'. 13 !71I 13u ',0: /0 ° � i 7 -7i. - 7 '7 1' 15 �r - �0.t2 IPtz p= 101 MAZI 1 (0 - 70 - kilLo v21 ., 126x' GF cr- t--i-- t4M PI-At-Ma 1 ft. , I 1.uS H I��'A TAt.,ic. / M ' mnlm.n Honor +nrplt IiNII11tlNI011H11111 11 1lll snail nuns •I7IURUIt! C2-' -IT' ro ( Cow;r1z,U, r - / 6..ONCx riAt r I L N r) SIDS 5L (:)rw . 2 .1. •;.� _. ...`,mss l;R NOTE: AREAS OF RIVERBANK DISTURBED DURING CONSTRUCTION SHALL BE REPLANTED WITH THE FOLLOWING PLANTS IN THE APPROXIMATE PROPORTIONS NOTED. EACH SPECIES SHALL BE PLACED IN GROUPS OF AT LEAST THREE PLANTS. 2p% RIBES SANGUINEUM AND /OR SYMPHORICARPOS ALBUS @ 5' -0" O.C. 20% CORNUS STOLONIFERA,CORNUS STOLONIFERA'FLAVIRAMEA', AND /OR SALIX PURPEREA'NNIANA' (ate 5' -0" O.C. 20% MYRICA CALIFORNICA @ 5' -0" O.C. 40% SEEDED GRASSES: LOLIUM PERENNE, FESTUCA RUI3RA. 4 f �UNU`a „.p.Uf c,c. 1 -.SUS 'OT L.U•KaN' oT�a L- UsrKE.N LKOsr',4.. 1 6,1-c-.0 ,c, 3 rwU■US SE.NsUL.ATA 'ANM vN r1-1 ca cl-I f', t�Y 2" GA I- . 6,1 AGe.1z. Pi,AT Akiou: Z" GAL. pfzANGHipQ 1/I Ht, - 1 - Y (4 +) Nc.) RNAsr Mr-AF -a. .'7 I' Co* A I.. P. A # S'1" top-„: P. :.iN e. (II) G1'1 �RRY 134 s Go. i ...L o NI A i.,A C . 1 I . , . E . - Y GIs! S I S 'F`i°1' . t . e 2 L-C2 S O M,' - C'ALLON lA I P>" U 5 ` -C" 0,G. 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": r . ,. . 5 4,[ ']t +SfltT.!Y ^r5: II 111 011111111111111111111111111111111111 II 1111 9 10 11 443 12 f APR 9 1990 C i T 1' o [ o architects li rna dic design group . architects 1836 westiake ave.n. suite 204 seattle, wa 98109 (206)283 a.. ec Le 9Z 11111HH I1111111htii11111 11111 1i IjI i111111111111IIIII1111111I1IIIf ( 111IIl IIJ II111111I I I1' 4 NOTE: If the notice, it is ZZ I 2 OZ 6t et i1iI111AI 'iAAH11H[Iflllll i 111[111I I 1111iIIlI1II Iliti,!Ii It jIIII 1 1 8 microfilmed document is less clear than this due to the quality of thelpriginal document. LL 9: Sl *,t El el • 4 OI, 6 1$11111 11 1111i11III11 1111I11P11II1 11111i111II 1111!1 111Iuii1f iil1111 61IHi111 ili1H1 IIIt111i11 li1111H11H1i1H111111 1 i111HI Ky^c ... .,. 1 . , : :" r , %✓ �'^....c +S J rr, u a�' y,ae??F "rY .. .,.,. .. .. ..,. ... . . . ... :.. 1 IIIII11'II' 111111111111 .11111111I1111111I1r1111111111 9 10 11 NADE IN 6ERMANT 12 NOT PUDLISHtD. ALL RIGHTS RESERVED. THE AIOVE ORAW /MCS AND ;PECIFICATIONS. AND :DIAS, DESIGNS AND ARRANGEMENTS REPRESENTED THEREDY ARE AND SHALL REMAIN THE WROPE TT OF THE ARCHITECT NO PART THEREO) SHALL OE REPRODUCED, COPIED. ADAPTED. DISCLOSED OR DISTRIDUTEO TO OTHERS SOLO. PUCUSHED. OR OTHEs OISE US[O WITHOUT THE Pk7011 RRIITEN CONSENT OF AND APPROPRIATE COMPENSATION TO TrE ARCHITECT. VISUAL CONTACT WITH THE ABOVE DRAWINGS OR SPECIFICATIONS SMALL CONSTITUTE CONCLUSIVE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS DI LINARDIC STATE OF WASHINGTON consultants : J 1. Contractor to verify all existing site conditions. 2. Contractor to notify Architect immediately of any discrepancies in the contract documents. 3. All dimensions lines are to face of studs, concrete walls, cmuwalls and centerlines of columns and beams; unless noted otherwise. 4. Electrical and mechanical systems are bidder design. 5. General Contractor responsible for all cutting and patching. 6. Repetitive feature maybe drawn; only once, but shall be provided as if drawn in full. 7. The contractor shall apply and secure all occupancy, electrical and other permits except building permit. 8. Tlghtline downsputs, typical 9. Concrete walk to be smooth finish, slope to drain, exp. joint @ 20' -0 oc, tj @ 5' -0" oc. 10. Suspended ceiling to be designed for earthquake zone II. 11. All materials installed in stairways to be of flame spread 1, in corridors to be of flame spread type 11, elsewhere to be of flame spread type III. 12. All roof- mcunted equipment to be approved by a structural engineer with drawings showing location and tie - downs. r �. � z.. , } r ; � t � L.�..,5 tit ►.� �-....: JAN 2 b k"]Or� I.