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HomeMy WebLinkAboutPermit D98-0153 - GLACIER BUSINESS PARK - NEW BUILDING AND OFFICE/WAREHOUSEThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D98 -0153 Glacier Business Park 6540 South Glacier Street RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode, Exemptror ; Wild Explanatory Descrrp Statute/Rule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW 5 DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. D98 -0153 6540 So. Glacier St. Glacier Business Park A 1- 7 99 1] �� TL}KWT. "" DCD /PW �.rl� VI ,.: •:JKWNa P.2/2 DEVELOPER'S PROJECT WARRANTY REQUEST FORM • DEVELOPMENT ADDRESs: CASH ASSIGNMENT SHALL BE REFUNDED BY MAILING TO: (pleas. print) 1TErds ABE Qaa t aisEDJ 0 t✓il -r N 41 .a ' 1 ITS LAN pc,( -AP i Ni 61 • ON W E A.1. ? r\1 i (LI? F�-i . -1 \____ X Aa the ow r, or authorized agent of the owner, I hereby sub $ .. -et ($150% 01 value to port � a8 a doculnentation for value of work I will have this work carrled't ( / I / O ?-„ ), or risk having the City use these t x or in-house manpower. If !fall to carry out the work. I hereby al!„ +v, u.v u w y� na vny . v..tee •r I• r -. v . ....../ pv..7 . .•... Completion of the above deficiencies. I further agree to complete all work listed • • ve prior to requestlnQ inspection and release of these funds. SIGNED, i i - (2 ADDRESS: q 1 t5 CITY/STATE/ZIP 72 HOUR NoitFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVEt.OPERS REPRESENTATIVE , Upon completion through Section 2. Finance personnel shall send copies to: _Developer - Finance Department -Penh Coordlnwor. DCD . 1//4. AQ AN work identified in Section 1 of this form has now been completed and returned to dopa!trnent which authorized warranty. I hereby request Inspection and release of my cash/cash equivalent. DATE LJ - t ,� e above work and found it acceptable and therefore se of • •ve cash assignment. DEPAR MMENT: Upon completion send copies to of entire ions, nuance personnel shall -Dr/eloper — Finance Department -- Port»* Coccdinetar, DCD ' TUKWT Y'DCDiPW NAME OF DEVELOPMENT: F L4/'/ R eO5/ [.EI„ tinny VI ''JKwhla P.2 /2 DEVELOPER'S PROJECT WARRANTY • REQUEST FORM • DEVELOPMENT ADDRESs:,..6 40 tig ' y CASH ASSIGNMENT SHALL BE REFUNDED BY MAILING TO: (please prim) NAME; OfZ) S t4, W — M1k.4. 12(x-1!.— ADDRESS: q1 CRY/STATE/ZIP ITEMS ARE Q PIBEDI: O /o F "F g.- . FZ s . GL.UD r.. :J „' • CHECKED BY: .1. A _,( AUTHORRED BY: • Upon completion through Section 2. Finance personnel shall send copies to: - Developer - Finance Department - Permh Coortiinreor. DOD D E L rr 0 P_\ '' i L-- TM .E: 4 IA-C /,e4 ( ,g6v *`a DA TE: 3 q q PERMrr NO.: i gg - D / 53 1FL. No (4-z 24 ) 4 3— 41 G� Nr sH As the ow r, or authorized agent of the owner, I hereby submit cash or Cash equivalent in the amount of E J , 7 5 •° ($150% Of value to complete work described above) end attach supporting docurentatlon for value of work. I will have this work carried'out and can for a final Inspection by this date: ( / I J 0 2.), or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. (Mail to carry out the work. i hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to complete all work listed ve prior to requesting inspection and release of these funds. SIGN // (SIGNED: 1: //�i�.t AMOUNT: It' I) `6'71.3 . (, 0 RELEASED THIS DATE: 11 )(171 C' , c2_- RELEASED BY: f, ; WNP DEPT. _ AU work identified in Section 1 of this form has now been completed 72 Noun NOTIFICATION FOR and returned to depalt.merd which authorized warranty. I hereby 1NsPECTION AND RELEASE OF FUNDS request Inspection and release of my cash/cash equivalent. DEVELOPERS REPRESENTATIVE f{,( I have reviewed t authorize the rel DAIS Lc,� e above work and found it acceptable and therefore Se 01 . •ve cash assignment. r s.... ' DEPARTMENT: t--� Upon comploticn of entire form, nnence personnel shall send copies to: - D.v.bper - Finance Department -- permit Coordinator. OCD o9/,3,vo redacted Memo To: Laurie Anderson From: Brenda Ho li�'' Date: July 1, 2002 Re: Release of Cash Bond /Deposit Thank you. 1 City of Tukwila Permit Center Please release bond /deposit in the amount of $1,875.00, which was posted for the completion and maintenance of landscaping for Glacier Business Park located 6540 South Glacier Street. The Planning Department has inspected the site and approved release of the funds. I have attached a copy of the Developer's Project Warranty form and receipt for your use. Please forward the check to me and I will mail to the applicant. Parcel No.: 7888900120 Address: 6540 S GLACIER ST TUKW Suite No: Applicant: Receipt No.: R9800040 Initials: ALB User ID: 1671 Payee: OPUS -BOND TRANSACTION LIST: Payment ACCOUNT ITEM LIST: City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Current Pmts Amount CHECK BUILDING BOND /DEPOSIT Type Method Description OPUS -BON RECEIPT 1,875.00 Description Account Code 000/386.908 1,875.00 Permit Number: D98 -0153 Status: FINAL Applied Date: 05/08/1998. Issue Date: 08/27/1998 Payment Amount: 1,875.00 Payment Date: 03/26/1999 01:25 PM Balance: $0.00 Total: 1,875.00 doc: Receipt Printed: 07 -01 -2002 Sincerely, Nora Gierloff Senior Planner Enclosure City of Tukwila Department of Community Development Mike Ruhl Opus NW 915 118t Avenue SE #300 Bellevue, WA 98005 RE: Glacier Business Park Dear Mr. Ruhl, You are the contact listed for a cash assignment of $1,875 given to the City to assure the survival of native landscaping at 6540 Glacier Street South. The guarantee period expires on 4/1/2002. Please provide a letter from Earth Enterprises or a landscape architect that certifies either a 90% survival rate for the required plantings or replanting to the 90% level. After receipt of the letter and performance of a site inspection we will release the funds. If you have any additional questions or comments, please call me at (206) 431 -3670. C:\Nora's_Tilcs \LETTERS \Bond Release.DOC Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206 - 431.3665 Sent ..& t WARREN COMPANY; MAR 1 7 99 11 : 206 749 9483; Mar -25 -99 8:52AM; Page 2/2 TUKWI. " ". "4DCD,PW "ILY in .,.;mWIIA P.2i2 DEVELOPER'S PRCQJECT WARRANTY REQUEST FORM • • .•iti .:�:: L:T: NAME OF DEVELOPMENT: 6f L4z'/ i � ■■. r i • // DEVELOPMENT ADDRESS: CASH ASSIGNMENT SHALL BE REAINDED BY MAILING TO: (please print) SC NAME: 0? 5 , IN ADDRESS: Gl15 CITY/STATE/ZIP 21 /■1 • f 2 ) tleltIA DOCUYENTa W ERE J'TElR ME QESVIIBEco: N •fi��c C 1 f 0 TITLE: • • r J -L-t-t—r DATE: 3 PERMIT NO.: 17q; TEL NO. A - 1\)1 - Sc_ t4z 4- - ) 1 1 4 C) c; (C. f - ACpl . i ( E A 53 As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent In the amount of $ j )S7''' -°• (6150% of value to complete work described above) and attach supporting dow nation for value of work. I wilt have this work carried•out and call for a final Inspection by this date: 1 / 0 2.4, or risk having the City use these funds to carry out the work with their own contractor or in - house manpower. If I fall to carry out the work. I hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to complete all work listed = • • we prior to requesting inspection and release of these funds. SIGNED; / f' c 2- 72 HOUR NOTIFICATION FOR 1NSPECTICN AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE AA ; iZ a All work identified In Section 1 of this farm has now been completed and returned to dopreirnetr which authorized wa„r - arty. I hereby request inspection and release of my cash/cash equivalent. I have reviewed t e above work and found it acceptable and therefore authorize the ret se oft • vp cash assignment. AUTHORIZED BY: s ` � ' _ DEPARTMENT: `� c Upon completion through Section 2. Flnence personnel shell send copies to: - Developer - Finance Department - Penh Coordin1or, DCO Upon completion of entire form, Finance personnel shall send copies to: - D.uebper Finance Divestment -- Permit Coordinator, DCD OW &SO RETAKE OF PREVIOUS DOCUMENT Sent -g- — WARREN COMPANY; MAR 1- '99 Upon completion through Section 2. Finance personnel shall sand oopia. to: — Developer — Finance Department — Permit Coontineor, DCD 206 749 9483; Mar - 25 - 99 8:52AM; Page 2/2 TUKWL ACt»PW bIL P,2i2 DEVELOPER'S PROJECT WARRANTY REQUEST FORM NAME OF DEVELOPMENT: 61 LAM g i u5i 'oie S K DEVELOPMENT ADDRESS: ,, d - 4. ig „„_ ' 51 ,40 /jra DATE: 3 z4 q q PERMIT NO.: 22q; — ♦ 53 CHECKED BY: 1 - I have reviewed t a above work and found it acceptable and therefore authorize the ret l se of 1 • vp cash assignment, CASH EQUIVALENT - LETTER AUTHORIZING RELEASE CASH CITY CHECK NO. AMOUNT: RELEASED THIS DATE: RELEASED BY: All work identified In Section 1 of this form hat now been completed 72 HOUR NOTIFICATION POR and returned to dopa1rner8 which authorized warranter. I hereby INSPECTION AND RELEASE OP PUNDS request inspection and release of my cash/cash equivalent. DEVELOPERS REPRESENTATIVE: �C.I ; ►le Z J �, \ DAM (0/2,1 Upon completion of entire form, Fnance personnel shall send copies to: .. D•vetoper — Finance Department — Permit Coordinator, DCD otit13MA 2 /2 /L11 / • • IS qj • . • t.t4 0L •.;. • 6 irEr • . .• ,• • 41! \ , :• i f it . / • • • I • i I IA il /,• 1 7 ;1 '1 (1 • ro c ' - I '24 x2 7 F: r G 2.1r I? PA i 2.1 C C • • :•-% ,.4 cry:----- • • • •• ••1 • • • • • ASPI .1ALT IOC IMPRESSION; 25,122 6.P. "). 0(110.11)1:0 C. I< IN G EXISTING TREES L i (DO NOT DISTURB) "\\ • ‘ 1/4..■.. ,° PRESERVE PROTECT EXISTIN TO MATCH EXISTING — BLEND GI' .'A IS Q. / WARREN COMPANY; March 16,1999 Steve Lancaster Planning Department City, of Tukwila • 6200 Southcenter Blvd Tukwila, WA 98188 Dear Mr. Lancaster, Re: Glacier .Business Park Opus Northwest, Inc. TREES Red Sunset Maple ``-- . Pyramidal European Hornbeam (" 32Columnar Sargent Cherry 4. Western Red Cedar 5. Greenspire Lynden SHRUBS 1. Star Magnolia (,12raser's Red Tip Photinia 3. Snowdrift Pieris (4 poldframe Spiraea 5, David Virburnum C6L.aurustinus '7. Westmont Arborvitae GROUND COVER 1. Kinnikinnick 206 749 9483; (no change) Mar -1 7 fA9 12:33PM; WARRE\ rival Estate Development Servfcaa As you are aware King County has requested that some of the plantings in the area between the Glacier Building and the levee be changed to native species in order to comply with federal requirements to protect environmental and habit values with in the flood plain areas. Listcd below are the plantings that were originally approved and those that King County has requested to be substituted. We are proposing no changes in the density or sizes in the plant material proposed. Therefore the planting plan will remain as originally approved with the native plants being substituted per the revised schedule below. Originally approved King County substitution (quantity) Green Ash (4 total) (no change) Bitter Cherry (8 total) (no change) (no change) (no change) Service Berry (12 total) (no change) Sword Fern (18 total) (no change) Rosa Rugusa (5 total) (no change) 130N om7' PU. Page 2/3 500 Union Si eel, Suite 900 Sp. iiII «, Weshuiutun 38101 Tel: (MI /49.90i4 Fa:: (2061 /49.94H3 WARREN COMPANY; 208 749 9483; Rat. aaAti Dana Warren Please feel free to call me at (206) 749 -9484 should you have any questions. Very truly yours, WARREN COMP Mar - 171 ^9 12:34PM; (./ I have talked with Earth Enterprises, our landscape installer, regarding the substitutions that King County has requested. They have assured us that the proposed substitutions will have a greater survival rate than the plants that were originally approved because they are native to the northwest. Per the terms of our contract with Earth Enterprises they guarantee each of the plants for a period of one year after installation. This should be long enough to determine if the particular plant will survive and insure its replacement. To put it in perspective the substitution includes 47 plants out of a total of 876 plants on the site, or approximately 5% of the total plantings. This quantity of substitution is in the range of changes on any project that are generally caused by plant availability. We therefore request that the requirement to bond the substituted plants be deleted. CC: Mike Ruhl — Opus NW Terra Whareham — Opus NW Wayne Eddy — Opus NW Andy Levesque — King County Alexa Berlow - Tukwila Page 3/3 TRUGREEN LandCare 5N May 3, 2002 Mike Ruhl Opus NW 915.118` Ave SE #300 Bellevue, WA. 98005 RE: Glacier Business Park Dear Mr. Ruhl, Tim Dust Branch Manger JUN .2 i 2002 Seattle South Branch P.O. Box G Burien, WA 98166 Phone: (206) 246 -0066 Fax: (206) 241 -4637 Washington Contractor's License #TRUGRLLOO2BL R1C'.cEl Y ED MAY 0 3 2002 ;,alb NW LLO In regards to the City of Tukwila request for a letter stating 90% survival rate on bonded plant material for the native plant material at 6540 Glacier Street South. Upon inspection of the site and comparison to the provided site plan and bonded plant list we have determined that you are in compliance with a 91% survival rate. Of the (12) Service berry some of the plant material looks as if it has been eaten by some type of wildlife, but is still alive. The (4) total green Ash are alive but do a have a certain amount of dead wood. Of the (18) total Sword ferns there are (16) remaining with new spring growth appearing on all the plants. Of the (5) Rosa rugusa there are (3) remaining plants that are in good health. The (8) Cherry trees are alive and doing fine. If we can be of further assistance please don't hesitate to call. • CITY/STATE/ZIP Sent • By,, WARREN COMPANY; MAR 1- '99 1 f : NAME OF DEVELOPMENT: F L A 'I f305/ We DEVELOPMENT ADDRESS: - d / LA, CASH ASSIGNMENT SHALL BE REFUNDED BY MAILING TO: (pleas4 print) SC idit>I; 2ALEI WHEAEITEMSARE Q IMBEIL _ 01 0 c CC r✓ G� �?-- . e- L LT NJ At \\I • FLANTG a N (- L -v7 U► 1)Gt-Pcei Ni 6=i • CSI. W Erf De Or p)oi P 14 6j 41, DNf 4 J ? P__\ V EX- 1 L_- HA, M the owne or authorized agent of the owner, I hereby subrnit cash or cash equivalent In the amount of (S1150% of value to complet. worts desoribed above) and attach supporting docu nentatiOn for value of wort t wu1 have this well( carried•out and call for a final Inspection by this date: ( 4- / / / 0 24, or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If 1 fall to may out the wok 1 hereby authorize the City to go onto the property to carry out completion of the above deficiencies. {further agree to complete all work listed above prior to requesting inspection and release of th89a9 funds. SIGNED; ` 74,-/ j ; j� r TULE: 72 HOUR NOTIFICATION FOR 1NsPECT1ON AND RELEASE OF FUNDS DEVELOPERS REPRESENTATIVE fi.A :•iq • ;9.:: • CHECKED BY: , FINANCE DEPT. AMOUNT: IND CASH EUUNALENT — LETTER AUTHORCING RELEASE RELEASED THIS DATE: • GASH CITY CHECK NO. RELEASE!) BY: Upon completion through Section 2. Finance personnel shall send cogles to: —Developer — Finance Department - Permit Coordinator, DCD 206 749 9483; Mar -25 -99 8:52AM; Page 212 TUKW1 DCD /PLO vial/ t;71, j"Wlla P.2/2 DEVELOPER'S PROJECT WARRANTY REQUEST FORM • NAME: op° S t om, Vy -- Milo t t ML - .( 4 2 5 7 453- 4100 ADDRESS: qIr I Ail work identified In Section 1 of this form has now been completed and rammed to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. r DATE 1 have reviewed the above wank and found it acceptable and therefore authorize the release of the above cash assignment, AUTHORQED BY: DEPARTMENT: Upon completion of entire form, Finance personnel shalt send copies to -. Developer — Foams Department •- Pemtd Coordinator, OCD 091 • l'I//W 4\ • I AI! I :11cIV I • : • 1 1.N.11;(101-31..1 Kr 1.111..:11 I 1 • V11/ . • 41 01, 11 ,0tik ■ 1 2 I. r I Ij I 2 z JA U y /// • L I I ( c • (: 1 PA ter, �1 • • • 1/RES S ��N; 25,1 �2 S P.. 1::: ASP IAI_T 41k4al r�r� 2 /2/11 IDEWI LK r :XTrtI.IDLD CI.►I?L't 1 ACING ck� EXISTING TREES (DO NOT , DISTURB) '\ 5/ PRESERVE - AND PROTECT EXISTIN( TO MATCH EXISTING - BLEND GR Sent By: WARREN COMPANY; ( 206 749 9483; March 16,1999 Steve Lancaster Planning Department City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 Re: Glacier Business Park Opus Northwest, Inc. Dear Mr. Lancaster, As you are aware King County has requested that some of the plantings in the area between the Glacier Building and the levee be changed to native species in order to comply with federal requirements to protect environmental and habit values with in the flood plain areas. Listed below are the plantings that were originally approved and thosc that King County has requested to be substituted. We are proposing no changes in the density or sizes in the plant material proposed. Therefore the planting plan will remain as originally approved with the native plants being substituted per the revised schedule below. Originally approved TREES ( 1)Red Sunset Maple `2. Pyramidal European Hornbeam ( 3 ;Columnar Sargent Cherry 4. Western Red Cedar 5. Greenspire Lynden SHRUBS 1. Star Magnolia 2.^lrraser's Red Tip Photinia 3. Snowdrift Pieris ,4.)Goldframe Spiraea 5. David Virburnum 6 )Laurustinus `7. Westmont Arborvitae 6 .