�:iU ri . . • a .f . ; {; :O 100 OFFICE --I SECTION IDENTIFICATION LOCATED ON SHEET .,,. DETAIL IDENTIFICATION LOCATED ON SHEET .,.. ELEVATION IDENTIFICATION LOCATED ON SHEET ,... ROOM NUMBER ROOM NAME DOOR NUMBER GRID IDENTIFICATION CENTER LINE PROPERTY LINE NEW COUNTER 71 EXISTING COUNTER 71 71c= REVISION CLOUD 1- -- DENTIFICATI❑N NUMBER M L 1 Ur!. DR. D.S. own,. E. EA. E.J. EL. ELEC. ELEV. ENCL. E.P. • DBL . DOUBLE rL9 V A AND ANGLE AT CENTERLINE DIAMETER OR ROUND PERPENDICULAR POUND OR NUMBER A.B. ANCHOR BOLT ACOUS ACOUSTICAL A.F.F ABOVE FINISH FLOOR AGGR. AGGREGATE ALUM. ALUMINUM ANOO. ANODIZED APPROX.APPROXIMATE ARCH. ARCHITECTURAL ASPH. ASPHALT 6D. BOARD BLDG. BUILDING BLK. BLOCK Bt .K ' G . BLOCKING BM. BEAM ROT. BOTTOM B.U.H. BUILT UP ROOF CAB. CABINET C.B. 'CATCH BASIN CEM. CEMENT CH. CHANNEL C.J. CONTROL JOINT CLG. CEILING CLR. CLEAR C.O. CLEAN OUT COL. COLUMN CONC. CONCRETE CONN. CONNECTION CONSTR.CONSTRUCTION CONT. CONTINUOUS C.T. CERAMIC TILE CTR. CENTER CTSK. COUNTER SUNK UGWN ODOR 00 WNSPOUT DRAWING EAST EACH EXPANSION JOINT ELEVATION ELECTRICAL ELEVATOR ENCLOSURE ELECTRICAL PA;IEL F.D. F.E. F.H. FIN. FLASH. FLR. FLUOR. FOUND. FRM'G. FT. FTG. FURR. M.H. MIN. MISC. MTD. MTL. N. N.I.C. NO. N.T.S. v EG. EQUAL EQUIP. EQUIPMENT EXST. EXISTING EXPO. EXPOSED EXT. EXTERIOR FLOOR DRAIN FIRE EXTING- UISHER FIRE HYDRANT FINISH FLASHING FLOOR FLUORESCENT FOUNDATION FRAMING FOOT OR FEET FOOTING FURRING GA. GAUGE GALV. GALVAVIZED GND . GROUNU GR. GRADE GP. GROUP G.W.B. GYPSUM WALL BOARD. GYP. GYPSUM HDWR. HARDWARE HDCP. HANDICAP HOWD. HARDWOOD H . 6 . HOSE k3IBB H.C. HOLLOW CORE H.M. HOLLOW METAL HORIZ. HORIZONTAL HR. HOUR HT. HEIGHT INST. INSTALLATION INSUL. INSULATION INT. INTERIOR LAM. LAMINATED LB. POUND LOC. LOCATION MATL MATERIAL MAX. MAXIMUM I� P MANHOLE MINIMUM MISCELLANEOUS MOUNTED METAL NORTH NOT IN CONTRACT NUMBER NOT TO SCALE O.C. 0/ DPP. PLYWD. P.P. R. R.D. REC. REF. REINF. RECCE). RM. S. S.C. SCHED. SHT. SHT'G. SUM. SPEC. SQ. STD. STL. STOR. STRUC. SUSP . S.6;V. SVC. SYM. T.C. TEL. T. G. THK. T.O.P. T.P. T.W. TYP. VERT. W. W/ WD. WDW . W/O W.P. W.R. WSCT. WT. ON CENTER OVER OPPOSITE PLA E PLYWOOD POWER POLE RADIUS OR RISER ROOF DRAIN RECOMMENDED REFERENCE REINFORCED REQUIRED ROOM SOUTH SOLID CORE SCHEDULE SHEET SHEATHING SIMILAR SPECIFICATION SQUARE STANDARD STEEL STORAGE STRUCTURAL SUSPENDED STAIN AND VARNISH SERVICE SYMMETRICAL S TOP OF CURE TELEPHONE TONGUE AND GROOVE THICK TOP OF PLATE TOP OF PAVEMENT TOP OF WALL TYPICAL U.B.C. UNIFORM BUILDING CODE UNF. UNFINISHED U.O.N. UNLESS OTHERWISE NOTED VERTICAL WEST WITH WOOD WINDOW WITHOUT WATERPROOF. WATER RESISTANT WAINSCOT WE [GHT '1111 L L-1 LANDSCAPE PLAN C - STORM AND GRADING C --2 DETAILS C -3 EROSION CONTROL C -4 WATER A -1 - SITE PLAN, SITE DETAILS A -2 PARTIAL FIRST FLOOR PLAN A -3 PARTIAL FIRST FLOOR PLAN FIRST FLOOR LOBBY PLAN A -4 PARTIAL SECOND FLOOR PLAN A -5 PARTIAL SECOND FLOOR PLAN SECOND FLOOR LOBBY PLAN A -6 PARTIAL THIRD FLOOR PLAN A -7 PARTIAL THIRD FLL❑R PLAN WALL TYPES, THIRD FLOOR LOBBY PLAN A -8 ROOF PLAN, LOBBY ELEVATIONS, TOILET ELEVATIONS A -9 PARTIAL NORTH , ELEVATION, WEST ELEVATION A -10 PARTIAL SOUTH ELEVATION, EAST ELEVATION A -11 SECTIONS A -12 SECTIONS A -13 SECTIONS A -14 STAIR AND ELEVATOR SECTIONS A -15 SCHEDULES A -16 DETAILS A -17 DETAILS A -18 PARTIAL GROUND FLOOR REFLECTED CEILING PLAN A -19 PARTIAL GROUND FLOOR REFLECTED CEILING PLAN SITE AREAI ZONING: BUILDING AREA FIRST FLOOR, SECOND FLOOR' THIRD FLOOR' TOTAL BUILDING AREAI CONSTRUCTION TYPE' PARKING REQUIRED PARKING PROVIDED! J ALLOWABLE BUILDING AREA FOR III -1HR, SPRINKLERED 18,000X2(SEPARATION 4 SIDES)X2(MULTI- STORY)= 72,000 SF CONSUL LANDSCAPE ARCHITECT THOMAS BERGER ASSOCIATES 2021 MINOR EAST SEATTLE, WA 98102 325 -6877 FAX 323 -6867 CIVIL ENGINEER L.P.BAV 6.5 MARV.ET ST KIRKLAND, WA 98033 822 -4886 FAX 827 -7870 SOILS ENGINEER ASSOCIATED EARTH SCIENCES 911 5TH AVE SUITE 100 KIRKLAND, WA 98033 FAX 822 -7870 EGA N L) 134,882 SF C -2 REGINAL RETAIL 20,186 SF 20,186 SF 20,218 SF 60,590 SF III -IHR, SPRINKL.ERED 151 STALLS 226 STALLS <1 /268 SF) (177R, 49C) A -20 PARTIAL SECOND FLOOR REFLECTED CEILING PLAN , A -21 PARTIAL THIRD FLOOR REFLECTED CEILING PLAN A -22 PARTIAL THIRD FLOOR REFLECTED CEILING PLAN A -23 PARTIAL THIRD FLOOR REFLECTED CEILING PLAN S0 -1 NOTES S1 -1 PARTIAL FOUNDATION PLAN S1 -2 PARTIAL FOUNDATION PLAN S1 -3 PARTIAL SECOND FLOOR FRAMING PLAN S1 -4 