- \iItv1.44'J1-s1 GROUND COVER 1. Kinnikinnick King County substitution (quantity) Green Ash (4 total) (no change) Bitter Cherry (8 total) (no change) (no change) (no change) Service Berry (12 total) (no change) Sword Fern (18 total) (no change) Rosa Rugusa (5 total) (no change) rl.owtAe1A' coot-le-44T (no change) Mar -1 ' 9 12:33PM; Page 2/3 WARREN Real Estate Development Services 500 Uniun Sheet. Suite 900 Seal Ile. Wiislmgltun 98101 Tel: (2061 /411.9,184 Fax: (2061 /49.9483 Sent ay: WARREN COMPANY; I have talked with Earth Enterprises, our landscape installer, regarding the substitutions that King County has requested. They have assured us that the proposed substitutions will have a greater survival rate than the plants that were originally approved because they are native to the northwest. Per the terms of our contract with Earth Enterprises they guarantee each of the plants for a period of one year after installation. This should be long enough to determine if the particular plant will survive and insure its replacement. To put it in perspective the substitution includes 47 plants out of a total of 876 plants on the site, or approximately 5% of the total plantings. This quantity of substitution is in the range of changes on any project that are generally caused by plant availability. We therefore request that the requirement to bond the substituted plants be deleted. Please feel free to call me at (206) 749 -9484 should you have any questions. Very truly yours, WARREN COMNY Dana Warren akiet A44/ CC: Mike Ruhl — Opus NW Terra Whareham — Opus NW Wayne Eddy — Opus NW Andy Levesque — King County Alexa Berlow - Tukwila 208 749 9483; Mar -17 -"9 12:34PM; Page 3/3 .,It By: WARREN COMPANY; 08/29/98 11:33 PAZ 423 433 1712 OPUS NW LLC JuN -29 -Oa 60137 PEON . XIRrlA Aaa1DC I Ara4 206 749 9483; Mar-17(9 11:47AM; TERRA, ASSOCIATES, Inc. , Conw[bnts In Ceolachnlcal.Englneering, Geology , • Envir oe ntEarth Sciences • ID.2009224324 • • • 12525 Willows Road, Salta 101, Kirkland, Washington 9,8034 • Ptro198 (d25) 82t -7717 • Page 4/7 Ix 003 PAGai 3/G •February 18;1998 • P.rojoct No. T- • • it . John Gordoii • • Opus.Ncasbweet, I,,X.0 , • 240'- I 12th AvenuerNE. Slate 205 .. Bellevue; Washingt xi 93004 , - • Suljject: faootecbnical E valua t ioe • . • , •Snitt fitter SOutb.Inthistriiii $ Palk. Site A . , South OW* Street not r Oly nipl Avtnue South , • T1ukwila, Washington• . Referanoe; Geoteclmicsl Report; Southoeritcr South IrrdAstrial Park, Site A, by Teira'A.ssoclates, Inc; dared ,,, 7nly S, •1997 Pier Jdha_ . .41 requested, we have completed'a •limited subsurface investiga1ian•sloog the Green River Ievee at- the western •rnarglu of the snbject site. The purpose of our investigation was to evaluate soil conditions In the levee sad provide• geotectwical recomraendationc far construction of &alas° eater3en05' Aimee roadway. . : • ll.iriau+ of s February I2,1998 haosta1as»oe from AHBt indicates the =lidos lave! will be aidauad to ' allow construction *fa minimum i6. ,hot wide roadway for foe trick emerrnay aacels. Two-fool wide shoulders will be conStrvcted oa•each side of' the access roadway. We understand*. tits acme law would only be used'far• ,vetticuler traffic in rasa of •e®erS+tieey. • Mir City of Ttukovlie has indica:ed.ths Is eunat be alpie to support ,seventeen-tan uekloads. • . • SITE CONDTY'IONS • The approximately four to six -fait high levee extends along sad• inside five sites' welcome . nisstiO She asphalt • paved Chcismer:aa Greenbelt Psuk Bicycle Trail: if located on to Est of ttrs hvle�. The east u eideslopos of 'rho. :levee are Walled at appro0rimately �:l arizoatal:Vatti,al) to 3:Ib whit the } elopes lowed alb&" tha northwestern edge of the sits. •The 'mid�dla and lower, pOstl Of :tlr elope are iteavrfy /.pestered w(h berry brambles and shrubs. At some •looatinas, /smell =OS of Aiello* sloughing of the upper embank ant,fdls e an 18-inch to 2-f€ of *dojo. layer of fill soils coosiri ing of gravelly silty sand. with Cobbles. No significant signs of l as tabikty'were,ohs rued in the .tern aurbr{nianeat;lopc. • 4. • • ,c ay: WARREN COMPANY; • ' Mr. John Gordon February 18; 1998 • • 206 749 9483; 06/29/95 11:33 FAX 426 453 1712 OPUS Nit LLC JUN - Seel -88 08 37 MOH . TERRA ASSOCIATES Five hard test pits web excavated with s posthole digs to,depths lima two tJo four feet near the top edge and toe of the levees', emu= slope.' Two test pits dug user the top of tlla elope showed a r.5 =0 2 Poor thick layer.of fill consisting Of medium dated gravelly silty send with cobbles. • An. additional tot pit, .eaocavabed further downslopa, showed a one -foot thick layer of tv oillSll overlying fill consisting of loose 'silty fine smtdlsandy silt. Two' teat pits excavated at the slopes' toe showed similar silty fens sand/sandy silt fill ,omit, but with a slightly higher relttve density '(loose to medium dense). The silty fill soils appeared to comprise reworked on - site alluvial fm•greiaed sediments found in the area. • ' • . • • DrsCU ONi :AND kCO TDATTONS The top 18 Wises to 2 tbee of the levee appears to cor!iist of con pactad gravelly silty sand fall, with a thin surfarL layer of asphaltic concrete (AC) at the. bate trail location. &tense of its gravel content and .compacted nature,. .analysis indicates the exieting upper oorstpsctea gravel fill layer will provide suitable support for the above design •' loading imposed in cases of stagy. Review of the provided cross- section 'showsthe levee will be widened by uptao tan feet beyond its eastern =est. To provide seabiliry, the new a u1 ankmeet •fill 'should be keyed and benched is the existing aabeakment fill. The • keyway and intermediate bench subgrades should be oil:peeted to •Frovid. a stable wabgtade for the new fill A detail showing typical key construction is abo en on ttti•sttached sermon. AU till used for embankment ' widening should be computed es se' ucturi1 fill as• described in the referenced'g ical report. ' As discussed in the referenced resort, the fill soils are extremely aensitive to moisture and will quickly degrade if disturbed in wax conditions;. We believe dm on -site sandy slldsilty send may be used as embankment fill provided • construction onto: lasing an extended period of dry weather to ;now' for drying the sods Or the soils are amended ... with cement addirives tip improve streagtli.and compatibility. alternatively, imported pit salt sand and gravel may • be used for em baokmeatronetructioa. Mar -17 19 11:48AM; Io'2CIRat43a4 'Fhb existing upper 18 inches of gravelly silty sand fill would be capable of suppoititg the dcasign•traffic loed.of 17 torts with limited load application (less than 100 vehicle trips). Analysis indicates a pevement base con31s tag of•a n inirnruu 12; inch thick layer of compacted gannrel be should be planed on the compacted £111 aubgrade iA else' • • widened portion' of the •exnbanle ' t : T he•.undcrlying subgrade must be firm aad any:slding prior to placing the gravel base kayer. Alternatively, the Op I2 inches ran consist of a sci! eamtmt base that exhibits a minimum seven- • • day compressive strength of S00 pout* per square inch (psi), 'as described in the Pavement ioq of the . • refereaced report. A. wearing surface consisting of one, WA of AC should then be placed over the gaaveI. soil • cement hire. • The existing levee ails and new access lane will provide' aatislirona:y driving eondidons for limited emergency • access vehicle traffic. • Solna tattling ofthe paved surface should be expected under repeated heavy track leads, • particularly where traffic drifts' on the existing reladvely bicycle path arfaca. The potmtial'!br ratting ia•t • widened portion ofthe access Lane could be reduced by,placicg a gi be separation fabric, arch s: Muss SOOX,. on the embankment fiU' rzbgrade prior to the ovaiyi gravel baop faring. , Page 5/7 f�004 PACE 3/5 ptujavt Iva. T '36�5 Paage)fo. • • ay: WARREN COMPANY; 08/20/08 11:34 FAX 425 463 1712 OPUS NW LLC JUN -28 •96 06.37 PROM•T=ARA ASSOCIATES . Mr. John Go dori Fobritaty,18,1998 . We trust this information is eu>fficient'for t your amnia needs. If you have eery questions o r require id&tioos! ' iniomtation, please cit. ' Sinoareely yours, . • TERIU 'ASSOCIATES; RIC . Kevin: P- P436.0:4 1' ' Project Engiaces Lams siief9X criv4441-/a..e:- 206 749 9483; ID$Z05 5214234 J Mar - 17• 11:46AM; Page 6/7 0 006 rAGB 4 /ei Pcgie ctNo. T -3613 • PsgC•NOO 1 • . . . ' .TERRA . • . ASSOCIATES ...• _ -_-i........t—s i".........-..f.onhe i • Let- ' ' " - • - BY . =VII 111111111 .LOCAIION . . . - . • CMiC .• Cuerr '. . , ' . 0 :' " We Z- / ' T7IAIliknin; itd.: So, 101 • 10richind, WA 90034 0 Sent ay: WARREN COMPANY; 06/29/9$ 1134 FAX 426 433 1712 OPUS NW LLC JUN-29 -Se es.ao PROMxTERnA ASSOCIATES -- 9 guilt+. Le:tmei ' Gr'eLdt. 206 749 9483; Mar-17- 11:49AM; • • • (.4e p 1%.64% .L•te,s,' va . vat • V-- i C , • •• • 1 1012216E1214324 • • . . u/kisINLI 141.- • ctr C14■11...K..400;;.161.•'; \ • If ' • :. .\._.....1 4 , . , . - . • . 41 . .. 1..st .4...+ 6r,e.i. : %.1.0.4.1...ti. Slh•G.I.e.t. . , . • . 4 )allikar 147' 4 • gapi•20•.‘ 7 no r4 a ($ ; oth • . . vo 1 1•4 ot."11, .1 A • Ioo PA= ,'S Page 7/7 • • • .c.1 .V•?-j 11e0N.c.,:in;„' CaseXkl vv..4*.t co.A. c;i4,,,t itif LPL. Wide el , • C. IA. c.t.z.• 0 fill, Tv& ifr.11 L .11 • • 7 ' • ■ Project: r Z r.' 4 LAGf :e..- D t s -� t. el Tye f Inspection: } . jl -1' i.z - sei.64R v .-1A -. Address: / ,p � (p / 6 C) J. I.�?0 E � . _ � Date c led: 4 0 . -A 19 1 )" 1 +1 . 1 Special instructions: f AehoG, . o ji L..11 -004-f-3 Date anted: ' �- a.m. N 1"- �l� t 10` ILP•m� Reque c. - ? ?P1 Ph p IZ�,4 ) `:: -(c)C. INSPECTION NO. INSPECTION( :CORD Retain a copy otth permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 D s3 PERMIT NO. (206)431 -3670 n Approved per applicable codes. J Corrections required prior to approval. COMMENTS: Inspector: iv Date: 2 (rt l e El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: oFFIA • • or CERTIFICATE OF COMPLETION TYPE OF OCCUPANCY: 0025 POST IN ,. CONSPICUOUS PLACE CITY OF TUKWILA 6300 :OUTHCENTER BOULEVARD, SUITE 100 TUKWILA, WASHINGTON 98188 This Certificate is issileCto verify that at -the time of issuance the structure descObed-below has passed a final bUllding inspection and was inc With .the various:ordinances of the City regulating the building conStructlon O?ute for - an'unocCupied buildinci shell. • BUILDING PERIIIT BUILDING ADf",.RESS: 6540 S GLACIER ST' L 1 OCCUPANTIOWNER':' GLACIER BUSINESS PARK TYPE OF CONSTRUCTION: ' Oc'QUPANCY _ . THIS IS: A..CERTIFICATE:Of OCCUPANCY::: Prior to occupying any tion of the:above described building any or all_tenants must firtt,obta"in a . Certiftcate of Occupancy froM the Tul;wila: OffiCial 0 OS • . - - designated representative. . _ The prioC;ty fOcus in the review and:inspection made by the_City4rior to issuanceof this Certificate was:on:thOse matters which exPeience has shown seerely affect the/safety:of the,fgeneral publ:t. Although the City has made as„coMpjete a review and insOection,aS is:reasonably possible, the City:neither guarantees nor way theowne'rbr any other person that this CertificateeviOences strict complJanCe'-W1th each and every ordinance or regulation of the City or the Sate affecting the construction or'use of said strUctUre or the land up004h1 ch it is situated. Such cOmpliance is the ofthe'owner and/or .:-:. .., occupants of the struCture. • ..... •.. '3 DAT ' City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Contractor License No: OPUSNLL050J5 Permit Center Authorized Signature: Signature:__ 788890 -0120 6540 S GLACIER ST NWSE DEVPERM C /LI III -N DEVELOPMENT PERMIT i Permit No: Status: Issued: Expires: (206) 431 -3670 D98 -0153 ISSUED 08/27/1998 02/23/1999 Occupancy: WAREHOUSE UBC: 1994 001 Fire Protection: SPRINKLERED North: .0 South: .0 East: .0 West: .0 HIGHLINE Sewer: SEPTIC Slopes: N Streams: OCCUPANT GLACIER BUSINESS PARK 6540 S GLACIER ST, TUKWILA WA 98188 OWNER ESTATE OF JAMES CAMPBELL Phone: (206)872 -4680 C/0 COLLIERS INTERNATIONAL, 20206 72ND AVE S, KENT WA 98032 CONTRACTOR OPUS NORTHWEST L L C Phone: 425 -453 -4100 200 112 AV NE STE 205, BELLEVUE WA 98004 CONTACT DANA WARREN Phone: 206 749 -9484 WARREN COMPANY, 300 UNION ST #900, SEATTLE WA 98101 PLANNER ALEXA BERLOW Phone: 206 431 -3670 6300 SOUTHCENTER BL #100, TUKWILA WA 98188 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r&raiit Description: CONSTRUCTION OF NEW COMMERCIAL BUILDING WITH 7Z; t Sti) A` EHotML— m) - - 0)00. -Sur - r• -- 1 urr iU : - " NO UTILITIES "ASSOCIATED "wrTH EXCEPT LANDSCAPE IRRIGATION. REFER'TO PERMIT #MI98 -0129 FOR UTILITIES. ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 2,219,647.52 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: JJS Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: Land Altering: N Cut: Landscape Irrigation: Y Moving Oversized Load: N Start Time: :End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: . N. Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N k**************************************************** * * * * * * * * * * * * ** * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 37,578.46 k******* * * * * * * * * ** * * * * * * * * * * * * * * * * * * * ** L************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** End Time: Fill: Date: g-2-7 a I hereby certify that I have read and examined this permit and know the sane to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development pernyi t /, Date : 7 e4a.07- q -- Print N ame : _ _ _,/,LX(/1G , � ,�•• This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Address: 6540 S GLACIER ST Suite: Tenant: Type: DEVPERM Parcel #: 783890-0120 CITY OF TUKWILA Permit Ne:: Ea91 -0153 Status: ISSUED' Applied: 05/08/1998 Issued: 08/27/1998 :**• k*• k**• k* A•*k k• k•k* k: kk*k• k k Ak** *k * *•k*k•k•k*k'kkk*•e#. *k •k• kA •k*k*k *;4k'k4,*•k*4:***k**•kk Permit CConditions.: 1. Temporary erosion control measures shall be implemented as the first order of bu:.ines_ t.o .prevent sedimentation off- site or into existing stiii 'r,.i,nape ,l ::: off- site Qr r;i.itles. 2. The site shall house: c�'er:manerz t'. egos i on "rontr•,^ol Mmea_ e: "Ur n i place as soon as :r.poS i'b1e -after fi:,n,a1 gr'adinq h;• s., been completed and, ::t r i6'r to': the F:.irial InSpecti�on. 3. It. shall be pie' if itci iii: r�rr~itirta'-to the Cvt_v �Uti 1 ices:.. Inspecto :d rat r° the 'fire loop sv:s;tem for they= hu contain ,,. ,:, to t.e Department nf Health approved pie te double . c h e c k , A ' a l :e v as s..eMb l v . This sha 1 l L e don c,r"_i or : to. NO r:FU 'aHALL' BEAL,LOWED .UN;TIL PROPER PAVEMENT , SECTION Fr'►4Z ;:; , THE FIRE DEPT ACCESS _ROAD IS PLACED ON TOP OF THE RELOCATED LEVEE':,' LEVEE RELOCATION BY r:7,THERs UNDER A SEPARATE PERMIT. E; . PRIOR' TO: FINAL .'SIGNOFF APPLICANT SJ SUB iIT PROPER EASEMENT DOCUMENTS FUR LEVEE /TRAIL AC4'Ci-'ACEEs TO THE 6 * *tk* *•k kk•kk: Nr.] DIVISIO N*** 7. P40 .change.:,- wi 1 1 , b rnadt to ; - the plan u n.i ess approved by .;the I ch.i tec t : . or .Eng i t3•eer� : and thr . Tukw•i j a Bu i l d i no Division >' 8. Plumbing per mits. `S1ra,11 ; be ubta•u ed through the Seat:tleq County Department of 'Pub l i r. Heca 1 tft : P 1 utitb i n�� a� i l l be ti'; in..oecte,d', by that agency, includ`ino all- oa p:iuing. (29h- 47221 9. Elertr.ic; ,l p.er shall be obtained tljrough- .the. ash`.i.ngtorY 'state' Division of Labor and Indus,tries' .an,d'al:'1 e1ectr ir'a1.,' work w i l i be inspected by that/ agency (248-,663,0).- 10. All mech.an i c;a 1 work :shall be under separate perm.i t issued the C i t y Of Tukw:i 1 a . 11. All permit ,, in eetion records.. and.,aop uved plan ; h0)1 be available `at; the ob ite prior `to the start of any:• :con - str docerments:: ar'e tia: be;nteairitaineci .ar71' avai l- able until i - inal i.nspection' auplryval: is gr.ante4l 12'. Toilet room tr,cili:tjes tor' the buildin' sha.t be comp'1ettd in accordance with' tI e. prov i,'s i ons. of 1.1 <1r_; Chapt'er 29. prior to any tenant o ccupancy and pr,: zo t a,.c.Nrt it i cate of occup- c�rtL'V. 1 'Smoke and heat vents at the roof are required for this build inq. Skylights, used to provide this function shall comply with UBC Standard 15 -7. Documentation of these requirements shall be on site and available to building inspector for approval. Documents shall be approved by architect and so noted. 14. At minimum one curtain board in accordance with W. 906.6 :.hall be installed as a condition of certificate of comple- tion of the building "shell" 1 5 . B u i l d i n g shell is considered "semi-heated" space as defined in the Washington State Energy Code. All tenant improvement s w i l l be required to show energy code compl iance by the component performance approach. Envelope UA calculations w i 1 l ,0 rao r r 1. .." 16. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 17. 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, permit number and type of inspection being performed. 18. The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector',:ssknowledge, in conformance ss, with approved plans,and:sPeclficatlopand..the applicable workmanship provLsJonv Of the,U6C. 19. Readily accessWie;a6ce to roof Mounted eqiiiMPTlt 1 , required. 20. Engineered,.tru'Ss drawings'and'Calculatio0"Oall be on site and available to" 'fori-'1hsbectioh purposese.,Docdmerits shallsbear the SeaLandnature?Of a WashingfianState 21 Any exposed insulation. back:ine'aterial shall haVe,d'FlaMe 5pre4,:pating of 25 or less and material sharA, bearAdentA',7 ficatAoh,thbwing=,:the.f:tre performance rating thereof',,,,,,, A stat'ement'-froM the verifying fire' retardant class of roof required prior to final inS,0eCtfon,Jsee attached' pr'66edure): There shall be hoo&".