PARTIAL SECOND FLOOR FRAMING PLAN S1 -5 PARTIAL THIRD FLOOR FRAMING PLAN 51 -6 PATIAL THIRD FLOOR FRAMING PLAN S1 -7 PARTIAL ROOF FRAMING PLAN S1 -8 PARTIAL ROOF FRAMING PLAN S2 -1 TYPICAL CONCRETE DETAILS S2 -2 FOUNDATION SECTIONS AND DETAILS S3 -1 TYPICAL STEEL DETAILS S3 -2 TYPICAL STEEL DETAILS 53 -3 COLUMN SCHEDULE AND DETAILS 53 -4 BRACED FRAME ELVATION AND DETAILS 53 -5 STEEL FRAMING DETAILS ARCHITECT LINARDIC DESIGN GROUP 1836 WESTLAKE AVE N, SUITE 204 SEATTLE, WA 98109 (206) 283 -4764 FAX (206) 283 -1293 STRUCTURAL ENGINEER .prr '201 3RD AVE Si11tE 900 SEATTLE, WA 98009 622 -5822 FAX 622 -8130 PLAN FOLLOWING O 2 , .. The N,I SUDJECT To !NITTSrETATIoNs THE GOVERNING AtTHi RITY QF DATE IN sy_Aw OMISSIONS AND INCONSISTENCIES. MALI4N & 03SA O N Our 3'( cc a; CITY OF TUKWILA APPROVED Min MO LOT 1 OF SHORT PLAT NO 79 -7 -55 ACCORDING TO SHORT PLAT SURVEY RECORDED UNDER KING COUNTY RECORDING NO 7908210370. TOGETHER WITH THE FOLLOWING DESCRIBED PORTION OF LOT 2 OF SAID .. . SHORT PLAT) BEGINNING AT THE MOST WESTERLY CORNER OF LOT 1 OF SHORT PLAT NO 79 -7 -55 ACCORDING TO SHORT PLAT SURVEY RECORDED UNDER KING COUNTY RECORDING NO 7908210370) THENCE NORTH 63'35'49' EAST 237.32 ' TO THE MOST NORTHERLY CORNER OF SAID LOT 11 THENCE SOUTH 26'24'11' EAST 227.32' TO CORNER BEWTEEN LOTS 1 AND 21 THENCE NORTH 63'35'49' EAST ALONG THE SOUTHEASTERLY LINE OF SAID LOT 2, 252,25') THENCE . NORTH 26•24'11` WEST 77.65')THENCE NORTH 56 WEST 234.091 THENCE NORTH 31'12'43' WEST 82,39' TO AN INTERSECTION WITH THE NORTHWESTERLY LINE .OF SAID LOT 2) THENCE SOUTH 58'47'17' WEST ALONG SAID NORTHWESTRLY LINE 102.77') THENCE SOUTH 55'39'53' WEST ALONG SAID ' LINE 63.16 FEET) THENCE SOUTH 48' 39'58' WEST ALONG SAID LINE 55.63') THENCE SOUTH 39'21'15' WEST ALONG SAID LINE 88,24') THENCE SOUTH 30 WEST 85.21 FEET TO THE MOST WESTERLY CORNER OF SAID LOT 2) THENCE SOUTH 37 EAST 20.92' TO THE P ❑INT OF BEGINNING. R:CE)VED CITY CF TU, OnL4 H7419;0 PERMIT CENTER iinai'dic design group . architects 1336 westlake ave. n. suite 204 seattle, wa 98109 (206)283 •4764 project title FORT DENT 11 JCR a ° architects DEVELOPMENT COMPANY TUCWLAWASHIMITION 1 1 TOP = 27.46 IE'22.99 2..6 gr D.s. ITYP) EXISTING PROPERTY.LINE TO BE RELOCATED PER B.L.A 27.9 27.5/ EX CB iE = 1. IE - 14.e2 IE -25.5 26.6 1 IQ' STORM EASEMENT A ('" TOP = 2 =.90 IE =19.62 27.3 • iTZGEN MASTER FORM MF 139 • co 4 P 4ts • • \o / / // / SCALE 0 10 E 30 60 / / - r re r .....• / / // / ••''' '''..# ;• r • , / / , / / *°°°' +3� s sp a %j MH .* I (SEE DETAIL) TOP a 26.80 {E d 15,54 SW 19.58 NW 23:00E & 17.17 NE - EX DRIVEWAY' -� .00"" ✓ .o." r -- G R \I.07 ••■••••• 1.1.1.:1• •.:. r .r 4110/0 Ct . W a.r r✓'. .rte �� 1.1.1.1. "' �. .� -'-" ..-. 2 n .••••• . I •'- J "' erg �•! �„. ,� •'-` ••-- ,,.r w fi e' v,v -- - -'••••• 1-- • -_ • --r ,_ ---' - --- ...s.o �,•�� '-'- -° �� • s 401•.1. s 27.9 C 27 28.0 L. ••• e C 26.1 (!- s s • 28.2 26. 9 Z � r • 215.9 PROPOSED LOT LINE PER B.L.A. 1 • 3" PVC TRRU CURB 70 ALLOW FOR DRAINAGE MP) s --n. 26.8 w Zi 6 26 1 IMMO MAW s a •k ti R. � c `w, t , I v` • ::.:t. 41 ,.. . 1 r . 'RA.[ 6 tAODEA OD Stitt Cent, SEt on A. 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OR NON•CORIOSIVE t1OLTS .040:4/1S CUT FLUSH WITH CURB FLOW RESTRICTOR /OIL; POLLUTION (FROP)CONTROL DtV10E r SPICING 0.25 "R 2 "R 5" SIAM 0.75" D1A. FRNNE 0.75" DIA. ENDS TO SE MELDED TO 0 DIA. nmU NOTES* t Po't PIES a SLoPts, PER PLANS I. OWLET CAPACITF NoT LESS THAN CONTANED Nlltis. METAL PAIIIR. A. COAAOSIDN RESISTANT 01 *ALVANIi!D OR 411 4610210 TTK t a $. •lIVAN1:ee STEEL PAt, HAVE ASPHALT 1RCAirt1T1. 1. FRANC ANa LADDER OR sTiPI e►rstl se. CLtANWT (MIT is visas FROM TWA. 11 CLINODor, encc n alt* Anal a CILAROUT OAIE C. FNAUt IS CLEAR Of CURIO. • 1 PLAN VIEW AWO CO WASMNGTON vIEtt "A" CURB 4 EA. 0.25 "x 2 "x 5" STRIPS VELD TO 0.75" DIA. FRANC SPACE UNIEDRHLY PIPS A5 ALL STEEL PARTS MUST DE GALVANIZED AND ASPHALT COATED (TREATMENT 1 OR TENTER). V k\ Y*41 2At FLOW ANCHOR. STRIP TT?. DRAIN CURE FAIL NT$ GR S SWALE i 1 615 MARKET STREET • K! RKLAN Q. IAA. 58033 r . r� oc 6Z 8 LZ 9Z 9Z 4 /Z , E 1II tI11iIIIII!IIIIIfIIltIlll 11111III IIIIIIIIII�IIIIIIIIIIfIlllilII .. ...... 