( theY.. uhtO the final inspectlory by'itife„ Building Insbector; 's - ,/ , 24. \/a Idi ty of Perrni t. The 1 ssUance of a -permit or a pp rcy,alot plans, „Specifications arid:I.Computat"loisis shall not be boh strqed to b a peOtt for,or,ap aWrOy6110f, any vAC1*t1Pn.;1 of6tiY cftha,-provisIciiiSrof the\WIOnic6d#or of any other of, the jurisdic'tTowLAd'PerMit presu000 to canoe V the:*DrOVi tit i on,S' of „till s t41 oiveauthoeTtyto violate or co d eSti a "11A be valid "c! Permit No: Status: S i t e Addres: Location: D98-0153 ISSUED. Ei540 s GLACIER ST WATER METER C .00 $ ;k aa, `011 ' $.00 : i�'" '$.00. . as ..00 .'l i; ; ' . ,: $ 0 $---.P:0 :,aa : '$ oa $.Qlf $.110 `$:a0 xs� .00 $.oa � ,f s.00 00 AO.% r f ;$.01.) Water Meter Type: Water Meter Siz� ' Ouantgy_ Work Crrder'. No: Connect i qrl Fee's Instali tbe'osit.' A'id' 1 Instal 1' .Deposit: a t.. Plan Review ee: Insoaec.t "loci :Fee: Water• T On Fer ¶ eciiil 'O'seti: merit. Other Fee.: TOTAL .WATER' PUBLIC WURPEMGINEER ''APPROVAL -WATER METER SUPPLEMENT DEVELOPMENT PERMIT Applied Date: Issued Date: 05 /03 /1993. 03/27/1998 Project Name/Tenant: ra iAt Ea CALMS gV4IffS5 crr. .AC1E.,�. f C�(� el City State /Zip: TvKwsiA, w glow Value,of Construction: / °� 2 , - 2a� 3 a `1 / Site Address: 65`f0 South 6(Acie s r Tax Parcel Number: 9 55590 --012o Property Owner: opus N (A) • Lx., Phone: 42S• 00 Fax #: 4.26.453 • 171 I' 2 4 90 Address: � Me Ne oS 8e Uevkt� . g' � O ta e te /Zip: Q U r: iv Iv W" Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating Phone: 47.i • 1j3 • `T(DO Street gm Address: ((2 + . j -r Ne, Z` 5 & eifpe, is 11005 t Zip: Fax #: ''f `� • 3 ' (� (�i Arc it ect: • (ctff i m ! rtjA` / Phone: 416, 't5 3 3 Street 1e, I ' , ess; , T'k /7� NC. *f0 ( ft �vise State/Zip: Fax #: nrn `T55 • 4 Engineer: A , r O Phone: n 5 , 1 . , 56.9 • 2UZZ Street Address: 24-15 N. /0 5r. Tea w� � y State/Zip: Fax #: 253 • 3 ,s571, ✓ Z Contact Person: Jokh bvntaii 6evs Ph /�., CJ "iii 4 .53 O Street 0 • 1 12- t iN i 6c I le✓ te, (i- Cit iwoo g : Fax #: A v7 R ' r �, � • Description of work to be done: 0 onv'F'{rlAC+I (j'1 d f (1-e 7 (,vt(tivtc, w / --‘s - Ware Lt.) C 0 m y -erCI 'c( b u f 1c( i c O coos- ► 9, Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel/Hotel ❑ El School /College /University Al Other _ L,oT Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family AgWarehouse 71 Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel gr Office ❑ School /College /University ❑ Other Will there be a change of use? El yes f311 no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm ❑ none .other (specify) 1444 Building Square Feet: Af h existing new Area of Construction: 2.O $p Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes A'no quantities & Material Safety Data Sheets • CITY OF T &"'CWI A Permit Center 6300 Southcenter Blvd„ Suite 100, Tukwila, WA 98188 (206) 431 -3670 FOR STAFF USE ONLY Project Number: Q / pq1Oz) Permit Number:_. Dis- 0153 =- New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping s i A Curb cut/Access /Sidewalk ❑ Fire Loos /Hydrant (main to vault) #: • • Cl Flood Control Zone Hauling . _ '.and Altering.. Cut cubic yds. ❑ Moving an Oversized Load: Start Time: Sanitary Side Sewer #: Storm Drainage ❑ Street Use ❑ Water Meter /Exempt ft: ❑ Water Meter /Permanent # End Time. ❑ Sewer Main Extension 0 Private 0 Public ❑ Water Main Extension 0 Private 0 Public Size(s): 0 Deduct 0 Water Only Size(s): Size(s): .; Fill cubic yds. ❑ Water Meter Tem It Size(s): _ Est. quantity: • gal Schedule: in Miscellaneous • qp P. C t� tl On Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: e -4 28 PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1 /29/97 Appllcafio taken by: (initials) Date application expires. / / -e -1e3 AMILY PERMIT APPLICATIONS MUS SUBMITTED WITH THE FOLLOWING: ALL NEW COMMERCIAL/ADDITION /MU 4 c 1 11" qo 9 1.1. 6RAWI STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL �' EIVCI IEER� 4,, it : • • • gLL1103AWING 1H'ALI BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ Copy of recorded Legal Description from King County ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433 - 0179 for servicing district. ❑ Certificate of sewer; availability (Form I4- 11):.Conthdi the` blid.'Works'tDepartmbnfi 433= 0179•for servicing district. ❑ Metro: Non - Residential Sewer Use'Certification if there is a change in the amount of plum fixtures (Form.H- 13)._,_Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : y. ❑ Site Plari • , ;, , t 1. North arrow. and scale. "2. Existing and proposed utilities and existing hydrant location(s). �3. Proper#y dimensions, setbacks „names of adjace,rtt•.roads ' any'proposec('of existing easements .4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions, 5: •; ocatlon of driveways, parking, loading & service areas, Miff pdrking calculatiaraz &;location.& type,of dump - sterrecycling screening. .Locatlori•and,'screening of outdoor $to age. 4, ' ., . , • . '' • • 7. Limits of, clearing /grading with existing & proposed topography at 2' intervals extending 5',beyorid property's botsndares;erosion control measures & three buffer protection measures. . • 8: identify locatipri of sensitive areas slopes 20% or vetlarlds', watttcourses and,their buffers (TMC 18.45.040). • . .9... Ideptify location and size of existing trees, note,by, size'and . sppcias,those4o `be maintained and those to be • removed. ;I ❑ 10. Landscape 0146'.with irrigation: .Existing trees to be-saved by size arid; specie: - 1.Prgp p dsed 'Iriclude.size, species, location and spacing. Location of areas and vault with proposed screening. ' 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). ,, 1• : • • 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. • 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). Vicinity Map shoOing Iocation:of site Building Elevations (Include dimensions of all building facades and major architectural elements) Mechanical Drawings.: Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) Architectural drawings pecifjcations (if separate document) Structural Calculations , 71 • ' ❑ ; `Sprinkler structural calculations indicating load of water- filled sprinkler piping ❑ Height Analysis Soils Report stamped by Washington State licensed Geotechnical Engineer Topographical and Boundary Survey Tree Coverage Analysis (Multifamily only) • Washington State Energy Cody Data and Non - Residential Energy Code Compliance Form H -7 ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent if the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OF? AUTHORIZED AGENT: Signature: • Print name: ' J/ se Na ., etzo � STyO C Address: e q tzfl m N Gruel/Ks NCPERM17'.DOC 1/29/97 VMS • Date: 5' . 41,5 may #:4/6. , . . Phone: 4z5 , f/ .3w3 Fax tITJ.413J City /State /Zip: ✓ uil vao -.17. 1 7 77 7:7 7 1 7.1!:"2.; 0 **A•k4c;4A•*AkA'srt4'A *kkAh k A. k#•. t• hkk, kk. A'*>; 4• kAkA kn ••k#!r *•kA *Ak1 *kA *.4 * *k,.*'A**: CITY OF TUKWI:LA., ' WA :.TP k•A #t *'A* *•4•k$.. *.•k *hA ** k *t * .k.•A * }• *'* *•k *•A * *.A.•Ak•i.*•A *tit• *tik•A * *A4+sk. 1•RANSMI: Number: 89700761 Amount: 5,44506 05/08/98• 13 36 Payment Method.: CHECK Notation: OPUS NW Init: HU.li Permit No: D93-0153 Type: DEVPEki4 DEVELOPMENT PERMIT. Parcel No: 7808'90..0120 Site Address; 6540 S GLACIER ST Total Fees 13428.61 This Payment 5,445.06 Total ALL Pmt's: 1,445.06 8ai anon: . 8,3182.75 . •A * **'.4*•A.k.4A•hA ** 4**. i*fi.: 1A•e1V*.;•. A* 4 *..'A.4 * *4.4.ktit *A*.a4k.4 k *s4 s{ * .1*# Account Code Loseriptiun . Amount 000/345.830 PL.AN • CfIEG K - MOHRE'5 , �LL:nir *:kh A k: kh �A.A*; 1h Ahdh;khh **.\ **.1k. **:*h•k* 4 *** *h:t *** +t* ****:k*•A *A•:�:* CITY OF 1'1Jt<W3:LA, WA b ( )l TRANSMIT **** sk her; i' tk: k• kA* h: k A*A*. ktkh hAhh* k*A kk*: 4tk :4:kht•k *h•k:k'k:k'k:khis** E*A•k;kaF:l k.A TRANSMIT Number: R9800040 Amount;: 1,0Y5;O0 '03/26/.99 13:25 Payment Method: CHECM,..: Notation: OPUS 3:ni tc ALB Por t No: 1)98-01 3 Type. ;: DEVPERM DEVELOPMENT . PERMIT: Parcel No: M1890-0120 Site Address: 6540 5 (3L(aCIEW 5T Total Fee 39,453.41 This ,Payment 1.875.00 Total ALL Pmtat 39,453,46 Oal4nce .00 ** * •** *A****h * *4* **t:A44:I ** *. '0fi *'Afi*A** ** * **h* * ** Account Code Description Amount' 000/386.908 8U3;LD3:WO [3UNU /OEPU5I1 1,875.00 o C,j L S c Mr 03/3() 9717 TOTAL 1075.00 This .Payment 2 .00 ..k:5ki, *A• * *A**A*:1 *, *k * **:4h *•44(A *:4:1:4:1• ** *:4:5 * �A **** ** *A* *A * *%* *A*A CITY OF 'TUV..N3:L.A WA Tt NSt<iIT . *••t.f;.{ *A*• *kk : h* A• k: h**:1 kAk• 4*• k*•. krl• k** k: ih •kk ****Ah•1.1k1 * *h•A *4 * **A *:1 TRANSMIT Number.: P9700833 Amount...'. 25.00 09/17/98 :12:19' Payment Method: CHECK Rotation: (]PU5 NOR•THW(3T Snit. 13L1i Pe -i °mit No: 098-0153 Tune. DEVPERM DEVELOPMENT 'i'L"RMIT Parcel Ho% 788890-0120 Site 'Address: 6540 5 GLACIER 8T Total Feee% Total 'ALL Pmts: • 37.3.70.46.y 0 0 OivA.AIc4 * * ** **11*A * * *•k** A* A*AA** Ai* * * *AAdc4IkkAA *A **A*A+- *Ak *k4.** *** Account unt Code D e s c r i p t i o n 000/345.830 PLAN CHECK - NC1i'PE5 000/322.100 13U.ILDING. " N0NRES 000/345.830 PLAN CHECK - UTILITY 000/386.904 • ;STATE BUILDING SURCHARGE 401/342.400 TNEP FEE -- FL.H /LI. /SAME: Amount 2.65. 10.00 1 .00 5896 09/18 • r• *. A. A*A •k:F*.A*A*A*.tAklr;tht.t*A:4. 4 .*:1k:k kkk:klrh t: kkkk:k:8AkkkY CITY or TUKI1LA 1!A •" TRANrMl1' 4**:kk:FkAk*:4**A•k-4:4*•k : kA *A*A AkA •k As .at : l•k*•1:4*o4“Ak ANSMIT Number': P9700821 Amount: 23„743.00 08/29/98 14 :02 Payment Method: CHECK Notation: OPUS Init: K3P Permit Not D98-0153. Type: DEVP•1:fM. DEVELQPMIiis`' PERMIT' Parcel Nu: 788090- .0i Site Address: 6540 S GLACIER ST Total Fees: :37.578.46 23.743.00 Total ALL 'Pmts: 37.5 $3.46 Balance: 25 . 00 T h i s I .anent •!; A***. A***** A• kf: A* A**kA 1: A1. kAA• kA*** kfi• kA*• k* IiAA* A•kk*•k* *.ir•kIVA *•Jt•AA.•A *,t .. ** ACCC.tuni; yi:a e • Gescr i pt i on • Amount;; 104.367.000 riu rrtC MITIGATION FEES 5264.09/02 9717 TOTAL A'k *. *A•*:k'A ** **: 401*** * *:A*:4kk*Ak -A:kkA,4:A•**•A•'A* *:A? .4A'h***4hsA :A*:k:A:A *:A**:k CITY OF TUKWILA. WA TRANSMIT :4 ** ** *A:kk4** * *4**** *Ak *:4**** *'fir * *** ****** ****A* *•* * ** **'A*h•A*** TRANSMIT Number: R9700819 Amount:, . E-1364.60 O8/2?/9E3 Payment Method: CHECK Natation: OPUS NORTHWEST In1 .i3LH Permit No: D98-0153 Type: L ;EVPE I4 DGVELOPI4Ltd•f PL t+il'r. Par t..e1 No: 788090,-0120 Site , .Address: 6540'S GLACIER 5'r To•t.•! Dees~ 37,578.46: T h i s Payment 8,364.60 Total ALL ProtsiL 10. 310.46 Balance: 23.76!hOO AAA******* kA***A*A k*** k *k * * *l * * * *h *1 * * *ll *lk* ** * *•kk * ** icli **0 * * *;t *A* Account Cod ty De9cription Amount OOO 32 .1O0' BUILDING - NONRE9 fie 64.E,{? `':i45 08/28 17.1.1 TOTAL, •..8364.60 PO C A I I E V S: — .t Chfat.GoeitaAL ,dr-J00 Q q ; i' I) 0 I .L, r( I' Date called: ... . ; . i 44 rd.. / KA-t it-p-e co' r ot.xJ2clid. d-A-( ,5(-4--(-4 Il 04) 5 thee c_ ra- 47* € / Az-7 MA i 515 1:4 5 it. 44-7 y 4 tletupet.g./1 17) 44.4%.6kr t - -- e -,i1 , - 44-6 . a.m. P.m. Requester: .., ‘.1 ( Project: ,.-, f 01,64k.9.11 Type of inspection: ..--- 4., Address: COQ 0 - $, Cilao,g4 Date called: Special instructions: instructions: Date wanted: a.m. P.m. Requester: .., ‘.1 ( Phone No.: .: • • • "„ • • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION REC Retain a copy withl,hnit Approved per applicable codes. D9 '?I—o153 PERMIT NO. 1 72 - W - Tf31-3670 Corrections required prior to approval. Inspector: Date: Li $42.00 REINSPEC,TION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection, Receipt No.: Date: Pgb b.e. Typg-Imeillt A� ",5 & -1 E4 S.?" Date called: Special instructions: D a t q a.m Req 1:b E^ ' Z f5 -06 7"7 INSPECTION NO. INSPECTION REC tD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION PERMIT NO, 6300 Southcenter Blvd, #100, Tukwila, WA 98188 31 -3670 Approved per applicable codes. n Corrections required prior to approval. COMMENTS: 5 .06 �r Date 097 El $47. ' 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: / ij 9 * f-�- e LQ. 4 4.17 iSfA.+.'L ��c w T 4120 d , 0/c F L. (dwil 014 Special instructions: Cr-e,40411--N Date wanted: , 1 2' /ff am p..m. . Requester: JD (AO Phone: Project: hi tit o4 Type of Inspection: Address: 65 5 6, Date called: 3A ; art Special instructions: Date wanted: , 1 2' /ff am p..m. . Requester: JD (AO Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 C 1'ERMITfitb. (206)431 -3670 a Approved per applicable codes. 0 Corrections required prior to approval. Inspector: 67 (I Date: 3/1-q, El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: Project r) 1 • Type of spectio .„ (r 5 6 (06cr5+ Date call t : — 1 - 2- -C1C1 Special instructions: Date watt 599 (Ern. Requester: Phone: •,.=, • • • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. INSPECTION RECD Retain a copy with permit PERMIT NO. (206)431 III Corrections required prior to approval. COMMENTS: 37; 7 ,itArtvt, 101 1411 I fi3 - 01 1 -1 Inspector: th() Date: 3 / 24 1? $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No Date: COMMENTS: ;30 W 0 RT. (,l-khl1- );c.A -p 1 1.t c 'GXPI\7 9 Address: 6 1 10 . - ( —d2— i1 Date c d: . hoiv 1 (-1 1 bate anted: 7 ! m. (J )6T611 l �� a.m. Special instructions: L T� L 9 1 1,1p�3 Requiter: Pn P L I Z 5) %(.140c:7 Project: Tye f Inspec ion: vA , Address: 6 1 10 . G. C�lci u • sr i1 Date c d: . hoiv 1 (-1 1 bate anted: 7 ! m. (J )6T611 l �� a.m. Special instructions: L T� L 9 1 1,1p�3 Requiter: Pn P L I Z 5) %(.140c:7 INSPECTION NO. INSPECTION RECORD ( Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 o I 53 PERMIT NO. (206)431 -3670 �'?Cpproved per applicable codes. I I Corrections required prior to approval. Inspector: ) _� Date: ? 2 4, 1691 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be pai at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: Pr �,r i/. e Ty214 ion: .0 / .C.._ •✓ �r �• � /' Date called: Special instructions: Date wanted: a.m. P.m. Re r Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 MMENTS: k'x 631 jr1C r A.proved per applicable codes. C $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date; INSPECTION RECC_,D Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. Pr9 tyre,( v ga Typ,�.ef-Insp tir A dress: �©5 /a-ei D a��ii�la hq D � C - , °r Special instructions: • q g, . "� m. to _ R,,, Poe: , gs 1, 1 0 1 1 INSPECTION RE Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ,v b3-O / ,�" PERMIT NO. (206)431 -3670 n Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: 10 $47.00REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: i e j t& /� e, � G- �GG �'t� T '£/Inspe Ion• . � � � l �I.S t,� l7 otssvo 6%6 !a•aY Data l ' tela Special instructions: • Date w G - a.m. 1% -, p.m. er :/ Poe: 5 — ?/— / C> INSPECTION RE Retain a copy with permit INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 <pproved per applicable codes. J Corrections required prior to approval. COMMENTS: El $47. 1 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: .. vle. f , ........" .9,44 de - 1 C.cle. i e-te.A._ ( ---? - D eze-g-xf ntab i eLC...- vfe...!�CJ ,;- r07 -rs /47ae '< '( �x-i -6 . p0f /J07t.. *If &) ,t(or f.6' PIe.ai11) R ra A, A14- f, sP Req �- n Pli, pp.b....., /-- (i 1 — / e 4 Gl I $ Ty of t p • M ( / 7:1dres: ntab Daec3 . "" + Special instructions: �! , Date ' t Req �- n Pli, pp.b....., /-- (i 1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 pproved per applicable codes. INSPECTION REC( Retain a copy with p m it D PERMIT NO. (206)431 -3670 Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: sp ype T'eh c • --.i ..4( 4 ,,4.; /T t.,,e,,i e2,/ / / s 1-/),. 1"), — 0 0 /,' ce..4 __,..A i.--,,,, /,••• • ' ,,4-• / 7 4 . Gee, / ' S / 5 4 6 1 ‘..•-•7 de..., , / -.-- / 9 "'-V - 7 i r c (.) . . A 7. ' 2 '' r 2 c _ Tag _..,._ i _i ..--1 i Lika • I N pct f3t.t511,19 sp ype T'eh c am Ink , , Ats 11 s 6 jacelez Datlede _ ...ciei y Special instructions: Date ... 91 .. Requner 1 c _ Tag _..,._ i _i r F INSPECTION REC Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100 Tukwila, WA 9818 '3' ;' PERMIT NO. (206)431=3670 gl Approved per applicable codes. LI Corrections required prior to approval. Inspector: , Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • Pro))act C .� < ■ - e..1 -- Type of nsp Pion: T 11 (,{4 ,1 t e 16( CU 0 tl res s ., d r C4 Ct_( Date call ddy 7 � Special instructions: Date wa wag e 1. ( t/� t [ra;na >' Requester: Pi Li 5; --00D INSPECTION NO. Approved per applicable codes. INSPECTION REC Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 jar -6 /..s1? PERMIT NO. (206)431 -3670 COMMENTS: / ,7 %- 4'fr? / )-7PO ` ! - Corrections required prior to approval. El $47.00 REINSPECTIO ( FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100• CaII to schedule reinspection. Receipt No: Date: Project: J1 (U (li C,i_ Type of inspection: 0 tii3 Addr s: l D r af/ 6 Date called: Special . i structions: Date wanted: � l �/ a- - / ( p.m. Requester: Phone No.: INSPECTION RED Retain a copy with rmit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 9818 Approved per applicable codes. COMMENTS: f yz <Le 4( Inspector: PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date; $42.00 REINSPECTION' FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule relnspection. Receipt No.: Date: • ap x.171 ire_c TYPe�3lrin p Address: 6 9 b--"' 5 6 Date called: Special instructions: • Date want _y J' 99 a.m. p.m. Req es _ \ . e 4-?