111111IIIIIIIIIIIII111 1111I1IIIIII11111If1 p I�IIr�IiI O 16THSINCH 1 2 3 1111111111111 1r11I1III1IrrrIirilrir r111111IV 11 W11111111111 111111 i I 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. et Z t 01, 6 8 L 9 G 4 e Z ' � TAW 0 IIiIIIlilll{1l� 411111011 1111lll�!Ins►!! 1111111II�fllli{II, fil�l1!FI �l01 llnll�Ill�II�IIIl11!IIII1 11 11 1 1 111 1 111 1 111 9 0 11 MADEINOERMANY 12 Tv. j�v; I ongl 4 es ( , 1 Racel 1 1 �t � I 1 � c RENT R NG .T WOK VICINITY MAP GENERAL ROAD AND STORM NOTES 1. ALL MATERIALS AND WORKMANSHIP SHALL BE IN. ACCORDANCE. WITH THE REQUIREMENTS OF THE LATEST STATE OF WASHINGTON, DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. 2. INSPECTION OF THE STORM DRAIN SYSTEM MUST BE CALLED FOR BEFORE THE DRAIN SYSTEM IS BACKFILLED. 3. CATCH BASINS SHALL BE TYPE 1 WITH B -2a FRAME AND GRATE UNLESS OTHERWISE NOTED. 4. IF ADEQUATE INSPECTION IS NOT CALLED FOR BEFORE COMPLETION OP THE ROADWAY CONSTRUCTION, IT MAY BE NECESSARY FOR CORE DRILLING AND TO-- 8E- 11ERFORMED TO ASSURE AN ACCEPTABLE QUALITY OF ROADWAY. WHEY/CORE DRILLING IS FOUND TO BE NECESSARY, THE DEVELOPER ,ILL BE BILLED AND HELD RESPONSIBLE FOR ALL COSTS INCURRED. .rte' 5. IT WILL BE THE DEVELOPER'S OR HIS AGENT'S RESPONSIBILITY TO CONTACT ALL UTILITY COMPANIES IN ORDER TO ASSURE.THAT ALL LINES, PIPES, POLES AND OTHER APPURTENANCES ARE PROPERLY LOCATED AND THEIR INSTALLATION IS COORDINATED WITH THE ROAD CONSTRUCTION. ALL UTILITY RELOCATION WORK SHALL BE AT THE EXPENSE OF THE DEVELOPER AND MUST BE iN ACCORDANCE WISH STANDARDS ADOPTED BY THE COUNTY PRIOR TO ROAD ACCEPTANCE. 6. CULVERT PIPE riALL BE 12. -INCH CONCRETE CULVERT PIPE UNLESS OTHERWISE NOTED. 7. BURIED UTILITIES ARE SHOWN IN THEIR APPROXIMATE LOCATION. THE CONTRACTOR SHALL HAvt THE UTILITIES VERIFIED ON THE GROUND PRIOR TO ANY CONSTRUCTION. . 6" storm pipe to be reinforced A.D.S. or concrete. BENCHMARK: N.G.S. MON., D -408, DISC ON SOUTH FACE OF TFIE SOUTH OF 5 CONCRETE SUPPORT PIERS ON CENTERLINE OF UNDERPASS OF INTERSECTION OF HIGHWAY 405 & HIGHWAY 181 • ELEVATION EQUALS 29.734 N.G.V.D. STANDARD PROJECT FLOOD ELEVATION IS 22.3 NOTE: BUILDING PERMIT TO BE CONTINGENT ON BOUNDARY LOT LINE ADJUSTMENT APPROVAL. THE GRASS IN THE DRAINAGE SWALES TO BE MOWED ACCORDING TO THE FOLLOWING SCHEDULE: AIM • JANUARY: AS NEEDED FEBRUARY: ONCE MARCH: THREE TIMES APRIL - SEPTEMBER: WEEKLY OCTOBER: THREE TIMES NOVEMBER: TWICE DECEMBER: ONCE SCALE: 1" = 30' APPROVED BY DATE: 1/22/90 FORT DENT 11 STORM & GRADING PLAN • • RECEIVED SEP 1 7 1990 TUKWILA 'U.1Kr WORKS DRAWING NUMBER 4/7-, EX CB E = 13.00 IE =14.82 .'b"r�..:/•FO. 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OR HON- CORROSIVE SOLTS uO ours Do NOT fuLt PLAN vices END VIEW I I I I ' LI I I I ' I I I I I i 111 I I I I"I I II 10 11 IMDENG€RMAKT 12 5 £ Z 1 ww U IIIIIl IIIIIIIIIIIIIIiIIIIIIill Ann Ii tIiill�l11111111� FLOW POLLUTION (FROP)CONTROL DEVICE CUT FLUSH WITH CURB 0.7S DIA. NOTES' I. rot, slits e Stotts, vie 'LAMA E. g11Le? CAPACITY NOT Ltss num cowmen intro. >A. WEIAL ruts. A. Common** R[s$S ►MT ell MLVANottD co *Up4y1;t0 vv ( • r• GALVAPZrD AVct,. mt. NAVT AST$ALT T•EA,NENr I. 4.+ INANE 'AND LADDER OR Slips' arsrr So• A. CLCANC'uV OAK Is INSTect IRON TOP. • CLNr$OO*IT SPAC( N CIEAII Milli • CLEANOUT SAIL. c. rouge IS CLCAO W cues. moo Co. Ti4TTIN010N '4 EA. 0.2$ "A 2'•A S• STRIPS HELD TO 0.7)" DIA. FRAME SPACE UNIFORM ALL STECL PARTS RUST SE GALVANISED fND ASPHALT COATED (TRCATIIRT I OR UTTER). STANDARD TLAN No. CK. D,11 'CURB DRAIN _THRU Ci.la DETA!L N ,.., 3" PVC TYPICAL . DEBRIS BARRIER ., 4 ST POw flI GENERAL "ROAD AND STORM NOTES 1. ALL MATERIAL'S, AND Si XP „,SHALL 3 E IN., ACCORt�; ,WITH THE REQUIREMENTS OF THE LATEST STATE OF,, WASHINGTON, DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. 2. ,INSPECTION OF THE STORM SYSTEM MUST BE CALLED FOR ,BEFORE THE DRAIN SYSTEM ° IS BACKFILLED. 3. CATCH BASINS SHALL BE TYPE 1 WITH B -2 FRAME AND GRATE UNLESS OTHERWISE NOTED. . IF ADEQUATE 'INSPECTI N CALLED FOR BEFORE C OMPLETION OF T ROADWAY. CONSTRUCTION, IT MAY ' BE NECESSARY FOR CORE DRILLI VG MD' NNE CORE ED TO ASSURE, AN ACCEPTABLE QUALITY , ROADWAY ,,,r,J�S�TI,NG,..•TO• BE' RFORMEO Tt� "IS , FOUND, BE NECESSARY, THE DEVELOPER , 4IL I L y/ 'BE BILLED AND HELD RESPONSIBLE FOR ALL COSTS INCURRED. . IT WILL 'BE ; THE !DEVELOPER'S OR ,HI AG'ENT'S RESPONS'IIIL ITY TO CONTACT ALL UTILITY ,COMPANIES IN ' ORDER TO ASSURE THAT ALL,;LINES, PIRgS, POLES AND.: 'OTHER APPURTENANCES ARE,' 'PROPERLY.:•LOCATED,,;AND ` THEIR,INSTALLATION,'IS COORDINATED WITH THE „ROAD CONSTRUCTION. ALL UTILITY 'RELOCATION WORK ; SHALL BE AT THE ; EXPENSE OF THE DEVELOPER AND MUST BE fN ACCORDANCE WITH STANDARDS ADOPTED BY - THE COUNTY PRIOR TO ROAD''ACCEPTANCE. 5 . CULVERT ISE PIPE NOTED' SHALL . BE 12 -INCH CONCRETE 'CULVERT ' PIPE UNLESS `OTHERW 7. BURIED UTILITIES ARE SHOWN IN THEIR 'APPROXIMATE LOCATION. THE CONTRACTOR SHALL HAVC THE UTILITIES' VERIFIED ON THE GROUND PRIOR TO ANY CONSTRUCTION. , JW.G .rsGc" .r•G{�i '7.' 1'.114_ 4 BENCHMARK. N.G.S. MON., D -408 DISC ON SOUTH FACE OF THE SOUTH OF 5 CONCRETE SUPPORT PIERS ON CENTERLINE OF UNDERPASS OF INTERSECTION OF HIGHWAY 405 & HIGHWAY 181 ELEVATION EQUALS 29.734 N.G.V.D. NOTE: BUILDING PERMIT TO BE CONTINGENT ON BOUNDARY LOT LINE ADJUSTMENT APPROVAL. GRA S SWALE yi. - - THE GRASS IN THE DRAINAGE SWALES T r TO THE FOLLOWING SCHEDULE: JANUARY: AS NEEDED FEBRUARY: ONCE MARCH: THREE TIMES . APRIL- SEPTEMBER: WEEKLY OCTOBER: THREE TIMES NOVEMBER: TWICE DECEMBER: ONCE APPROVED BY B ED ACCOR DRAWING NUMBER DIETZGEN MASTER FORM MF 139 a4 ,,. ! / 0 J \O/, ` �,/ i % 2 T' M r • ARY • SI TATION 24.0 0 ", .ss ••••••• A 0 � _ . • �,� �...� W. / r � �,✓ r .� .- •�, ° �• r. ^' r �.� ..tee ...q wry �+. r • 22.5 23.7 Valigs.iso '23.i Ij r" - II , 11 III (iI , 1 ' I 1 I I ' f '.i iII III! 11I '' - - ° I I 1 f i 111.1111f11111 � � I�i�! �1 1 3‘ 4 5 6 7 ... 8 NOTE: If the ata.crofilmed document is less clear than this notice, it is due to the quality of the ;original document. :Y..ehiS. 9Z 9Z tiz c. i:z ZZ LZ OZ 61. at 41 91 91 _ ilL CA . ZL • u 01. 6 1 ,011110 11i i11111H111111, 1111i1i11n11111ii{ 1i11111H{ 11ii11n1iiiilhnl{, liilir1, 11i1ilii 11111h14111111111{n111111l{ 111111111 { iiniii { iiiilii i{iliili,i11iu111n1{1,111n11 E} }kid p N ;3 '- - e ?r r r L - • ;: ✓ f is t i p Y • • ; : � 't` t #Fi 3�.Y..� !. 1`:y- i •�•� J S yr i •r ,,. y / S ;i� - �r41 • n ... C,. i C .�` V r .,p� t t 7,. :'!.Z -°7 `�•' a Jik p n 4•e,r *•- y r" S�fr s 4 Wr*P 244 Pci:;,F, RjEft. PIPE wrn4 SicalM c. -42 FILTER r .rarstc- aR . Ec UAL M17 FILL. AI bUNo.:" Fife wrril t siltr. I ROCK • oc ig if Nei ?o' MO- DOVEWny 'INTERCEPTOR RENCH NTS VARIES ELEV. 24.0 EROSioll /StDiMEKTATIOli MATES 1. A11 limits of clearing and areas of vegetation. preservation; as described on 'the plan shall be clearly flagned in the field and observed during construction. 2 . All required sedimentation /erosion coritrol,faciiities must be constructed and in operation prior to land clearing and /or other' construct #on to insure that sediment laden Mater does not enter the ,natural drainage system.. ` All erosion and sediment,'facili;ties shall be maintained. in a satisfactory condition until such,time'that clearing and /or constructlon'is completed and potential on -s erosion has passed. The implementation, maintenance, replacementand additions to. erosion /sedimentation control systems shall be the`responsihility of the permittee. 3 . The erosion and sedimentation "control systems depicted on this draping are intended to he minimum reguirements`to meet anticipated site conditions. ,'A construct fen 'progresSOS and unexpected or seasonal conditions, dictate, the permittee should anticipate that., more erosion and sedimientataon facili ties ,will be necessary to insure - complete siltation control on the site. p oposed te. Dur'in`g, the - Icourse'of construction, it Shall the obligation r i ' and responsibility ,of the ,perniittee to ' address any 'new conditions that 'may .be Created 'by his activities and to ,provide additior,'al.`facilities.'over and above minimum requirements,. as may,be? needed to protect adjacent properties and 'water quality of the receiving drainage system. 4. Approval Of this plan IS 'for erosion /sedimentation control oniy. It does not constitute an approval of storm drainage design, size nor location of pipes, restrict"ors, channels Or retention facilities. 