- Q INSPECTION NO. INSPECTION RECO( Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 0 Approved per applicable codes. .Corrections required prior to approval. COMMENTS: �.�Ti/gG l.€47i/‘ eGGf_c7tc.4‹. peril. - 5./D q o-xi,cfr - . - revE El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ,Project: t Gi /vv Type of insp tion � „.,;,,� Address: Date called: Special instructions: . Date wanted: ,,.„ Requester: Rhone No.: pproved per applicable codes. I Receipt No.: ,�: iiA�''?L''.:;�C3' �i+c;..7�'� � '`'� " a�'y"4?,,, INSPECTION RECD . Retain a copy with r' INSPE ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 L. C C7 /53 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Inspector;/ Dale : Li $42.00 REINSPECT! N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Pro c :. fa cal &r/(4/yanf Ty e of Inspectio • c 6. cC uve v Address: / Liu S ( ("Cr s1. Dat called: 1 Ili c l/ S ecial instructions: Vyv� , . i s �I -a Date wa t d: 0 / Requester: �I Pile r 1 f^ 1( t Ib Approved per applicable codes. • • INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 • 14 063 3 PERMIT NO. (206)431 -3670 ! � l El Corrections required prior to approval. COMMENTS: ]7�4a .uA.aPac c9'xl s/r:6 Ar 07 $ 7.00 REINSPECTION FEE REQUIRED. Prior to irt'spection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: of Inspe tiori: Q � Address: S �� .4c- a ive.57 Age .5/-4o. 5 4s 9 ,47- .e --A 7"Lt/k.L 7`Zf S ,�..G OA l�r W-11 ( - ,r.xorE I /44 i • ,4 .ate" ,4"- ar,,46G, 4- 'I,6 rie/AI 7V 5'7 d Phone: / e A10 r 6. a (,<1SP th ,(t4 /4.,t /07 0:, «« 6, 4'tbaib7 t'7ZG AA. 4'/ L. A ,. it 4 Project- of Inspe tiori: f / Address: S �� .4c- Date cad: Special instructions: ...�h� Date wanted: � a.m. Requ Phone: / e Is INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 °'Approved per applicable codes. Inspector: INSPECTION RECOL) Retain a copy with permit El $47.00 I EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r eceipt No: Date: Pregt4 PERMIT NO. (206)431 -3670 Corrections required prior to approval. Project: rt r!abe r Type of inspection: y t) -1�h s n Address: S Glacier „St Date called: -15A : Special instructions: Date wanted: — p Q Q '" -I �l a.m. ..92 P.m. Requester: wade Archer Phone No.: 2. ,....., Approved per applicable codes. INSPECTION RECORD Retain a copy with perm& )111 3. v 153 INSPECTION NO. idERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Corrections required prior to approval. COMMENTS: Inspector: Date: (/ i q $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date; rot ct: Type of 'inspe tion: • Adc'Ye ' I 1.0 ( Date called: . °'�; C, • Specia /'!J, instructions: . .. ` . rA' ate wane • / Ct a:mi) \Reque , Phone N co-01 INSPECTION NO. Approved per'ap'plicable codes. �S ''Y �d+ ."JN.. d.� „�'?�a�` ^yY!TT �.ia - . \ ” •ii.•.i!',M'4('' \��� •. INSPECTION RECRD Retain a copy with 7mit CITY OF TUKWILA BUILDINGjDIVISION�: 6300 Southcenter Bivd., #100, Tukwila, ,WA 98188 Correction 10F 1' s 66 PERMIT NO. (206), 431 -3670 equired prior to approval. ifteA N'S Nu P IA N .1 Tat 4— Inspector: ^Q1 te. ! t ( / L 1 $42.00 REINSPELTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection, Receipt No.: Date: Pr a t: (..1 ( Type of1d- •ect`: .. A�r � $ z, a Date calle VI1 4 1 �l Date wane : Special in tructio s: r-ork sv-tR- a.m. P.m. Requester Phone_ (._.. ' 5 k applicable codes. to approval. A pproved per I I Corrections required prior COMMENTS: i' / SW -(.1 in X!`. 1 ,,P`".i '-911 -71 , 4":; 1 :S c z c` ?` .1t., -4- •T•'Z-rI' -Y.T .rnV f ,› 4 r'ztm., INSPEITION NO. INSPECTION RECJ�D Retain a copy with Limit CITY OF TUKWILA BUILDING DIVISION ERMIT NO. 6300 Southcenter Blvd., #100; Tukwila, WA WM8 � ( ¢206) #31 - 3670 Inspecto Date: / $42,00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No,: Date: Pro'-, t' it Type of ins v /- 0 S C f a �� - i Date called r Z Special instructions: Date win -d: ■ 1 3 - II p.m. Reques of Phon� INSPE ICT O O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. "T"= S :I('"4' %�n"ti 2ti;,,"„".'t.`�,' t ;' %',a�1?y'(:�::��1'_',f; ; ;.iii'' ;K-� `-`�'. E1,=t+"t4;;� !" INSPECTION REC D Retain a copy with mit qic - - 01,1.3 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: „„w Ie; /tit ✓Z /, it/esr ••/ ' ie (P6 (7,-,o ,4 -- -- /0 egtvier Date' - /fl3 /q9 [ 1 $42.00 FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: C 4 t rev ti / ype gf inspe tio_v, U Address / , D • �+ � t 11 r 4 - Date called: v 6 Special instructions: vs /, V A,zA ( S Date wanted: f ` �m.,, .m. Requester: . 4/1/‘ t Pho ne No.• �- 11- s =ist —I W 14X2' \:P 011 CITY OF TUKWILAMBUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 �'s''�f!'d!'%'•"•:3`1??W, ,�, "r,F,r'�t' man: ?' �A4": tt�. irt��r�. :�+Y^,,,,�v�;.- �+�tr��Y'�'<�r �7 +ry� ; � y `tt �' , r . a ^. � ..a , �., i'tw •"1: �"�wjla'Cr7:�'�� ��'. INSPECTION RE ID Retain a copy with init INSPECTION NO. Approved per applicable codes. Date: •/ PERMIT NO. irfr-oI s3 (206) 431 -3670 Corrections required prior to approval. COMMENTS: .t- -td & ,e A - R -47,k o � mwez . / 34 es [- j $42.04/REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: Project: /'' /V // ��7 Type of inspection: Date called: . s1: ' � /.i 4 Address Special instructions: Date wanted: 1/ f r -'j (.9 Requester: Phone No.: ;Ze'M',. -h '• L' : '.... ""�iy . "t!, E�'i't!�' [ `• 11q . .P 4"41rf "Mn yr Xl w . ; . tt; INSPECTION RECD Retain a copy with mit INS TION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 9818 Approved per applicable codes. COMMENTS: Inspecto yin M9-0 / PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date: ,it., — 1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project :' (1 C C "$r eA r !] (J Type of insp ion:r 4 1`47„1" G �1�- A Ad rasNo Date called: Special instructions: j t Date wanted: t t, ` G ! a.m. p.m. Requester: 0th � Phone No Vnw�fijr ! ont � e , -.7 4 \ t r rIg nl-W;y�-#?2 7,7 INSPECTION RE D qq Retain a copy with D9 ,,�� " `u (J IS PERMIT NO INSPECTI +N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 CO MENTS: ,. Approved per applicable codes. F4 Corrections required prior to approval. Date: ����� [ 1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. 1 Inspector: Receipt No.: Date: Proje�W l�� /ef G�(d . TYP�t eC p /ra Add /fir a,•Date cay d: Special instructions: • Date wyyn� ed ........( 7 23 . , : I •p.m. Regr: P tie Ny.:/ r7 S/'l S// M r z r ' 1 # ' ' ` i'h -m r..° "br 1 INSPECTION RE D Retain , a copy y pith it CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,' Tukwila, WA 98188 VI ...Approved per applicable codes. lOpzo PERMIT NO. P & D1 (206) 431 -3670 Corrections required prior to approval. COMMENTS: p.- p get - AM -re- / $42 '0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: ` (re &)51 Yv R i i a of inspection C AD ' Address:) �-I , s . � C ' � r �1,.D CCate 1 called: ) ( 5 Special instructions: },,,'1 cf 1 4 IT DL' i' i - 1 7r1+ I` 'vO �. 5 TNS W v 11 r i1 r_ ri i,.... anted: t? a. m. Requester: Lv Phone No.: ��/ ((! 7/ -3 70 — " tC l�;°'- h 4 t w7 uT �c�'!",_x ^'� �r,,,?§,'7„f ��ZS'w?' +�K.��•;"'i "'^M�*'�C�r �r," C" �" C ';f'�.�.P�'.�:'�fi$.?- �'S',`�.�. •, ?�."FJ;±!�°'�"�'w'v "�u!{ .c: INSPECTION REC Retain a copy with knit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 1 U •�!V pprove per ppllcable codes. NO. 206) 431 -3670 Corrections required prior to approval. COMMENTS: Date: // 674, • � I $42.00 EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 3 Projects�--^^ _ Type of ' spection > Address: Date called: Special instructions: Date wanted: Requester: Phone No.: COMMENTS: Inspector: Date:1 Fl $42.00 REINSPECT ON FEE "REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: Li Approved per applicable codes. INSPECTION REC Retain a copy with it INSPECTILI NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 096? PERMIT NO. :i ► (206) 431 -3670 Corrections required prior to approval. Projec (I!IC Pr Y ler{�.r Cl, K Typ of inspection: t 001 f 1 Ad res s'y� a �IQ�i�� s "I Date called: I i lr� /n Special instructions: Date wanted: : / a.m. 1. 2 re P.m:- Request r: IJ i j i L . • J - C-e- Phone N l 0 C 7 I .. ! 10 1 45 �" F rr !a1'�`a";• ,..7; v" - V.:: f Y° q': . Vi ':.G,` ice ter.•'- '?•rrn ^ -•t :.� 7� , ?Lana ;w. -- 7• - 'rg{;r• : - cleer.i ' : 1 . �'� c' .�' v, ��.+, fi:�.,.. f�M1 `fi "{�.:y�: +:'�9% �,..s..L <t'�'v- �s.�(' t ti S N;: rte,. ,w,7, }. ti .3 '`'`:u" 1 COMMENTS: INSPECTION REC Retain a copy with �. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 (206) 431 -3670 Approved per applicable codes. Li Corrections required prior to approval. 077 v hoc - c:��� PERMIT NO. 07/2. . z3 /9 (6z 7 r J I - A l Inspec �G' j $42,00 j INSPECTION FEE REQUIRED. Prior to in 'ect on, fee must be paid a 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. , Receipt No.: Date: Project: cpe (j i' inspection: 'Type of iii OAC f (i , (/ Address. sqV S /'+ ( j crc v�f ( D,ate called: /c Special instructions: Mkg - \ ?6u �-�. p- � 1 Spo (Zp� :°C Date wanted: V .m. Request�F'■ 4 w2_ -Sir-1 �, (�'" Ph} ne No.: go q/7 - 3/Lo ��F�"• #biF.;.,r � F, ��'35. . '"'_^.i:*"-'�Y;"n_�` -'•' � 1' ^..".� -T. "'f _. a,..r,�, C 4 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per.applicable codes. COMMENTS: Inspector: INSPECTION RE Retain a copy with )Y/mit 1, PERMIT NO. (206) 431 -3670 Corrections required prior to approval. 4, `e'/ - 5 P 7970- ? / 4 . LA/ 1 $42.00 ' ' INSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectlon. Receipt No.: Date: COMMENTS: Lireef Ar Al SrJ o 5 r 7E 4114 ' 7/Aa r/ --F4 — instructions: 7. 0 0 a . wf . Request r: have st ainer Phone ) 251 -19 I if emu'' Jr..., t .' ,...— 0,4,77,4e: 4e: (A.,sp Q7(/ ill- Vol) ,uws-r 4ve... W 4 :. ceir, 1 � ► Pt -c-r - 9 S /7" .. �. 0 f 7 AAN 1 ies. , - rec/re( 9 eat... /AfsPA Project: li lac ier B ir,,,sS pa_ Type of inspection: Corcrek pot r Address: (oS4O S. (41aci Qr Si . Date called: 10 4%3 Date wanted: a m 1 Dm i Special q p.m. instructions: 7. 0 0 a . wf . Request r: have st ainer Phone ) 251 -19 I if �r^* �' �'. J: nr,. cHn. �. ire:.?'. � n. �•: H171�' �.. 7��" y" cbu?;a= gLaEFF'*'.r,'Aw9`•l,.�ir :'T . " c : y�r Px +A` r"cw- �", °:s., ,Yn I ' ECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECgo, Retain a copy with it D9?-0153 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Woo' r $42.00 INSPECTION FEE REQUIRED. Prior to i spection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: "' 1 977' C-ti 07 ..56--C-- ,,�(�./ e- .S/ ) ,. ,� __� • it_17--A-- 04 , 87.�� 5 7.,c,(5,e_r_7-De., 0--d 77 ,i-Aefms , thr „ & &6i/geto gig. A42,k : a.m. p.m. Requester: ._f1__L L Li f.�l�f C/•.'i— E/IeSS 5/•t- Type of inspection: / 1 A dres • Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone No.: INSPECTION NO. . , INSPECTION REC Retain a copy with CITY OF TUKWILA BUILDING DIVISION -\ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 T- 01 1 " . J Approved per applicable codes. --0/53 PERMIT NO. (206) 431 -3670 uections required prior to approval. L '��' P1 $42.01fREINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: �) '...e? 7 GYU 4 �, Address:654 S. G la .c i ale Si 1 " 11 ." Special instructions: . 00 Ct , ry . Date wanted: 10 /6 a.m., • ...0 Phor4 25) 26 H 19 ) ii 4-1_" - / �6, , 1/ / l s- 2 -!_^ u/ - ,o•1 det. _ .'7- ../ 1'-4 r= 11(4)1t.'e -t4 kt({ 14 , -- 7 C , 1.,. 5,x' ``_ ' • • ] � z, e Project: / lac Q 11 1QC l2Y 1JUSI oesS park. Type of inspecti n: COY1Cv e �. OG( r Address:654 S. G la .c i ale Si Date called go ` _ q S Special instructions: . 00 Ct , ry . Date wanted: 10 /6 a.m., p.m. Re nester: have. sloe vier. Phor4 25) 26 H 19 ) ii P4•'L"a:�"C`Ni'3.' y {; c'' �j�� � y.p 1l'� »,� r, �. INSPECTION REC Retain a copy with �31e,.,1iit t INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Approved per applicable codes. Inspector: I DcI8 61a3 Date: /6 PERMIT NO. (206) 43r' -3670 Corrections required prior to approval. ri $42.00 REINSPECTS FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: FINALAPP.FRM Address 1110 • (7 4 e'e $ r TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM //( Approved without correction notice Approved with correction notice issued e r0 City of Tukwila John W Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Permit No. Authorized Signature Date, Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • 74w1lk4Vashington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 Project Name c e /L-r •I 5 Ref Str±t'e # Retain current inspection schedule Needs shift inspection .1' I 1; 1 Sprinklers: --, ) -,. Fire Alarm: / ,./Z(.= it e fl 7 Hi s el 57 c \pti I- •7.4.frtv:srn.0 . q Hood & Duct: Halon: ^/ , • Monitor: -i iie.. gi4,1 .1 Pre-Fire: A/ • 1 Permits: Fireproofing Aggregates Shotcrete Concrete Masonry A s p h a l t Roofing P i l i n g S t e e I S o i l s W o o d March 24, 1999 File: 98 -292 Dave Larson City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Glacier /Cascade Address: 6540 S. Glacier Permit No:: D98 0153 1. Reinforced concrete 2. Structural'steel erection to include on site welding 3. Expansion anchor installation Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President cc: Opus Northwest LLC -Wayne Eddy Opus Northwest LLC -faxed to jobsite Tel: 881 -5812 Fax 881-5441 • R O. Box 2523, Redmond, WA 98073 CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCREDITED LABORATORY This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of all inspection reports have already been forwarded to you. A.A.R. TESTING LABORATORY, INC. To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, UBC and related codes and /or verbal or written instructions from the Engineer of Record. FIELD REPORT Report Date: 3/5/99 Inspector: M. Sorantino Job Time: Date Mailed: 4/2/99 Reviewer: T. Maddock Air Temperature: 0 Field Report Number: 20922 1. Visually inspected wooden sill PL's shimmed to fit slope on roof at 'J -5' grid as per approved plan by AHBL RFI 84. Work appeared satisfactory. 2. Visully inspected welds on plates and straps along roof, both sides as per RFI 84. Appeared adequate. 3. Visually inspected at grid 'F' south side shear wall PL's & straps on north side as per RFI 84. Appeared satisfactory. 4. Visually inspected at grid 'E5' top of T.S. columns to joist conn's (missing welds) welds appeared complete & satisfactory. 5. Visually inspected missing welds at line 6, south wall, steel PL's for wooden rafter - appeared adequate & complete. 6. Checked on missing welds at line 8 at south wall - steel plates for wooden rafter. Reinspected. Work appeared adequate & satisfactory. Welds previously listed as missing were on AAR report #20348 dated 1/26/99 this report ( #20754, MR) was originally made on 2/3/99 and was matched to comply with AHBL RFI 84 on 3/5/99 (with PE stamp). A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- REDMOND, WA 98073 FAX: (425) 881- 5812 5441 Job No. Project Address City Permit Number. Engineer 98 -292 Glacier / Cascade 6540 S. Glacier Tukwila q$ -015 AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Physical Site Inspection Report Date: 3/5/99 Inspector: M. Sorantino Job Time: Date Mailed: 4/2/99 Reviewer: T. Maddock Air Temperature: 0 Inspection Performed 1. Visually inspected wooden sill PL's shimmed to fit slope on roof at 'J -5' grid as per approved plan by AHBL RFI 84. Work appeared satisfactory. 2. Visully inspected welds on plates and straps along roof, both sides as per RFI 84. Appeared adequate. 3. Visually inspected at grid 'F' south side shear wall PL's & straps on north side as per RFI 84. Appeared satisfactory. 4. Visually inspected at grid 'E5' top of T.S. columns to joist conn's (missing welds) welds appeared complete & satisfactory. 5. Visually inspected missing welds at line 6, south wall, steel PL's for wooden rafter - appeared adequate & complete. 6. Checked on missing welds at line 8 at south wall - steel plates for wooden rafter. Reinspected. Work appeared adequate & satisfactory. Welds previously listed as missing were on AAR report #20348 dated 1/26/99 this report ( #20754, MR) was originally made on 2/3/99 and was matched to comply with AHBL RFI 84 on 3/5/99 (with PE stamp). Copies To: Building Department Engineer RECEIVED APR 06 1999 COMMUNITY DEVELOPMENT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING / LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Report Date: 2/3/99 Date Mailed: 2/18/99 Copies To: Q Building Department © Engineer FIeId .Report;Nimil r :207541 Job No. Project Address City Permit Number: BIdgC - D98 - 0153 Engineer AHBL 98 -292 Glacier / Cascade 6540 S. Glacier Tukwila Job Time: 15:00 Air Temperature: 45 Inspector: Sorantino Reviewer: T Maddock Inspection Performed 1. Visually inspected wooden sill plates shimmed up to fit slope of roof at 'J -5' grid as per approved plan supplied by supt. All work appeared satisfactory. 2. Inspected welds on plates and straps along roof, both sides. As per approved plan supplied by Supt. appeared satisfactory. 3. Visually inspected @ grid 'F' south side shear wall plates and straps on north side of wall, bolts and epoxy seals on south side as per approved plans. Work appeared to be satisfactory. 4. Visually inspected @ 'E -5', top of tubesteel columns to joist connections, * missing welds. Welds were completed and appeared satisfactory. 5. Inspected missing welds* @ line 6, south wall. Steel plates for wooden rafter - appeared satisfactory. Welds completed. 6. Checked on missing welds* @ line 8 © south wall - Isteel plates for wooden rafter - found unwelded; recommended rework and reinspection, supplied Supt. with punch list. * Welds, previously listed as missing were on AAR ;report # 20348, dated 1 -26 -99 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD REPORT Report Date: 1/28/99 Inspector: J.Whigham Job Time: Date Mailed: 2/12/99 Reviewer: T.Maddock Air Temperature: Field Report Number: 20639 'Inspected ledger bolts for mezz. Size and spacing are correct (impact wrench used to tighten nuts; nuts are tightened to the degree that washers 'are countersunk into wooden ledgers) simpson straps are installed per plan (6" red head expan) bolts used and it ;appears that 4" to 4.5" imbedment was achieved. Checked nailing (3 straps @ random) from beneath (nailing per 'schedule). If further inspection of straps required need authoriztion to tear out tongue & groove flooring to do so. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- REDMOND, WA 98073 FAX: (425) 881- 5812 5441 Job , No. Project. Address City Permit Number: Engineer 98 -292 Glacier / Cascade 6540 S. Glacier Tukwila BIdgC -D98 -0153 AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Physical Site Inspection Report Date: 1/28/99 Inspector: J.Whigham Job Time: Date Mailed: 2/12/99 Reviewer: T.Maddock Air Temperature: i Inspection Performed 'Inspected ledger bolts for mezz. Size and spacing are correct (impact wrench used to tighten nuts; nuts are tightened to the degree that washers 'are countersunk into wooden ledgers) simpson straps are installed per plan (6" red head expan) bolts used and it ;appears that 4" to 4.5" imbedment was achieved. Checked nailing (3 straps @ random) from beneath (nailing per 'schedule). If further inspection of straps required need authoriztion to tear out tongue & groove flooring to do so. Copies To: I Building Department © Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC, REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD / MATERIAL TEST R( ORT ASTM: 0172, C1019, C780 aerial Report Numb):.102541 Material Data A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No.'' .< .':: .98 -292 Project !':... :. Glacier / Cascade Address:` : , 6540 S. Glacier City Tukwila Permit Number. BIdgC -D98 -0153 Engineer AHBL Type of Material: Concrete Job Time: 8:02:00 AM Air Temperature: 42 Material Temperature 64 Yield Unit Weight: Slump Inches: 4.5 Slump Specification: 4 + -1 Air Percentage: Air Specification: Supplier: Miles S & G Plant #: 3 Yards placed: 30 Design (F'C) @ 28: 4000 Truck Number: 111 Ticket Number: 447816 Job Mix? No Mix Number: P2600 Cement Type: 1 Cement: 564 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1860 7/8 1390 32 gals 5 gals see remarks 6x121 Conformance 1423201 5030 Conforming to Plan? yes Explain if "No ": Inspector: J.Graham Reviewer: 1 FIELD / MATERIAL TEST R( ORT ASTM: 0172, C1019, C780 aerial Report Numb):.102541 Inspection Type: Reinforced Concrete Location: Slab -on -grade A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No.'' .< .':: .98 -292 Project !':... :. Glacier / Cascade Address:` : , 6540 S. Glacier City Tukwila Permit Number. BIdgC -D98 -0153 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Resteel was properly installed in accordance with approved plans. Concrete was thoroughly consolidated. Report Data Report Date: 1/28/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids Closure strips: line A, 6 -10; line 10, A -C. Remarks Resteel was properly installed in accordance with approved plans. Concrete was thoroughly consolidated. Admixtures: POLYHEED 4 OZ.; POZZ 20 1 %. I ID # Test Date I Field Cure !Age Days (Size InchlArea Sq Int Weight Lbs I Max Load LbsjStrength PSI Set # 11301 2/4/991 1 71 6x121 28.271 1 1423201 5030 1 11311 2/25/991 1 281 6x121 28.27 1 1 1 11321 2/25/991 1 281 6x121 28.27 1 1 1 Test Strength Tested Per: Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 1/28/99 Fracture Type: (If "Other, than Cone.) Tested By: T.HaII Reviewed By: A.HaIe Test Results Copies To] Date Mailed: 2/12/99 lJ Building Department L 1 Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD REPORT Field Report Ntimber:10564 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- REDMOND, WA 98073 FAX: (425) 881- 5812 5441 Job No. Project Address City Permit Number. Engineer 98 - 292 Glacier / Cascade 6540 S. Glacier Tukwila BIdgC -D98 -0153 AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Physical Site Inspection Report Date: 1/27/99 Date Mailed: 2/5/99 Performed moisture test on roof sheeting inside bldg. Area of inspection was F to L -line 3.5 to 8 -line area !between F & G 8 & 6 -line had moisture of 20 + %. Contractor had area from 5 to 3.5 L to K -line ran 20 + %, also. ;spec. max. moisture is 15 %. Informed contractor of moisture% in areas, noted above. Contractor elected not to test remaining area at this time. Contractor is going to have moisture test performed after he gets area drier. Copies To: Building Department © Engineer Inspector: R.L.Otto Reviewer: T.Maddock Inspection Performed Job Time: Air Temperature: ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. . FIELD REPORT Field Report Number: 20348 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- REDMOND, WA 98073 FAX: (425) 881- 5812 5441 Job No.. Project Address City Permit Number: Engineer 98 - 292 Glacier / Cascade 6540 S. Glacier Tukwila BIdgC -D98 -0153 AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Report Date: 1/26/99 Date Mailed: 2/5/99 Copies To: Building Department Engineer Physical Site Inspection Inspector: T.Maddock Reviewer: T.Maddock Inspection Performed Job Time: 10:30 Air Temperature: 40 Performed visual weld inspection @ steel roof frame @ approx S 1/2 of bldg. (@ approx grids A to F from 1 to 10). Arrived @ site, w /welds in place, welded connections (@ top chord of girder to top of TS columns, top chord !of joists to top chord of girders, top chord of girders and /or joists to embeds @ tops of wall panels, UB struts @ Bot chord of joists to bottom chords of girders, seismic straps to embeds @ wall panels - nailed to 3 "x6" stiffeners @ N face of line A and S face of line F, plate clips welded to top of top chords @ girders, etc.) were in accordance, w/ ;approved drawings w /exceptions as follows: missing welds were listed on "punchlist" attached to this report. 'These welded connections should be reworked and reinspected. Monitored installation of S /4 "0 threaded rod, w /4" embed into concrete wall panels @ wooden soffet frame (@ approx grids line 2.1 from E.3 to E.5). Crew drilled and cleaned holes, injected epoxy (Simpson Strong Tie) into holes and installed 2- threaded rod /anchors @ to of frame to line 2= East wall panels and 2 -rods to glulam beam @ ;line 2.1 of frame - underside to wall panel wing walls. These epoxied anchors held simpson LTT19 straps in place, per plans. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC, REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. It No. Description (include refere;ces, details, etc.) / / / .. C / ,Litellb Discrepancy No. Date i Resolved i 1 A . . JI, 4 . c ; ' 9 :..,,,,.. , i cce.. N J Pe /ti• ei • ' . 1._..- . • • . • 1 , ; / 1) • 11 y 1 //.: ,- ,, ----, / 17' . ' A i ntli prirdiF 6:,y,:0 C ' ii ,i_i . _ , • I . a .....4. ::... _ l o A) ta 4-7 " .9 / ! 1 r ,_____ I r ., A • -- eieT .. ..----7-- - , • 2 i) c 0 r -,---- di A •el i • P c q .-. - , , , i .....-,,--- Alr • r c>.,e /4 , '‘L-b ' • 1, ( 1. 1 6 ( 1) 1 ' 6 /71.-e 4 • ,,tLe; t . g ( 0 ,. ., .11__ ' , ,./ ' . - ' r , A r / / • r i• o , - r _ , / . .. . ..........M....B.g. ■.............../... . . • - DATE: I INSPECT 0 "-- - PRE-POUR. NONCONFORMANCE PI _ 4 . 3 f ; mg I - 17 • -.• ;. LOCATION: 44 r • LeZ46,4. ITEM: sc. • iIa- Structures PROJECT: I 17:24 FAX 425 261 b,oe OPUS NW t LA 'A D QUESTION '. SIGN CLARIRICATIONNARIATION B d/ 2 7-4) & I2-'2_ & X 4' REF. No. SPEC/DWG REF' f � . DESCRIPTION: /A 7 efl - Pte T )117/2 � /�1�.1 7 ✓ T� �•- /�-r� E�� C'©.cl47 pact /CL ::OST CHANGE REQUESTED: TI E EXTE SION REQUESTED• ORIGINATOR' e FIRM: PHONE NO. : 2538911444 Oct. 29 1998 El.:14PM P2 IFAIMMIL 7ESPONSE _ _ACC. eT 4& r � � " Pit-( \MAk mac., c� ' ' EA 6ie1, `2 , (z� iC X : Z ` ,20.-Lib /WS %.* CD N l k) CC.T 0 /U Ze7tt 6 9 5 i D T O t er4b Ee j ' Gl4ti/ef ATE: To• e91/c, ,4727L1 ✓7Z7 4.1.0 s AHBL /(9-0?' -913 47.1 P.O. Box 1030, Orting, WA 98360 -1030 360 -893 -3161 Ph. 360- 893 -3162 Fax 10/30/98 FRI 17 :27 ITX /RX NO 78751 Q1003 ID # 1Test Date' Field Cure 1Age Days Size Inch Material Data PSI 47401 Set # 1 Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 9:00:00 AM 38 54 4 Supplier: Miles S & G Yards placed: 31 Design (F'C) @ 28: 4000 Truck Number: 030 Ticket Number: 0447531 Job Mix? No Mix Number: P2600 Cement Type: Cement: 6 SK Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 7/8 see remarks 28.27) 01 Conformance 10451 2/23/991 Conforming to Plan? Explain if "No ": yes Inspector: T.Maddock Reviewer: 01 ID # 1Test Date' Field Cure 1Age Days Size Inch Area Sq Inl Weight Lbs'Max Load LbslStrength PSI 47401 Set # 1 1044) 2/2/99) j 7 6X12 28.27) 01 1338801 10451 2/23/991 1 28 6X12 28.271 0) 1 01 1 10461 2/23/991 1 28) 6X121 28.271 01 1 01 1 FIELD / MATERIAL TEST a ORT ASTM: C172, C1019'c780, ':;; :;;.;.' ; i eterial ;Report, Nutnber;• :10290 Inspection Type: Reinforced Concrete Location: Slab -on -grade A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No..i -.198 -292 Project :. Glacier / Cascade Address , , 6540 S. Glacier E . City ' Tukwila Permit Number. BIdgC -D98 -0153 Engineer Alin CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Rebar @ closure strips was placed in poor dance w /approved drawings, w /exception as follows: Contractor stated, dowels @ newly poured construction joints are missing at this time and will be drilled and placed later. Admixtures: Polyheed 4 oz/CWT; 1/2% Pozzutec 20- accelerator. Note: plant no., sand, agg, cement type and ;water not listed on ticket Report Data Report Date: 1/26/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids Glacier Bldg. Slab on grade (@ A.1 to A.9 from 8 to 9.3) and "closure strip- S.O.G" (@ approx grids line 9 to 9' E of 9 from B.1 to C, line A to 9' N of A from 6.2 to 7, and line A to 9' N of A from 3 to 5). Concrete was placed w /chute of mixer truck and was consolidated, w /vibrator and by hand. Remarks Rebar @ closure strips was placed in poor dance w /approved drawings, w /exception as follows: Contractor stated, dowels @ newly poured construction joints are missing at this time and will be drilled and placed later. Admixtures: Polyheed 4 oz/CWT; 1/2% Pozzutec 20- accelerator. Note: plant no., sand, agg, cement type and ;water not listed on ticket Test Strength Tested Per: Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 1/26/99 Fracture Type: (If 'Other", than Cone.) Tested By: T.HALL Reviewed By: A.HALE Test Results Copies To 1 Date Mailed: 2/12/99 MI Building Department (J Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. Physical Site Inspection Report Date: 1/22/99 Inspector: J.Graham Job Time: 12:10 I Date Mailed: 2/5/99 Reviewer: T.Maddock Air Temperature: 50 Inspection Performed After concrete placment (refer to report #10252), inspected framing for shearwall, on 3 line, from A -A.5. Framing & blocking were properly installed, in accordance with approved plans. No sheathing was completed ;yet. Contractor was informed of findings. FIELD REPORT . A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Copies To: Building Department Engineer Field Report Number: 20032 Job No. Project Address 98 -292 Glacier / Cascade 6540 S. Glacier City Tukwila Permit Number: BIdgC -D98 -0153 Engineer AHBL ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD / MATERIAL TEST RLrORT ASTM: C172, C1019, C 780 vtaterial Report Number: 10252 1 Inspection Type: Reinforced Concrete Location: S.O.G. & Struct. Slab Material Data Job No. 98 -292 Project . Glacier / Cascade Address 6540 S. Glacier City Tuk.' . ., Permit Number. Wig 03 0 Engineer - Get,, ` 1)6t$ CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 8:21:00 AM 51 67 5 4 + -1 Supplier: Miles S & G Plant #: 1 Yards placed: 44 Design (F'C) @ 28: 4000 Truck Number: 23 Ticket Number: 447160 Job Mix? No Mix Number: P2600 Cement Type: 1 Cement: 564 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1860 7/8 1390 32 gals 10 gals see remarks Conformance Conforming to Plan? Explain if "No ": yes Inspector: J.Graham Reviewer: FIELD / MATERIAL TEST RLrORT ASTM: C172, C1019, C 780 vtaterial Report Number: 10252 1 Inspection Type: Reinforced Concrete Location: S.O.G. & Struct. Slab A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project . Glacier / Cascade Address 6540 S. Glacier City Tuk.' . ., Permit Number. Wig 03 0 Engineer - Get,, ` 1)6t$ CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 All resteel was properly installed, in accordance with approved plans. Concrete was mechanically consolidated. Report Data Report Date: 1/22/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: S.O.G. & Struct. Slab Grids Glacier building: E wall; closure strips slab & loading dock wall- H -D.6; W wall, closure strips F.C1. Remarks All resteel was properly installed, in accordance with approved plans. Concrete was mechanically consolidated. Admixtures: Polyheed 4 oz.; Pozz 20 0.5% Test Strength Tested Per: Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 1/22/99 Fracture Type: (If 'Other, than Cone.) Tested By: T.Hall Reviewed By: A.Hale I ID # I Test Date I Field Cure Age Days (Size InchlArea Sq In' Weight Lbs IMax Load LbslStrength PSI I Set # 881! 1/29/991 8821 2/19/991 1 8831 2/19/991 Test Results 7! 6x121 28.271 281 6x12! 28.271 281 6x121 28.271 0! 0! 0! 4110! 1! 0! 11 01 11 Copies To I [J Building Department IJ Engineer Date Mailed: 2/12/99 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD / MATERIAL TEST R6'ORT ASTI4: C172, C1019, C780 Material Report Number: 10250 Inspection Type: Reinforced Concrete Location: Slab -on -grade Material Data Job No. 98-292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: ..BIdgC•D98 -0153 leQ -0ZTO Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 9:02:00 AM 61 60 5 4 + -1 Supplier: Miles S & G Plant #: 1 Yards placed: 70 Design (F'C) @ 28: 4000 Truck Number: 42 Ticket Number: 446929 Job Mix? No Mix Number: P2600 Cement Type: 1 -11 Cement: 564 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1860 7/8 1390 32 gals 5 gals see remarks Conformance Conforming to Plan? Explain if "No ": yes Inspector: J.Graham Reviewer: FIELD / MATERIAL TEST R6'ORT ASTI4: C172, C1019, C780 Material Report Number: 10250 Inspection Type: Reinforced Concrete Location: Slab -on -grade A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98-292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: ..BIdgC•D98 -0153 leQ -0ZTO Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Resteel was all properly installed in accordance w /approved plans. Concrete was thoroughly consolidated. Admixtures: Polyheed 4 oz; Pozz 20 1 oz. Report Data Report Date: 1/20/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids Glacier building: closure strips; every other section; on E. wall from J.5 -D.5; W. Perimeter, from F -B; an entry way @ B.5 /3. Also, dumpster slab@ NE corner of site. Remarks Resteel was all properly installed in accordance w /approved plans. Concrete was thoroughly consolidated. Admixtures: Polyheed 4 oz; Pozz 20 1 oz. Test Strength Tested Per: Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 1/20/99 Fracture Type: (If "Other, than Cone.) Tested By: T.Hall Reviewed By: A.Hale Test Results I ID # I Test Date I Field Cure I Age Days (Size InchlArea Sq In( Weight Lbs IMax Load Lbs 'Strength PSI I Set # j 7941 1/27/991 7! 6x121 28.27! 01 1308601 46301 11 1 795i 2/17/991 281 6x12! 28.27! 01 I 01 11 1 7961 2/17/991 281 6x121 28.27! 01 1 01 11 Copies To 1 Date Mailed: 2/5/99 1 i Building Department IA Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 - 5441 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915118th Ave. S.E. #300 Bellevue, WA 98005 Physical Site Inspection Report Date: 1/19/99 Date Mailed: 1/29/99 Copies To: Building Department © Engineer Job No. Project Address City Permit Number: Engineer 98 -292 Glacier / Cascade 6540 S. Glacier Tukwila BIdgC -D98 -0153 AHBL Inspector: J.Graham Reviewer: T.Maddock Inspection Performed Field Report Number: 20029 Job Time: Air Temperature: :Inspected the nailing for the plywood for the E.face of the shearwall on 4 line between E & F nailing was properly performed, in accordance with approved plans. Performed several moisture tests on bottom of ceiling in the following area: F -K, 6 -8.1 & 3.5 -6, J.5 -L.1 using a ! calibrated moisture guage, 1 acquired readings consistently over 20% mositure. 