5. Any disturbed area which I13S been stripped ofyegetation and where no further work ',Is anticipated,` for a period of 30 days or.more must be irtdiately . stabilized with mulchlnq. grass planting or other approved erosion cont'r`ol `treatment applicable to the time pf year in question. Grass seeding alone will he acceptable "'only during:the months of;Aprii thru'September inclusive. Seedtnq may proceed outside 'the specified' time . period`whenever it Is in the interest of the permittee, but must be 'augmented with ' - mulching, netting, or other treatment approved by the Department. 6. All erosion /sedimentation; control'` ponds" with' a dead storage depth exceedinq 6 inches must have a "fence with a minimum height of 3''feet. SCALE: I" z= 30' AW N BY LAS DRAWING N'JMOER low 1 • 0 y am . ✓ / y • _ _ — " � -. % • ,! y p . ✓° / re i r s°/ .;‘, ?O J 1-.8"x2" TEE ' 8 LF::2'• 2 METER . R CITY STD'S BLOCKING : ' . ' 8 " / TAPP ' :T • & VALVE ---+ (P ST :4.• EL.. 8" . IFLx BLO ' KING 393,. 4,8 3 =`0.5% 'SANITARY SEWER 'CORE- EX. WET.WELL'' r ' ;: NO DEBRIS INTO : 'w � r -----,r— :NO DOWNSTREAM SYSTEM j A : DURItt(G CONSTRUCTION' . LAN W -T) f a �kY.nrd+st�r�°x• 3 LL`HXi�'�?! , E SPRINKLER • VA POUL PUMCYA IP,E T D PLAN) ' RT M PFR ASS` SLY ..� 146 "6v; S id '1.' , — - CONNEC' EX 8" WATER • •8 "x10" REDUCER ..:.:: 110 '• - .r.� w.r ...� rr .cr .,. � . �.... ... '�'► ..r. � ^7 + r . !� '4.4' ter .� ..r ...r .� ... .w."�"rn. -w we.' w' ;.....' �*" -'• ...„7" -•• " ,O► . " •-, ' -I— w- ... ✓ � 4 ....4 ��,,. ..- ..� ...M WO. .� .r -r . r-, • �., .r • .., i i i rw ✓ �.+. �✓ r ..► y. , .". '� � .+J w w": ' .. r � M �w11 wwr� +fit --- - ;;;'- --: . -5 - --:1-7 r�/w1w w /�' .M� ' .,'- �+ ice' � _'- :. Y � � -� .� -, .,s e rr 2- ,a . 11..1 JJ a.•:ryq...x.. A. 244 ,4). ALE: " HORZ. ___ 188 LF', 10" DI VERT. NTS 06 6Z ee LZ 9Z Iiinhilllf ll,llninn l, INil I Ill f . .y PROPOSED PROFILE .� . m'Aita. 'ir Y:7 f'i• I,0Ixx6"x8" TEE '1 -Nj" GV, :30 LF'$'' DI, BLIND FLANGE BLOCKING PLACE LOCATION MARKER I.f6 "x6 "K6" TEE GY, i -5k rave' ti ASSEMRL1 ' x IPER STD' PLAN W -61 8 LF6 " BLOCKING -- war .+.w = , . _= r BLOCKING r b•IEI'x x12" TEE 'BLIND FLANGE FLANGE . • M. _ __TO T* SOU-T14-1 > _ 6 L.F. kelt:2" REDUCER 1014111 I � 1 " . 1; � L ,�, . 1 III : 1 1 1 1 . . 1 . 1 1 . I I 11111 I I I � . I I . I , 1 ; :'I i 1I1 1 : 1 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. GZ 4 /Z , CZ ZZ lk 0? 61 8l Ll 9l GI hI £L el 11 01, 6 ill rIlmi l li!111111111!I!1! 11111111flln1Iilull! Ill!; i! NoIl lfrl11111 !IIn1tII111In11lliu111111ii illnlli111lnnl11PI !!!Ilf1lln 1 I , it � � ifil 111�i,i11 nll ! �r'^s 4 / i I.r, � �,�} o�.�i ,:4.•r4' Q. {t'r� tt "�'i' .t� .. �++ „ �' 7i X .+ 4 ' � r x G .F 9 9 1 E z I, wry O 111111!n IIII I II!JI1111 1111 11ffl !111111111 ?R , n'i�,x' ?.':"'r'h': te¢3���3i �`s' , ���. • X a ��'tr.�....r� '� - ,t�'; f”, <;:�y. r i TUKWILA'S • "PU "®L "IC •WA 'ER WORKS CONS'TRUCTIO°N "BAND' DEVELOPMENT STANDARDS ", CITY ":OF TUKWIL'A • WATEf AND SEWER °STANDARDS F-0'R, CONSTR'U - TION SHALL APPLY.`- .� ::,.0,.:ii:i:a..:Rei,i hydrant shal b p w r b3 o �C T e s o - n joi i n ed 'to s r a'lsd.. u Onsire a z. •del n 2 t Prl a rooveteent pey •ir i g con is :n a Pl. W.f & V-2). :AI1't,3e� -rods 'sha];1, be paint", d - with a aituajatious C, tingt A21 1 c it shal be a to e aii;e s.ir�e Ft'aps'`:will're wire :a .fu 1 s pipes . : ;w e t tap .A17, (0 �' l et iron b s }. P Ii,herevcutc -in.l are per eted 'to be Jand'a :in ez st =; ing 8. a: y -'t ie w r Shit t e , t r e. conducted $0,is�t'th a else a nd in Bich a 'h ' , s to winiaize..th�e nterruvti' n of service Cut i n •tide m u a ut In pr; or mpprovaZ the Cit Nac . Y easary PIP!, fittings and g gt i+o a .be . ss 'sewbled t at ha site ready for , ingta,lla P #Ot .3>io ie off of ,eater in ,the` existing 'mai;i :: Onc ' h " water has been (shut; an.�rshal1 not be_,holte� • "the woilk'ohAit' "ti prosy R�_: :.'.s :. Te t T he or.tractor shall ha d 8 - hours notice(. o they. .disrupt.