1 reading near 6/8 was 15 -16 %, & reading near F/5 was 16 -17 %. All readings were for Glacier building. Contractor was informed of results. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD REPORT Report Date: 1/18/99 Date Mailed: 1/29/99 Copies To: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Building Department 1!7 Engineer Inspector: M.Jeong Reviewer: T.Maddock Inspection Performed Field Report Number: 19960 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: Bld Engineer A A EC ;' \ FEE? 0 8 1 DEVE 0PM Physical Site Inspection Job Time: Air Temperature: Inspected on -going performances of RF installation and connections between lines 3.5 to 8.1 @ grid between J to L. Observed all field welding performed on girder to girder, joist to girder, girder to columns and precast wall ;connections including all seismic strap installation and all anchor bolts both in epoxied, expansion and embeded adequate to completed portion thereof. All field welding conducted by Wabo certified welder using E70 series electrodes. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION. EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ?99 E ENT ID # I Test Date I Field Cure I Age Days 'Size InchlArea Sq Inl Weight Lbs lMax Load LbslStrength PSI I Set # 5291 Material Data 1 71 Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 54 61 4 + -1.5 Supplier: Miles S & G Plant #: 1 Yards placed: 40 Design (F'C) @ 28: 4000 Truck Number: 108 Ticket Number: 446338 Job Mix? No Mix Number: P2600 Cement Type: 1 Cement: 564 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1860 1390 320 Ibs see remarks 1 5301 Conformance 281 Conforming to Plan? Explain if "No ": yes Inspector: G.E.Young Reviewer: 59501 ID # I Test Date I Field Cure I Age Days 'Size InchlArea Sq Inl Weight Lbs lMax Load LbslStrength PSI I Set # 5291 1/21/991 1 71 6x121 28.271 01 1278801 45201 1 5301 2/11 /991 281 6x121 28.271 01 1681401 59501 1 5311 2/11/991 i 281 6x121 28.271 01 1658701 58701 1 FIELD / MATERIAL TEST R( ORT ASTM: C172, C1019, C780 .aterlal Report Number:; 9935;) Inspection Type: Reinforced Concrete Location: Slab -on -grade A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98-292 Project Glacier / Cascade Address 6540 S. Glacier "•� City Tukwila Permit Number. BIdgC -D98 -0153 , , ., .1 .1 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Reinforcing and below slab insulation at wall line conform to approved plans. Concrete placed by truck chute. Report Data Report Date: 1/14/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids Alternating slab -to -wall closures at north half of cascade bldg. Remarks Reinforcing and below slab insulation at wall line conform to approved plans. Concrete placed by truck chute. Admixtures: Pozz. 20 1 oz.; Polyheed 100 4 oz. /CWT. Test Strength Tested Per: ASTM C39 Conforms Y /N: Yes Compressive Y /N: Yes Cast Date: 1/14/99 Fracture Type: (If 'Other, than Cone.) Tested By: T.HaII Reviewed By: A.Hale Test Results Copies To I Date Mailed: 2/19/99 U Building Department IA Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date I Field Cure I Age Days 'Size Inch Area Sq In Material Data 4691 1/19/991 Type of Material: Concrete Supplier: Miles S & G Plant #: 3 28.27 01 Job Time: 11:00:00 AM Yards placed: 15 Coarse Aggregate: 1925 Air Temperature: 46 Design (F'C) @ 28: 3500 Coarse Aggregate: 4711 Material Temperature 63 Truck Number: 41 Sand: 1270 Yield Unit Weight: Ticket Number: 446037 Fly Ash: 80 Slump Inches: 4.5 Job Mix? No Water: 17.1 g Slump Specification: Mix Number: 0640ALF Water Added: 5 g Air Percentage: Cement Type: 1 Air Entrain: Air Specification: Cement: 480 Admixture: see remarks Conformance Conforming to Plan? yes Inspector: R.L.Otto Reviewer: Explain if "No ": ID # I Test Date I Field Cure I Age Days 'Size Inch Area Sq In Weight Lbs IMax Load Lbs IStrength PSI I Set # 4691 1/19/991 1 71 6x12 28.27 01 1271501 45001 1 4701 2/9/991 1 281 6x121 28.27 0 1459401 51601 1 4711 2/9/991 1 281 6x121 28.271 01 1509901 53401 1 FIELD / MATERIAL TEST Rl ORT ASTM: C172, C1019, C780 ( .terial Report Number: 10356 I Inspection Type: Reinforced Concrete Location: Footings A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -204 Project Parkway Supercenter Address 17500 Southcenter Pkwy City Tukwila Permit Number. pg143 -0344 1 4 P98- 034b Contractor Sierra Construction Owner R. C. Consulting CLIENT MBK Northwest ATTN ADDRESS 7690 SW Mohawk Tualatin, OR 97062 Resteel was per plans & spec. Concrete was consolidated. Water added at the request of the contractor. Concrete was placed on compacted soil. Admixtures: MBAE -90 4 oz.cy; Polyheed 4 oz.cwt. Report Data Report Date: 1/12/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Footings Grids Healthsouth & Hobby Town. Column footings & plinths Healthsouth NE, & W sides of bldg Hobby Town NE, NW, & E sides of bldg. Remarks Resteel was per plans & spec. Concrete was consolidated. Water added at the request of the contractor. Concrete was placed on compacted soil. Admixtures: MBAE -90 4 oz.cy; Polyheed 4 oz.cwt. Tested Per: ASTM C39 Conforms Y /N: Yes Compressive Y /N: Yes Test Strength Cast Date: 1/12199 Fracture Type: (If "Other, than Cone.) Tested By: T.HaIl Reviewed By: A.Hale Test Results Copies To I IA Building Department Owner Date Mailed: 2/19/99 LEI Contractor ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD / MATERIAL TEST RI, ORT ASTM: C172, C1019, C780 .terial Report Number: 10042 Inspection Type: Reinforced Concrete Location: Slab -on -grade Material Data Job No. 98.292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: BIdgC -D98 -0153 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Concrete Supplier: Miles S & G Plant #: 1 Job Time: 8:17:00 AM Yards placed: 51 Coarse Aggregate: 1860 7/8 Air Temperature: 59 Design (F'C) @ 28: 4000 Coarse Aggregate: Material Temperature 62 Truck Number: 108 Sand: 1400 Yield Unit Weight: Ticket Number: 445987 Fly Ash: 80 Slump Inches: 4.5 Job Mix? No Water: 31.5 g Slump Specification: 4 + -1 Mix Number: 6400F Water Added: Air Percentage: Cement Type: 1 -11 Air Entrain: Air Specification: Cement: 460 Admixture: Conformance Conforming to Plan? yes Inspector: T.Maddock Reviewer: Explain if "No ": FIELD / MATERIAL TEST RI, ORT ASTM: C172, C1019, C780 .terial Report Number: 10042 Inspection Type: Reinforced Concrete Location: Slab -on -grade A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98.292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: BIdgC -D98 -0153 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Resteel was properly installed in accordance w/ approved plans. Concrete was thoroughly consolidated. Report Data Report Date: 1/12/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids Closure strip: every other section starting @F/8.1 & preceding around perimeter of buidling clockwise, ending @ H /4. All work in Clacier building. Remarks Resteel was properly installed in accordance w/ approved plans. Concrete was thoroughly consolidated. Test Strength Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 1/12/99 Fracture Type: (If "Other, than Cone.) Tested By: T.Hall Reviewed By: A.Hale Test Results ID # Test Date I Field Cure I Age Days (Size InchlArea Sq Inl Weight Lbs I Max Load Lbs I Strength PSI I Set # 1 460. 1/19/991 71 6x121 28.27; 0; 146830! 51901 1 461, 2/9/99! 281 6x121 28.27; 0' I 01 1 462' 2/9/991 281 6x121 28.27' 0, I 01 1 Copies To Date Mailed: 1/29/99 Building Department Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD / MATERIAL TEST It 'ORT ASTM: C172, C1019, C780 ; . :,ater(al Report Number:10042 Inspection Type: Reinforced Concrete Location: Slab -on -grade Material Data Job No. • . ' 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: BIdgC -D98 -0153 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Concrete Supplier: Miles S & G Plant #: 1 01 185180 Job Time: 8:17:00 AM Yards placed: 51 Coarse Aggregate: 1860 7/8 Air Temperature: 59 Design (F'C) @ 28: 4000 Coarse Aggregate: 1 Material Temperature 62 Truck Number: 108 Sand: 1400 Yield Unit Weight: Ticket Number: 445987 Fly Ash: 80 Slump Inches: 4.5 Job Mix? No Water: 31.5 g Slump Specification: 4 + -1 Mix Number: 6400F Water Added: Air Percentage: Cement Type: 1 -11 Air Entrain: Air Specification: Cement: 460 Admixture: Conformance Conforming to Plan? yes Inspector: T.Maddock Reviewer: Explain if "No ": FIELD / MATERIAL TEST It 'ORT ASTM: C172, C1019, C780 ; . :,ater(al Report Number:10042 Inspection Type: Reinforced Concrete Location: Slab -on -grade A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. • . ' 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: BIdgC -D98 -0153 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Resteel was properly installed in accordance w/ approved plans. Concrete was thoroughly consolidated. Report Data Report Date: 1/12/99 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids Closure strip: every other section starting @F/8.1 & preceding around perimeter of buidling clockwise, ending @ H /4. All work in Clacier building. Remarks Resteel was properly installed in accordance w/ approved plans. Concrete was thoroughly consolidated. I ID # 'Test Date I Field Cure I Age Days (Size InchlArea Sq In1Weight Lbs IMax Load LbslStrength PSI I Set # 1 4601 1/19/991 71 6x12 28.271 01 146830 51901 1 4611 2/9/991 281 6x12! 28.271 01 185180 65501 1 1 4621 2/9/991 281 6x121 28.271 01 1864701 66001 1 Test Strength Tested Per: ASTM C39 Conforms Y /N: Yes Compressive Y /N: Yes Cast Date: 1/12/99 Fracture Type: (It "Other, than Cone.) Tested By: T.Hall Reviewed By: A.Hale Test Results Copies To I Date Mailed: 2/19/99 [J Building Department U Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. F IELD / MATERIAL TEST RL ORT ASTM: C172, C1019, C780 .. ,iaterial Report Number: 9171 Inspection Type: Reinforced Concrete Location: Footings Material Data Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: BIdgC -D98 -0153 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Concrete Supplier: Miles S & G Plant #: 3 Job Time: 3:00:00 PM Yards placed: 10 Coarse Aggregate: 3/8 575 Air Temperature: 53 Design (F'C) @ 28: 3000 Coarse Aggregate: 7/81350 Material Temperature 59 Truck Number: 128 Sand: 1380 Yield Unit Weight: Ticket Number: 444418 Fly Ash: 90 Slump Inches: 5 Job Mix? No Water: 32.5 gals Slump Specification: 4 +- Mix Number: 18300LF Water Added: Air Percentage: Cement Type: 1 -11 Air Entrain: Air Specification: Cement: 360 Admixture: Conformance Conforming to Plan? yes Inspector: B.Taylor Reviewer: Explain if "No ": F IELD / MATERIAL TEST RL ORT ASTM: C172, C1019, C780 .. ,iaterial Report Number: 9171 Inspection Type: Reinforced Concrete Location: Footings A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: BIdgC -D98 -0153 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 All reinf. Steel placed adquately per plan & all concrete mechanically consolidated. Report Data Report Date: 12/29/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Footings Grids Row 4 column F (sheet S -2.0); F2.5 on 4; F2.5 on 3; E to E.5 on 4 of interior col. Ftngs & shearwall ftng. Remarks All reinf. Steel placed adquately per plan & all concrete mechanically consolidated. Test Strength Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Yes Cast Date: 12/29/98 Fracture Type: (If "Other, than Cone.) Tested By: T.HaII Reviewed By: A.HaIe Test Results ID # I Test Date I Field Cure I Age Days 'Size InchlArea Sq Inl Weight LbsjMax Load Lbs' Strength PSI I Set # 1 146691 1/5/991 14670 1/26/99 14671, 1/26/991 1 7! 6x121 28.271 281 6x12; 28.271 281 6x12! 28.271 0' 0! 01 67160! 1070301 1036601 23801 37901 36701 Copies To 1 IA Building Department Date Mailed: 2/5/99 IA Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. .: . FIELD / MATERIAL TEST R( DRT ASTM: C172, C101#,1/4160 — 101 0 aterial Report Number: 9171 Inspection Type: Reinforced Concrete Location: Footings Material Data Job No. 98.292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: t BIdgG`b98 -0153 D ar' - b3"10 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Concrete Supplier: Miles S & G Plant #: 3 671601 2380j Job Time: 3:00:00 PM Yards placed: 10 Coarse Aggregate: 3/8 575 Air Temperature: 53 Design (F'C) @ 28: 3000 Coarse Aggregate: 7/81350 Material Temperature 59 Truck Number: 128 Sand: 1380 Yield Unit Weight: 28.271 Ticket Number: 444418 Fly Ash: 90 Slump Inches: 5 Job Mix? No Water: 32.5 gals Slump Specification: 4 +- Mix Number: , 18300LF Water Added: Air Percentage: Cement Type: 1 -11 Air Entrain: Air Specification: Cement: 360 Admixture: Conformance Conforming to Plan? yes Inspector: B.Taylor Reviewer: Explain if "No ": FIELD / MATERIAL TEST R( DRT ASTM: C172, C101#,1/4160 — 101 0 aterial Report Number: 9171 Inspection Type: Reinforced Concrete Location: Footings A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98.292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: t BIdgG`b98 -0153 D ar' - b3"10 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 All reinf. Steel placed adquately per plan & all concrete mechanically consolidated. Report Data Report Date: 12/29/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Footings Grids Row 4 column F (sheet S -2.0); F2.5 on 4; F2.5 on 3; E to E.5 on 4 of interior col. Ftngs & shearwall ftng. Remarks All reinf. Steel placed adquately per plan & all concrete mechanically consolidated. ID # I Test Date I Field Cure I Age Days (Size InchlArea Sq Int Weight Lbs 'Max Load Lbs 'Strength PSI I Set # 146691 1/5/991 j 71 6x121 28.271 01 671601 2380j 1 146701 1/26/991 1 281 6x121 28.271 01 1 01 1 146711 1/26/991 ! 281 6x121 28.271 01 ! 01 1 Test Strength Tested Per: Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 12/29/98 Fracture Type: Of "Other, than Cone.) Tested By: T.Hall Reviewed By: A.Hale Test Results Copies To 1J Building Department 1J Engineer Date Mailed: 1/22/99 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD / MATERIAL TEST F LeORT ASTM: C172, C1019, C780 / ° Material Report Number: 7813 Material Data Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City ukwila Permit Nu , •er: BIdgC -D98 -0153 Engine= AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Grout Supplier: Miles S & G Plant #: 1 Remarks Job Time: 2:00:00 PM Yards placed: 8 Coarse Aggregate: Air Temperature: 48 Design (F'C) @ 28: 4000 Coarse Aggregate: Material Temperature 66 Truck Number: Sand: 16320 Yield Unit Weight: Ticket Number: 441684 Fly Ash: Slump Inches: Flowable Job Mix? No Water: 240 Slump Specification: Mix Number: 10550 Water Added: Air Percentage: Cement Type: Air Entrain: Air Specification: Cement: 5076 Admixture: Conformance Conforming to Plan? yes Inspector: G.Kent Reviewer: Explain if "No ": FIELD / MATERIAL TEST F LeORT ASTM: C172, C1019, C780 / ° Material Report Number: 7813 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City ukwila Permit Nu , •er: BIdgC -D98 -0153 Engine= AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Report Data Report Date: 11/23/98 Inspection Performed / Location Inspection Type: Panel Grouting Location: None Grids Glacier building panel grouting. Remarks All panels grouted according to speifics. Placed by G.Pump. Cons. manually. Test Strength Tested Per: ASTM C39 Conforms Y /N: Yes Compressive Y /N: Yes Cast Date: 11/23/98 Fracture Type: (If "Other", than Cone.) Tested By: T.Hall Reviewed By: A.Hale Test Results ID # I Test Date I Field Cure Age Days (Size Inch Area Sq In Weight Lbs (Max Load Lbs Strength PSI I Set # ( 147661 1/4/99! 421 4x81 12.561 01 55600; 44301 11 147671 1/4/991 421 4x81 12.561 01 552001 43901 11 14768: 1/4/99: 421 4x81 12.561 01 58300; 46401 11 I 147691 1/4/991 421 4x81 12.561 01 54800! 43601 11 Copies To 1 Date Mailed: 1/15/99 U Building Department U Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD / MATERIAL TEST RI's JRT ASTM: C172, C1019, C780 . ..iaterial Report Number: 9285 Inspection Type: Reinforced Concrete Location: Slab -on -grade Material Data Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number. tBldgC -D98 -0153 $ D� - C33'241 R�$p Engineer AHBL H2 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Concrete Supplier: Miles S & G Plant #: 3 41101 11 Job Time: 10:30 :00 AM Yards placed: 80 Coarse Aggregate: 1860 Air Temperature: 52 Design (F'C) @ 28: 4000 Coarse Aggregate: 281 Material Temperature 66 Truck Number: 015 Sand: 1390 Yield Unit Weight: Ticket Number: Fly Ash: 80 Slump Inches: 4.5 Job Mix? No Water: 31.5 gal Slump Specification: 4 + -1.5 Mix Number: P6400 Water Added: 10 Air Percentage: Cement Type: I Air Entrain: Air Specification: Cement: 460 Admixture: See remarks Conformance Conforming to Plan? YES Inspector: GARY E. YOUNG Reviewer: Explain if "No ": FIELD / MATERIAL TEST RI's JRT ASTM: C172, C1019, C780 . ..iaterial Report Number: 9285 Inspection Type: Reinforced Concrete Location: Slab -on -grade A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number. tBldgC -D98 -0153 $ D� - C33'241 R�$p Engineer AHBL H2 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 See FR# 18786 & 18787. Re: Bldg. "B" work. Admixtures: Polyheed OZ.: 16, POZZVTEC OZ.: 54 Report Data Report Date: 11/18/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids ;Bldg. "A" S.O.G. -to -wall closure slabs at the East side. Remarks See FR# 18786 & 18787. Re: Bldg. "B" work. Admixtures: Polyheed OZ.: 16, POZZVTEC OZ.: 54 ID # I Test Date I Field Cure' Age Days 'Size InchlArea Sq In] Weight Lbs IMax Load Lbs'Strength PSI' Set # ) 13233111/25/98 71 6X121 28.271 01 1162401 41101 11 13234112/16/981 281 6X121 28.271 01 168430; 59601 11 132351 12/16/981 1 281 6X121 28.271 01 1743701 61701 11 Test Strength Tested Per: ASTM C39 Conforms Y /N: Yes Compressive Y /N: Yes Cast Date: 11/18/98 Fracture Type: (If 'Other, than Cone.) Tested By: T.HALL Reviewed By: J.HICKS Test Results Copies To I Date Mailed: 12/25/98 Building Department U Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD REPORT j Report Date: 11/7/98 Inspector: G.E.Young Job Time: I Date Mailed: 1/8/99 Reviewer: M.Jeong Air Temperature: Field Report Number: 18778 1 Inspection Performed Job No. Project Address City Permit Number: Engineer 98 -292 Glacier/ Cascade 6540 S. Glacier Tukwila AHBL J N N 12 - 1 COMMUNITY VEL PMENT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- REDMOND, WA 98073 FAX: (425) 881- 5812 5441 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 D 95 - of 53 Physical Site Inspection j Report Date: 11/7/98 Inspector: G.E.Young Job Time: I Date Mailed: 1/8/99 Reviewer: M.Jeong Air Temperature: 13:00 52 1 Inspection Performed ;Sunday inspection of tilt -up wall panel resteel. Note: no Crownover or Opus supervision on site no approved (or !revised) plans available. I used field set. ,Panels #5,6,69,61,62,38,74,39, &47 were in conformance with available plans. Panels #54,64, &65 require additional vertical steel (missed by detailer). Panels #4 &40 need cord steel. Copies To: Building Department © Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC, REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN, FIELD / MATERIAL TEST R,' ORT ASTM: C172, C1019, C780 ( laterial Report Number: 9246 Inspection Type: Reinforced Concrete Location: Tilt Up Panels Material Data Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: — U 153 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Concrete Supplier: Miles S & G Plant #: 1 Report Date: 11/5/98 r^fMMI INITY Job Time: 1:00:00 PM Yards placed: 567 Coarse Aggregate: 1860 Air Temperature: 58 Design (F'C) @ 28: 4000 Coarse Aggregate: 46501 Material Temperature 69 Truck Number: 123 Sand: 1410 Yield Unit Weight: 0 Ticket Number: 439649 Fly Ash: 80 Slump Inches: 4 Job Mix? No Water: 245 Slump Specification: 4 Mix Number: 6400F Water Added: 5 Air Percentage: 0 Cement Type: 1 Air Entrain: Air Specification: Cement: 460 Admixture: 4 OZ Polyheed Conformance Conforming to Plan? yes Inspector: A.Wycoff Reviewer: Explain if "No ": FIELD / MATERIAL TEST R,' ORT ASTM: C172, C1019, C780 ( laterial Report Number: 9246 Inspection Type: Reinforced Concrete Location: Tilt Up Panels A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: — U 153 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 1)91f Engineer AHBL RECEIVED W it----- , 1 � Report Data '� Report Date: 11/5/98 r^fMMI INITY Inspection Performed / Location _. Inspection Type: Reinforced Concrete Location: Tilt Up Panels Test Strength Tilt panels #'s 2, 3, 10 37,44,49,50,52,53,56,58,72,73 &62. Panel #53 resteel corrected as required. And panel #41,42,43,& 48. Glacier Building Remarks Resteel inspected and approved by AAR inspector yesterday. Concrete placed by pump and vibrated. Tested Per: ASTM C39 Conforms Y /N: Yes Compressive Y /N: Yes Cast Date: 11/5/98 Fracture Type: (If "Other, than Cone.) Tested By: Reviewed By: T.Hall J.Hicks Test Results ID # I Test Date I Field Cure I Age Days 'Size InchlArea Sq InI Weight Lbs IMax Load Lbsl Strength PSI I Set # j 12642. jfc 01 4x81 12.561 0, 58400! 46501 31 12643; 11/12/981 71 4x81 12.561 0; 622001 49501 31 126441 12/3/981 281 4x81 12.561 0: 800001 63701 31 126451 12/3/981 281 4x81 12.561 01 776001 61801 3 Inspection Performed / Location _. Inspection Type: Reinforced Concrete Location: Tilt Up Panels Grids Tilt panels #'s 2, 3, 10 37,44,49,50,52,53,56,58,72,73 &62. Panel #53 resteel corrected as required. And panel #41,42,43,& 48. Glacier Building Remarks Resteel inspected and approved by AAR inspector yesterday. Concrete placed by pump and vibrated. • �1fPI (W Copies To 1 Date Mailed: 11/27/98 U Building Department U Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD / MATERIAL TEST R( ORT ASTM: C172, C1019, C780 I ;aterial Report Number: 9245 Inspection Type: Reinforced Concrete Location: * *Other Material Data Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: — 0153 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 7:30:00 AM 54 0 0 4 4 0 Supplier: Miles S & G Plant #: 1 Yards placed: 567 Design (F'C) @ 28: 4000 Truck Number: 30 Ticket Number: 439590 Job Mix? No Mix Number: 6400F Cement Type: 1 Cement: 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1860 1410 80 240 4 OZ POLYHEED Conformance Conforming to Plan? Explain if "No ": YES Inspector: A.WYCOFF Reviewer: FIELD / MATERIAL TEST R( ORT ASTM: C172, C1019, C780 I ;aterial Report Number: 9245 Inspection Type: Reinforced Concrete Location: * *Other A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: — 0153 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 .D Engineer AHBL Report Data Report Date: 11/5/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: * *Other Grids Tilt panels #'s 2,3,10- 37,44,49,50,52,53,56,58,72,73 &62. Panel #53 resteel corrected as required. And panel #41,42,43,& 48. Glacier Building. Remarks Resteel inspected and approved by AAR inspector yesterday. Concrete placed by pump and vibrated. Test Strength Tested Per: ASTM C39 Conforms Y /N: Yes Compressive Y /N: Yes Cast Date: 11/5/98 Fracture Type: (It 'Other, than Cone.) Tested By: T.HALL Reviewed By: J.HICKS 126351 11/12/98; Test Results ID # I Test Date I Field Cure I Age Days 'Size InchlArea Sq In' Weight Lbs'Max Load Lbs'Strength PSI 126341 11/12/981FC j 71 4X81 12.561 01 494001 39301 71 4X81 12.561 126361 12/3/981 281 4X81 12.561 01 741001 5900 126371 12/3/981 281 4X81 12.561 01 562001 44701 01 766001 61001 Set # I 11 11 11 11 Copies To IA Building Department Date Mailed: 1/1/99 Li Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD / MATERIAL TEST F ORT ASTM: C172, C1019, C780 Iaterial Report Number: 1500 Inspection Type: Reinforced Concrete Location: * *Other Material Data Job No. 98.292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: J7 q $- 0 i 5 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Type of Material: Concrete Supplier: Miles S & G Plant #: 1 50601 2 Job Time: 10:20:00 AM Yards placed: 567 Coarse Aggregate: 1860 Air Temperature: 54 Design (F'C) @ 28: 4000 Coarse Aggregate: 1410 Material Temperature 0 Truck Number: 101 Sand: 80 Yield Unit Weight: 0 Ticket Number: 439497 Fly Ash: Slump Inches: 4 Job Mix? No Water: 240 Slump Specification: 4 Mix Number: 6400F Water Added: 5 Air Percentage: 0 Cement Type: 1 Air Entrain: Air Specification: Cement: 460 Admixture: 4 OZ Polyheed Conformance Conforming to Plan? yes Inspector: A.WYCOFF Reviewer: Explain if "No ": FIELD / MATERIAL TEST F ORT ASTM: C172, C1019, C780 Iaterial Report Number: 1500 Inspection Type: Reinforced Concrete Location: * *Other A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98.292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: J7 q $- 0 i 5 Engineer AHBL CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Resteel inspected and approved by AAR inspector yesterday. Concrete placed by pump and vibrated. Report Data Report Date: 11/5/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: * *Other Grids Tilt panels #'s 2,3,10- 37,44,49,50,52,53,56,58,72,73 &62. Panel #53 resteel corrected as required. And panel #41,42,43, &48. Glacier building. Remarks Resteel inspected and approved by AAR inspector yesterday. Concrete placed by pump and vibrated. ID # I Test Date I Field Cure I Age Days (Size Inch Area Sq InI Weight LbsJMax Load Lbsl Strength PSI I Set # 126381 11/12/981FC 1 71 4X8, 12.56j 01 533001 42401 21 126391 11/12/981 i 71 4X81 01 01 636001 50601 2 126401 12/3/981 1 281 4X81 01 01 863001 68701 2 126411 12/3/981 1 281 4X81 01 01 844001 6720 2 Test Strength Tested Per: ASTM C39 Conforms Y /N: Yes Compressive Y /N: Yes Cast Date: 11/5/98 Fracture Type: (If 'Other, than Cone.) Tested By: T.HALL Reviewed By: J.HICKS Test Results Copies To Date Mailed: 1/1/99 1J Building Department Li Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- REDMOND, WA 98073 FAX: (425) 881- 5812 5441 Material Data 98 -292 Glacier / Cascade 6540 S. Glacier Tukwila AHBL D ,-1 Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 1:00:00 PM 58 69 0 4 4 Supplier: Miles S & G Plant #: 1 Yards placed: 567 Design (F'C) @ 28: 4000 Truck Number: 15 Ticket Number: 439753 Job Mix? No Mix Number: 6400F Cement Type: 1 Cement: 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1860 1410 80 245 4 OZ Polyheed Conformance Report Data Conforming to Plan? Explain if "No": YES Inspector: A.WYCOFF Reviewer: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- REDMOND, WA 98073 FAX: (425) 881- 5812 5441 Job No. Project Address City Permit Number: Engineer 98 -292 Glacier / Cascade 6540 S. Glacier Tukwila AHBL D ,-1 -01 5 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 Report Data Report Date: 11/5/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Tilt Up Panels Grids Tilt panels #'s 2,3,10- 37,44,49,50,52,53,56,58,72,73 &62. Panel #53 resteel corrected as required. And panel #41,42,43, &48. Glacier buillding. Remarks Resteel inspected and approved by AAR inspector yesterday. Concrete placed by pump and vibrated. 'FIELD / MATERIAL TEST RC ORT ASTM: C172, C1019, C780 Copies To I IA Building Department IJ Engineer Date Mailed: 11/27/98 laterial Report Number: 1501 I Test Strength Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Yes Cast Date: 11/5/98 Fracture Type: (If 'Other', than Cone.) Tested By: T.HALL Reviewed By: J.HICKS ID # I Test Date I Field 126461 11/12/981 12647; 12/3/981 126481 12/3/981 Test Results Cure l Age Days lSize InchlArea Sq Inl Weight Lbs I Max Load Lbsl Strength PSI l Set # 4 4 4 71 4X81 12.561 01 447001 35601 281 4X81 12.561 01 641001 51001 281 4X81 12.561 0; 695001 55301 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIE ATTN ADORE ::OPUS Northwest LLC :Dave Kessler :;200112th Ave NE #205 Bellevue, WA 98004 Report Date: 10/16/98 Date Mailed: 11/6/98 3 G s Job Time: Air Temperature: Inspector: E.F.Jones Reviewer: M.Jeong specbaq. P erfo r 1Provided ongoing welding visual inspection of roof system structure @ Bldg. "B ". Also, provided panel grouting ;inspection @ Bldg. "A ". As well as structural erection ongoing roof structural erection was observed acceptable per approved dwgs. As well as applicable job specifications. Panel grouting was observed to be in conformance Iw/ job specifications and no voids were present. Samples of grout taken from pump end. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLlti? ? ><; ;:OPUS Northwest LLC :Dave Kessler Apt3RESS'; ?;200112th Ave NE #205 Bellevue, WA 98004 fg. o <9udT Dapa Report Date: 10/14/98 Date Mailed: 11/6/98 Inspector: J.Graham Reviewer: M.Jeong Job Time: 8:00 Air Temperature: 54 e o! Arrived onsite for scheduled concrete i pection. Upon arnval, was Informed that placement had been cancelled. No previous notice was given to AAR. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date J Field Cure I Age DaysJSize Inch Area Sq Inl Weight Lbs Max Load Lbs Strength PSI Set # l 109281 10/17/981 I 71 6x12 28.271 872361 3086 21 109291 11/7/981 1 281 6x12 , 28.271 1 2 109301 11/7/981 1 281 6x12 28.27 1 2 LD / MATERIAL TEST RE( F A.R. *4 TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 -5441 CLIEW :;:: >:: >OPUS Northwest LLC AFTDave Kessler ADDRE;: 200 112th Ave NE #205 Bellevue, WA 98004 epott Report Date 10/10/98 • Inspection PerforMe an Inspection Type: Reinforced Concrete Location: Slab -on -grade A to E from 1 to 10 On page 114 eirar ks<; ...................... aterialDat Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 8:45:00 AM 48 68 0 4 3/4 4+ -1 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number. Ticket Number. Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 3 159 4000 736 435744 No 18400L 1 -11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1980 1 3/8x #4 1340 80 33 ortforMance: Conforming to Plan? yes Explain if "No ": Inspector: L. Waybright Reviewer. :TestStrengt Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 10/10/98 Fracture Type: (If 'Other, than Cone.) Tested By: T.HaII Reviewed By: S.Brown Test :Results::: <?: P : Building Depastn ent Engineer Date Mailed: 10/23/98 M: 0172 C1O19� CIE aE <:ReD permit Num Engineer;; ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. .�i .. .......... A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT :••• ::.:OPUS Northwest LLC ATTN •:: Kessler .• . . ADDRSBi 112th Ave NE #205 Bellevue, WA 98004 ASTM: C172, C1019, C780 Job No. 98-292 Project Glacier / Cascade Address 6540 CIty S. Glacier Tukw q 153 / b 4,OLI Engineer AHBL Report Data ............. Report Date 10/8/98 Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Slab on Grade @ approx gridlines C.5 to E from 2 to 9 and F.6 footings at C/5, B/7 and B/8. .• „ . .. . . . •••::..•.:••• • Remarks ••••••-. .••••• .. . . . • Concrete was placed by chute. SOG was consolidated by Somero Laser Screed. Footings consolidated with mech. vibrator. R/S placements per plans + specs. Ref S1.01 detail 1 and S2.01 schedule 1. Material Data Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 7:45:00 AM 64 76 0 5 0 Supplier: Yards placed: Design (F'C) @ 28: Truck Number Ticket Number: Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 1 54 4000 111 435385 No 18400L 1-11 460 Coarse Aggregate: 575 Coarse Aggregate: 1400 Sand: 1340 Fly Ash: 80 Water: 33 Water Added: 0 Air Entrain: Admixture: Confomiance Conforming to Plan? yes Explain if "No Inspector: E.F.Jone/K.Hasu Reviewer: Test Strength Tested Per: Conforms Y/N: Compressive Y/N: ASTM C39 Yes Cast Date: 10/8/98 Fracture Type: (If "Other", than Cone ) Tested By: T.Hall Reviewed By: S.Brown 10823; 10/15/98! . 1 10824! 11/5/981 . 1 108251 11/5/981 . . . Test Results I ID # I Test Date Field Cure 1 Age Days 1 Size Inch J Area Sq In Weight Lbs I Max Load Lbs Strength PSI I Set # 1 7! 6x121 28.27 28; 6x121 28.27! 28; 6x121 28.271 1 1019501 36101 Copies To:1 Building Department Date Mailed: 10/30/98 h!.1 Engineer ateriat Report Number 8323 . . . ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT:. :.H' Northwest LLC ATTN Dave Kessler ADDRESS : 200 112th Ave NE #205 Bellevue, WA 98004 mech. vibrator. Copies To:I Y.! Building Department Date Mailed: 10/30/98 116' Engineer Job No. 98-292 Project Glacier / Cascade ess 6540 S. Glacier City Tukwila ts ;; ;;;;;., . . ................................................................. • :Report Date;;;;;;;::::;;;„;;:::, Report Date 10/8/98 .. . . .. ....................... Inspection Type: Reinforced Concrete Grids Location: Footings & S.O.G. Slab on Grade @ approx gridlines C.5 to E from 2 to 9 and type F6 footings at C/5, B/7 and B/8. Remarks concrete was placed by chute. SOG was consolidated by Somero Laser Screed. Footings co nsolidated by Material Data Type of Material: Concrete Job Time: 9:30:00 AM Air Temperature: 64 Material Temperature 76 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (PC) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 182 4000 725 0435444 No 18400LF 1-11 460 Coarse Aggregate: 575 Coarse Aggregate: 1400 Sand: 1340 Fly Ash: 80 Water: 53 Water Added: Air Entrain: Admixture: Conformance •• Conforming to Plan? yes Explain if "No": Inspector: K.Hasu Reviewer: ';;;;:;;;:;;• , ;;;;; Te et;;•S trertgt h::::::M :::;:;:;;;;;;;.;:;;;;;;;;;;;;::: "•. Tested Per: Conforms Y/N: Compressive Y/N: ASTM C39 Yes Cast Date: 10/8/98 Fracture Type: (If 'Other, than Cone.) Tested By: T.HaIl Reviewed By: S.Brown ID # I Test Date I Field Cure I Age Days 'Size Inch Area Sq In' Weight Lbs I Max Load Lbs I Strength PSI I Set # 1 71 6x12 28.27; ; 950901 33601 2[1;;.: 281 6x12 28.27; I 1 2l 281 6x121 28.271 I 10826; 10/15/981, 10827; 11/5/981 ; 108281 11/5/981 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC IS STRICTLY FORBIDDEN. ID # I Test Date I Field Cure I Age Days 'Size InchlArea Sq In Weight Lbs I Max Load Lbs I Strength PSI I Set # 1 108291 10/5/981 1 71 6x121 28.271 I 911301 32201 31 108301 11/5/981 281 6x12$ 28.27; 1 1 3 i 108311 11/5/981 281 6x121 28.27! 1 1 1 REI A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 i: c172 C1O19. G780 Vlatenal Report Number 8 Report Date 10/8/98 onne' Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Slab on Grade @ approx. gridlines C.5 to E from 2 to 9 and Type f6 footings and C/5,b/7 and B/8. Remarks Concrete was placed by shute. SOG consolidated by Somero Lager Screed. Footings consolidated with mech. vibrator. Material Data Type of Material: Concrete Job Time: 10:00:00 AM Air Temperature: 67 Material Temperature 78 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Supplier. Yards placed: Design (F'C) @ 28: Truck Number Ticket Number: Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 1 203 4000 104 0435448 No 18400 L 1-11 460 Coarse Aggregate: 575 Coarse Aggregate: 1400 Sand: 1340 Fly Ash: • 80 Water: 33 Water Added: Air Entrain: Admixture: Conforniance Conforming to Plan? yes Explain if "No: Inspector. K.Hasu Revidwer. Test Strength Tested Per: Conforms Y/N: Compressive Y/N: ASTM C39 Yes Cast Date: 10/8/98 Fracture Type: (If "Other", than Cone,) Tested By: T.Hall • Reviewed By: S.Brown Test Results . • • • • • .'