- seryic ' • 6. The developer all prow 'de the City with 30 days :written notifica- - r f4on prior ; r,o 2initectioaof their side sewera$e fa,cilities' to •,the. public` sani+tary: nes to allow the City lead • times to take' the "a Priste r easu e ' :ali�inate or reduce the II, , : ys l in :the' s ttom 7 BACKFILL MATERIAL TO BE COMPACTED TO 95% MODFED PROCTOR PER ASTM 'D 155 f -66T. 8 . ALL PbP BEDDING SHALL BE PER CITY'S STANDARD PIPE BEDDING PLAN, S -0, WITH ALL SANITARY SEWER PIPE HAVING TYPE 2 BEDDING AS SPECIFED BY THE APWA /WSDOT STANDARD SPECIFICATIONS, . the �esponsibilltT of giving at least y an laffected tustoraers' of into to •Regt4re0 ..Fite Flow 5 =18eA ' �� v.18(.6) (.60,00 . 2f 45;;Q,PM C redit ; 515%;; fors sprinkle . BEDDING FOR PVC SEWER PIPE SHALL EXTEND AT LEAST SIX INCHES ABOVE THE CROWN OF THE SEWER PPE AS SPECIFIED IN THE CITY'S STANDARD PLAN S -S AND APWA /WSDOT STANDARD SPECIFICATIONS. a67M4,; 1C`IA$1$.."w4'!.�Sfr,.••F!:i}+? • tw":w:•:J :flow, ' EN I CHMAriK: N G :S. MOW.; b.:4pe, DISC ON SOUTH jRESOUTH OF. '5 CONCROTE'SUPPORT P16�t$.ON C N UNDERPASS 0F• OE H1• ' .: - T AA 4•x$..Y; E I. FA ATION EQUALS 29;74,4 A. <.. -... - 4' .' PIPE 4lzt ..PR[.113 Mti . - . Pit THRUST BLOC1('`. - 17 ' 1111 3011.-30.31'. (100 P33 AREA a 3430131) c uN01STURSED D �■ 200. 300 /(t) 3 /(t) ' 1/(01011S) , `'21(1) 1 /(NOME) .2/(1) NO 1/(1) MONK (CONE moue . .. 200, -' 300 • '4/(3) ;;ta /K) 3 /(t) '4/(1) 3/(1)' >n /(t)„ 1/(1) 21(1). I(NOIiE)' 101O14E) , must 200 Soo ; • 7/ 6) It /(3) a /(E ' G /(e ?' . 4/(3) ® /(4)! -. t /(2) •.3 /(t) 1 /(1) 1/(1) */f2)' S 200 ..- E73 . ,ii/(e) '; ..1$ /(11) '°1/(0) 11/(7) 8/(4 •G /(e) 3/(t)' 5 /(5): 2/(1) . 4 /(1) 4/(9)`• all :' ' 100. . tie 111/(it) 24 /(Ee) 11 /(11) 17/(11) 0 /(S) 13 /(e) t 5/(3) 7 /(e) 3/(2) 4 /13) 8 /l4), t 1 , 200 . 31/0; et /(1st , 3 SO /(II) 1a /(is) to /(e) 11/ 4/(4) 3!(3)' 3 / /(2) 5/(3)- yid) ®?' moo 217/(19): 21/(I4) '.is /(iii o/(el' ' 5/(3) . 121 23/(11) 23/.11) 11'/(11) 4 /(4) 5 /(S) • to " - ' 100 38/(14) 'ti /(17); t0 /03) C11111 a /(4) too 40/(19) . 32/(21) (14 /(tS) Tits) 24" COO 14/(45) 4i /(30) 35/113) 'l11/(12) 0 /(s) 23/(14) with 0; 8 Y. volves oitd brass . Stole approved double - check valve assembly. complete 'or copper "detector. by -foss . 2. • Stale approved 3/4" dowgle - check waive' assembly 3. ybr stl ''Off ` vOlves .;(Giobe 3/4 ") . 5 /8o', motor (cubic feet -• riradlog) . Uhl- fIongt?. wi1h,'liat. •cre rs ; ,:6 Golvoniied suet Cott;; tr • ,. 14 -. Concrete :vault,; (4 44 8' -4" ti' 6' -2 ") #4484 -LA .:with 24 ". diameter ; • I to recd "1ti.ATER" Water • tight, 'g osrt, ' reitroin` inlet /outlet with slope,,16. daffy where opptirable 1 0. 1 -. Adjutita,bhp' . pipe:' sup4ipft 11 A(# plualbih'p for '; by=V.' 11 be copper and bro'ss ' 12 +Cast 70 to ',.Can ate ' 'over. molar i'3 halve. assetttbly t1e cente>}s{1 in 'vault ...DI Pipe, Cl •, with ref q)Onds I' Tee and :goes ' • v ve requiretf . on main 16 4 Uni -(Inge Adpts. W4", Chonnel.(seme as #6 6 2 of Dwq II• ) ,`. DOUBLE . C CK ,.•VALVE A SSE:MBLY. • , � s y n . o f c • a e or anchor blocks .NOY : E: Assembly to be maintained by owner - on 6 annual ce► li titaiion. roquiralf LWH /i16 11tO y,13et}r If AO I° sop' BEND UNBALANCED,. GROSS * It "•itNd corn block, Cute, /Ale *144, sr steal piste' 1/ T'pl steel pl Solid care 'blt4ak • I hi. 4 Open ng ter • blow -eft piping t - 1 /1 Dia. reds tor10 ". slat end timelier e. 1' Ole. rode ter she* I•rger then 10' ::. jSEND We* 2 !., lit .B - lilemlir 11 -1140 BENDD • 1 r.• ;4Y A TAPPED CAP ; *TE3: 1., et;sprs toes of cesstete thrust - b:ssA stse se seas •096rl4 Iocd of 2000/( 3000) 000sde per *quire foot 1, Areas (suet be •dlusted ter ether etas pipe, prossuree ono sell oagdltioes, ,■r. 4ASTER FORM 3: Ceacrpte • bleating {halt ►e cost iv piece sod hart o ,Im;w%,eti. of 1/2 Ardour's feet tearing eeelnot tho little,, 4. olock . ekoll boor . o$afnj1 tittle.* only eh4 ei+ell As ether of 161616 to permit faking se or dilateetting )shit, !; Cehtraola soot! !solell Sleeking ede*veie to 'withstood tug test jroesuoe.as- Well 'es'te eestiseosly wfhetseil swotted 'prsobor• seder oil; epsaltier's .•1 seivits. NOTE • • Ado ass! tteskled tlm be •revials.,H pits valve le at psi of MI6 dor164 tort. SAFE BEARING LOADS is LBS. /SQ.FT, Tao Ws boor!ns boas` ii>teo to 11ts tollswuts' Islle ore far torIi,nta! throats Thee the d'optk et cover over the Plat eseeeds t feat. SAFE SEARING LOAD SOIL LIi PER 30. FT. 0 Mock, frost, etc. Soft cloy isrd Seed and arrival Saed,e�d gravel Cauested with cloy Semi Oats GATE VALVE *In wash. or pest, sit throat* shall, be fetlrelssrt SP' Ow or tit *rods to solld foondellone or by removal et nook er pool sad r,Pfoesweot with flattest et sofflsleet liability ' te.reatat tbrost*. - COWCtETE_ ear SCALD "�° 0 1,000 1,000 • 1,000 4,000 10,000 0 N0v.'et Meth: troll TARS ell COOT utIe, ASIIISTOS co1EM7, cAsT 1300 CO SIZE 00 SIZE Oi TO MO ua.uoui ia . 1.0. Z. ASelmeLY TO $i p* .t*M*cI SELL 3001c0. C?$T 1!1071 1111 TEE AGO VW ,. gg > MO �Quir, APWA - S lath TRENCH QACKFILL STREET R /t4 a:..,. _. - . .. ' f s.ydtea61R1l:�► 6:ir -"" ?hf"�""'.......,.�:..: «�_.i fir.. ` 3 "T. 1R} 66 fI. r 10 P.illL ®4 _! . t' % Ile, M �IBQ iKIRM<s1`ar 01RA 1' t>•'T'MSs e�4 I.otCans 1iV(011 �Ib1i 1 OHMS!' toV410 A►4TES * -oleo :m.'1 HeOIP to r- 4 1- +1As'Ri.l.T 1 • 1• Mit smiler ..0 toioruier caws to#'1` •pest to yelvo distance EL,E4' ioN duA tat ,k9"tl /AGltiItlR P1400/43TCONCI fE'iEP03T3014r LONO • i- ?gum CONCRQTe p11 gQ owns IRON RO$t?. RAIN? WITH IWO COATS QP Ru Teo f1M tra ZTN HH GLOSS YEU.b A11411 • 1 1111 1 11 1 11111 1 1 1 1l1111 1 r 111 1111 r 1111!1 'IWI 1 1 1 l _ 2 3 4 5 6 7 S NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. L Z L LL 01. 6 8 L 9 9 I III1IIII 1 !IIIi11IlI h P .+.r• sJ ?9. • ✓ 3rf r - a t� .1 1 ., r� 1 1� �1 MADEOIGERMMIY 12 611 MARKET STREET SUITE 4 • . KIRKLAND,'WA 90033 INC. SCALE: NTS DATE: 3/5/90 Ammosememmumnimmourow APPROVED BY 'tut M'rORA)r6`TA !tl PAINTED NiTH TWO COATS OP "NuST01.21iY' Me nu" Oust. weaves vas• to so Main 14.2401! OR (911 .LM motto, M 13Qkb11.. ~al TO CCEPO H A.ir.l A. ;PPCtFLCAT101st C $02-s164 .. . Slims 6B 033PAESSIO TYPt ibw SMALL NAVE 2 -P!EC saw- INS PUNA. */ Tk maims THt OLE AT no G*0J.V LINt 00 I I _+wTS f70l018l TO MP 1NA'10E I729. PRIER TO PACE $TittRT 001 AS'' oimectEO 6Y ,Itte 1)p±elttle�r. HYDRANT, SHALL HAW A SE F•OTLI G Oltr eOMti Nit( PAVVONY PH.UD RtSd;RV01A HoL0two APPROX. lt• puma oist on.. • . OIL RtSBAV0I1 SHAL1. PWIE POT LIZSS: TWN 1170 "0P' RING SEALS. : TM UPPER,ST()9 SNt1„1. HAYS A muss SLBt't$. 141'1)6! coUNSS ONAVEI. 00 CRU3H$ ; ROCA (3 1J9 /t• A. HYDRANTS SMAU, S!.' Equippers NUT(( YiiO 2I N.3.T. Hose rents NM o t4 N.S.T. PtMOER DI30tAADE PORT MV SAW. HAW A U ' PENTACCti' 001N.LEFT OPERATING M.Y. MYt$ f4TI SISALS: MAW A.IP t4,d, `.GOTTO4 C(192ECTION Mil SW firm VALVE OPEHtIG; SHAD. 611 GISIGNIO KR A 471" EL2LY NO SMALL MK 16" AGOK GML't LEVEL. 10 1 PER OISCHANIS 01DGt. . e. TO 11 U.L. ApPm7.0 . Ate t(RK A in OPERATING NuT. C. lb" top SEC POM CAST ROI W.I.V1 lox write SLICING LxrplSEat (RICH tr /TAOS). 0. 1 CAST INCH Tle1 - M.J, X M.J. P. 2 -3 /Ire COATED :MU 504=14 Am 31. G. 147 - t :3:61 0340. 111x 'OLR IN FtACE TO SUCK MAINTAGM CLUJIANCE 303.e0LT%. H. HYOIIANT IP TALLATri1MR TO St Plet .T 1 STAe1100 PLAN Ail(} i1unter lTS OP T1.X411..A muvIcIPA6 'XlQE 1(1.2 MO CITY 090htbscl 1729. 3/7/16 PLAN 4 • .'ASTER FORM 139 . . NOTE: ON-SITE WATER, STORM AND ACCESS EASEMENTS TO BE RECORDED z k .wesseassoff.a / / /5 / ■/- ■ ■ 05' _ ckc:: 1, \OS1° . oe. \ \\ \.\ / \ / / \ / / / \ 1 / / / / \ \ / / 1 / \ / / / / \ \ / / / / / \ \ / / \\ / / / / / / \ / ,. `< /0, / \ / / / \I / / 4' 1 / / / \ 1 1/ \ / 1 •ANNIFINIMNI•11•1" - LAND OWNERSHIP CLAIM BY MIKE DUNNE •••11=11110101•1■1061101%. 11111•11SIMIIIIMNIMINO. , • • 1111/11111111111111111111111111111111111111111111111 111111111 11111 1111111 111111111111111111111111111111 111111111111111111111 0 le nIS OWN 1 ; 3 4 5 7 9 10 11 MADEINGERwm 12 NOTE: If the microfilmed document is lesu clear than this , 1 otie, it is due to the quality of the vriginal document. 0€ 6Z Ele C.; Ge 1. /Z CZ Z2; LZ OZ 61, 831. 9L GL CL LL pi, 6 8L 9S C " 0 1H1d11111111111 67Ctre" 611 MARKET STREET es SUITE 4 KIRKLAND, WA 98933 INC. (206) 822-4886 FAX (206) 822-7870 • t - L ttee :3. IIIiIliIIII!IIlIIIlI,lIIlI,lIIlllII,I FORT DENT 0 7/2/90 COMPOSITE EASEMENT LAYOUT 1°RwNc Oak