.' .• • • •".• .• .. • .. • . • .. . ... . •••• Copies:To:1 Date Mailed: 10/30/98 _ BuildIngDepartinent Engineer : • : • •:.:: •": • . ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC, REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # 1 Test Date Field Cure Age DaysjSize InchlArea Sq In I Weight Lbs I Max Load Lbs I Strength PSI Set # 105601 10/13/981, , 71 6X121 28.271 01 1060001 3750 2 105611 11/3/981 ' 28[ 6X121 28.271 01 I , 0 105621 11/3/981 , 281 6X121 28.271 01 1 0 2 1 FIEL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 Phone: (425) 881- 5812 FAX: (425) 881- 5441 CLIENT OPUS Northwest LLC ATTN. . Dave Kessler ADDF24SS 112th Ave NE #205 WA 98004 . . . . .............. ............. ....... . . ....... ............. ,ASTM: C172, . . Inspection Performed / Location Inspection Type: Reinforced Concrete ds Glacier Bldg.: S.O.G. (F.5-L) x (3.5-8.1); col. Ftgs.@: F/4,e/5,D/5,& F/6 ateriai*ReportNumber,.. Job No. 98.292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila -(,( /bla —° 41 Engineer AHBL ........................... Report Data Report Date 10/6/98 Location: Footings & S.O.G. Remarks resteel was properly installed in footings in accordance with approved plans. Instead of smooth dowels, contractor installed deformed bars, along closure strips, N. of H line. Concrete was mechanically consolidated. Material Data Type of Material: Concrete Job Time: 8:35:00 AM Air Temperature: 50 Material Temperature 66 Yield Unit Weight: Slump Inches: 5 Slump Specification: 4+-1 Air Percentage: 0 Air Specification: Supplier Yards placed: Design (F'C) @ 28: Truck Number Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 286 4000 726 434868 No 18400L 1-11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 575 1400 1340 80 264 Confomiance Conforming to Plan? YES Explain if "No": Inspector: J.GRAHAM Reviewer: . . . . . . . . Test Strength Tested Per Conforms Y/N: Compressive Y/N: ASTM C39 Yes Cast Date: 10/6/98 Fracture Type: (If "Other', than Cone.) Tested By: T.HALL Reviewed By: J.HICKS Test Results Copies To:1 Date Mailed: 11/6/98 8uilOin4 Department : ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF •:.: : THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION • . EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 -5441 CLIENT ATTN. ADDRES • :.OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 :?;Bellevue, WA 98004 Date Mailed: 11/6/98 AS TM: C:172 : C1019 :;Glacier / Cascade . :6540 S. Glacier >.:Tukwila 098-0153 / U18 ;;Report<Data: Report Date 10/6/98 nspection`Performed /; Location Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Glacier Bldg.: S.O.G. (F.5 -L) x (3.5 -8.1); col. Ftgs. ©: F /4,e /5,D/5,& F/6 Remarks resteel was properly installed in footings in accordance with approved plans. Instead of smooth dowels, contractor installed deformed bars, along closure strips, N. of H line. Concrete was mechanically consolidated. Material':Data <!< Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 6:48:00 AM 47 62 5 4 + -1 0 Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 285 4000 736 434792 No 18400L 1 -11 460 Coarse Aggregate: 575 Coarse Aggregate: 1400 Sand: 1340 Fly Ash: 80 Water: 264 Water Added: Air Entrain: Admixture: Conform Conforming to Plan? YES Explain if "No ": Inspector: J.GRAHAM Reviewer: r st stierfgtti Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 10/6/98 Fracture Type: (If "Other ". than Cone ) Tested By: T.HALL Reviewed By: J.HICKS 105571 10/13/981, 105581 11/3/981 105591 11/3/981 <::Test Resuits< >�> ID # Test Date' Field Cure 1 Age Days 'Size InchlArea Sq In 1 7 6X121 28.27 28 6X121 28.27 28 6X12 28.271 Weight Lbs I Max Load Lbs I Strength PSI Set # 01 01 0 1149401 40701 01 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. . FIELD / . MATERI TEST R . ... A.A.R. 'TESTING LABORATORY, INC. P0. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT 0PUS Northwest LLC ATTN Dave Kessler AptiOgp 112th Ave NE #205 • Beflevue, WA 98004 Report Date 10/1/98 Inspection Type: Reinforced Concrete Copies::To: ...e ................................................ Date Mailed: 10/30/98 Building Dopartinont: 98-292 GIacierI Cascade Ott ta:: OrmedfLocatid rids atenal •iiiiNtimbee:1:826wi Location: Footings - Footings for building A line-1 A to D.1 line A-line 1 to 6- line column pads for Glacier Bldg at grid line K @ 4 & J.5@ 6,H@ 5, 6 &7,C@5,B@4&5 mark Resteel was per detail 1/S2.03. Cincrete was consolidated. Water added by conctractor. Permit for Glacier Bldg not on site contractor placement of concrete at own risk. Material Da Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Grout 9:50:00 AM 57 71 4 114 Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 1 87 3000 730 434028 No 18300LF 1 360 Coarse Aggregate: 1925 Coarse Aggregate: Sand: 1380 Fly Ash: 90 Water 320 Water Added: 5gal Air Entrain: Admixture: Confarmance Conforming to Plan? yes Explain if "No": Inspector R.L.Otto Reviewer: Test Strength ......................................................................................................................................................................................................................... Tested Per: Conforms Y/N: Compressive Y/N: ASTM C39 Yes Cast Date: 10/1/98 Fracture Type: (If "Other', than Cone.) Tested By: T.Hall Reviewed By: S.Brown ID # I Test Date' Field Cure I Age Days 10320 10/8/981' 1 7 103211 10/29/981 103221 10/29/981 1 28 28 Max Load Lbs I Strength PSI I Set # 26501 1FT:••••:. Size InchlArea Sq In Weight Lbs 6X12I 28.271 6x12) 28.27 6x12) 28.27 747801 1 1 1 1 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID if I Test Date I Field Cure Age Days !Size Inch Area Sq In I Weight Lbs I Max Load Lbs I Strength PSI Set # 102451 10/7/981 71 6X121 71 1 1024601 3620 2 102461 10/28/981 281 6X121 28j 0 1 0 2 102471 10/28/981 1 281 6X121 281 01 1 0 2 FIELD / MATERIAL T A.A.R. TESTING LABORATORY, INC. P0. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT . OPUS Northwest LLC ATTN Dave Kessler ADDRESS. .200 112th Ave NE #205 Bellevue, WA 98004 • .• Report Data ............ Report Date 9/30/98 ••• • Inspectiow Inspection Type: Reinforced Concrete Panel#2,3,4,72,73,67,61,62,53,51,52,50,41,27,26,28,30,35,31,32,33,&34 Location: Walls resteel was per plans & spec. Concrete was consolidated water added at request of the contractor. •••• :1.• • •-• . . Material Data . Type of Material: Concrete Job Time: 10:20:00 AM Air Temperature: 63 Material Temperature 73 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 178 4000 133 433795 No 64000F 1-11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water: 315 Water Added: 5 Air Entrain: Admixture: 4 OZ WRDA • •••• Conformance Conforming to Plan? YES Explain if "No": Inspector: R.L. OTTO Reviewer: Test Strength Tested Per: Conforms Y/N: Compressive Y/N: ASTM C39 Yes Cast Date: 9/30/98 Fracture Type: (If "Other', than Cone ) Tested By: T.HALL, Reviewed By: J.HICKS Test Results Copies To:1 Date Mailed: 11/6/98 V.; Building Department Engineer ASTM: C172. 01019, C780 Material Report Number: 1 Project Address City Pormit Number: • Engineer • •••••• GIacier/ Cascade g 6540 S. Glacier iiTukwila ‘) -as3 1 tY1S-coLl ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC IS STRICTLY FORBIDDEN. 1 FIEL e A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 Phone: (425) 881- 5812 FAX: (425) 881- 5441 CLIENT ATTN ADDRE5 OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 Copies.ro: N1: Building Dopartment Date Mailed: 11/6/98 ::Erigljieef M >Ca72:C:f.Q19 ?C7 98 292 . :Glacier / Cascade 6540 S. Glacier Tukwila «Report:; Data Report Date 9/30/98 OeCtion Performed /Location?: , Inspection Type: Reinforced Concrete Location: Walls Panel #2 ,3,4,72,73,67,61,62,53,51,52,50 ,41,27,26,28,30,35,31,32,33, &34 .............. ........ •>..... s; <> resteel was per plans & spec. Concrete was consolidated water added at request of the contractor. <: Material; Data; >I! Type of Material: Concrete Job Time: 7:54:00 AM Air Temperature: 52 Material Temperature 70 Yield Unit Weight Slump Inches: 4 3/4 Slump Specification: Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 178 4000 730 433725 No 64000F 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water: 315 Water Added: 0 Air Entrain: Admixture: 4OZWRDA Conformance Conforming to Plan? YES Explain if "No ": Inspector: R.L.OTTO Reviewer: Test:$trength? Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/30/98 Fracture Type: (If "Other ", than Cone.) Tested By: T.HALL Reviewed By: J.HICKS I 102421 10/7/981 102431 10/28/981, 102441 10/28/981 71 6X121 281 6X12 281 6X121 Test: Results :: 7 28! 281 0 1038101 0 0 ID # J Test Date I Field Cure I Age Days 'Size Inch I Area Sq In' Weight Lbs Max Load Lbs I Strength PSI I Set #' ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881 - 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT ADDRESS OPUS Northwest LLC :'Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 `:Report: Data Report Date 9/22/98 Inspection p.ofp.lmtie ocatio t= Inspection Type: Reinforced Concrete Location: Walls G rids Precast wall panels # : 5, 6, 8 -26, 29, 36, 37, 43, 44, 46, 47, 57, 55, 59, 60, 63, 65, 68 -71, & 74 ..... .::.. R ma Resteel was properly installed including items noted on 9/21. Concrete was mechanically consolidated. ` -Truck w/ high slump. Admixtures Polyheed 4oz/CWT Material Data of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 12:40:00 PM 70 75 0 4.5 4+-1 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 3 360 4000 729 432370 No 6400F 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: Water: Water Added: Air Entrain: Admixture: 31.5gals See Remarks ::Conformance Conforming to Plan? yes Explain if "No": Inspector. J.Graham Reviewer: :;:Testt $trangt Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/22/98 Fracture Type: (If "Other ", than Cone.) Tested By: T.Hall Reviewed By: S.Brown I ID # I Test Date I Field Cure 1 96901 9/28/98 9691 9/29/98 Age Days 6 7 96921 10/20/98 28 Size Inch 6x12 6x12 6x12 28 6x12 Area Sq In 28.27 28.27 Weight Lbs 0 0 28.27 0 28.27 Max Load Lbs Strength PSI 87500 3100 102810 3640 0 Set # 3 3 3 96931 10/20/98 ':::T Results:: Gi fy< 1?erm![ Engineer: >92 -292 Glacier / Cascade 6540 S. Glacier Tukwila ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. �r� ID # I Test Date I Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs I Strength PSI Set # 96821 9/28/981x 61 6x12 0 0 918001 3250 1 9683 9/29/981 71 6x12 0 0 1048801 3710 1 9684 10/20/981 281 6x12 0 0 I 0 1 96851 10/20/98 281 6x12 0 0 0 1 FIELD :/ MATER A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881 - 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT: ATTN :` ADDRESS ::r'.; OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 Copies :t WI Building Department Date Mailed: 10/2/98 I> Engineer ............................... M G172, C1G13, C latena R lulml permit; Nn F.ng Report<Data Report Date 9/22/98 fns Pettibit Perfprmeit Locatiotili Inspection Type: Reinforced Concrete Location: Walls Precast wall panels # : 5, 6, 8 - 26, 29, 36, 37, 43, 44, 46, 47, 57, 55, 59, 60, 63, 65, 68 -71, & 74 ........... Resteel was properly installed including items noted on 9/21. Concrete was mechanically consolidated. * -Truck w/ high slump. Admixtures Polyheed 4oz/CWT Material: Data: Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 9:02:00 AM 56 64 0 6* 4+-1 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number. Job Mix? Mix Number. Cement Type: Cement: `t~ onformace< .................. Miles S & G Plant #: 2 360 4000 33 432284 No 6400F 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: Water: Water Added: Air Entrain: Admixture: 31.5gals See Remarks Conforming to Plan? yes Explain if "No ": Inspector: J,Graham Reviewer: >TestS.trength Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/22/98 Fracture Type: (If 'Other", than Cone.) Tested By: T.HaII Reviewed By: S.Brown ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 96861 9/28/98k 6 6x12 28.27 0 92600 3280 2 9687 9/29/98 1 7 6x12 28.27 0 1091301 3860 2 96881 10/20/98 1 28 6x12 28.27 0 1 0 2 9699 10/20/98 28 6x12 28.27 0 1 0 2 FIEL TE , A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 ATTN; <: ADDR SS;' ..200 112th Ave NE #205 OPUS Northwest LLC Dave Kessler Bellevue, WA 98004 Copies TO:I ih: Building.Department Date Mailed: 10/2/98 : Enginee M :C172; . C. 1p19,C..- 98 -292 :Glacier / Cascade ...;6540 S. Glacier :Tukwila eport? Data:; >;> Report Date 9/22/98 Anspectierli<Performed i :Locat on Inspection Type: Reinforced Concrete Location: Walls Precast wall panels # : 5, 6, 8 -26, 29, 36, 37, 43, 44, 46, 47, 57, 55, 59, 60, 63, 65, 68 -71, & 74 ernarls Resteel was properly installed including items noted on 9/21. Concrete was mechanically consolidated. * -Truck w/ high slump. Admixtures Polyheed 4oz/CWT Materiai Data' . Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 9:24:00 AM 58 68 0 4.5 4 + -1 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number. Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 2 360 4000 42 432297 No 6400F 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: Water: Water Added: Air Entrain: Admixture: 31.5gals See Remarks ........... ... .............. s'GoiifO mairiii Conforming to Plan? yes Explain if "No": Inspector: J.Graham Reviewer: 'St;Strength, Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/22/98 Fracture Type: (If "Other", than Cone.) Tested By: T.Hall Reviewed By: S.Brown % Test'Resufts ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A,A,R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date 1 Field Cure Age Days 'Size Inch Area Sq Int Weight Lbs Max Load Lbs Strength PSI Set # 95591 9/25/981 71 6x12 28.27 0 1008801 3570 1 95601 10/16/981' 281 6x12 28.271 0 1 0 1 9561110/16/981 281 6x12 28.271 0 1 0 1 FIELD/ A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT OPUS Northwest LLC ATTN;::::: Kessler ADDRESS 200 112th Ave NE #205 Bellevue, WA 98004 ReportData Report Date 9/18/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Footings Grids Blgd 'A' (Partial east wall footings) Bldg 'B' ( North wall +-50' at the middle portion) ..................................................................... Inspected reinforcment at the above locations and found it to comply with the city of Tukwila approved plans. Material Data Type of Material: Concrete Job Time: Air Temperature: 0 Material Temperature 0 Yield Unit Weight: 0 Slump Inches: 3.5 Slump Specification: 4 Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 33 4000 129 431/96 No 18400 1 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 575 1400 1340 80 2641bs Conformance ................................................................................................................................................................................. Conforming to Plan? yes Explain if "No": Inspector: D.Bjorklund Reviewer: Test Steen.gt Tested Per: Conforms Y/N: Compressive Y/N: Yes ASTM C39 Cast Date: 9/18/98 Fracture Type: (If "Other", than Cone.) Tested By: T.Hall Reviewed By: S.Brown Test Results Copies To:l Date Mailed: 10/2/98 'WI Building . ; . .•.: ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure Age Days 'Size Inch Area Sq In Weight Lbs Max Load Lbs I Strength PSI Set # 9389 9/22/98, 61 6x12 28.27 0 891801 3150 2 9390 10/14/981 1 281 6x12 28.27 0 i 0 2 9391 10/14/98 1 281 6x12 28.27 0 1 0 2 . A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT ATTN:' ADORES OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 Copies To:1 Building Department Date Mailed: 10/2/98 Engineer ASTM C172,::C1019. C78[ ep° uport;iuum erniitNiiin 98 -292 `Glacier / Cascade 6540 S. Glacier ...Tukwila AHBL <'D Report Date 9/16/98 :.Inspectiion Performed` / Location! > > >; : >: Inspection Type: Reinforced Concrete Location: *'Other ;Grins:;:? ernark R/S per plans and specs. Concrete pumped into place and vibrated for consolidation. Remarks apply for pages 2 and 3 F /MR #'s 3516 and 3517. Admixtures 4oz polyheed 1CWT of cement M teriaf Data; Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 9:15:00 AM 65 68 0 5 4+-1 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: C'otifoir 100.ce < Miles S & G Plant #: 3 148 4000 104 431403 No 06400F 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: Water: Water Added: Air Entrain: Admixture: 31.5gals See Remarks Conforming to Plan? yes Explain if "No ": Inspector. L.Waybright Reviewer: Test Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/16/98 Fracture Type: (If "Other', than Cone.) Tested By: T.Hall Reviewed By: S.Brown est.Resu ts: ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date I'Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs I Strength PSI I Set # 93861 9/22/981 6 6x12 28.27 0 982801 34801 1. 9387! 10/14/981 1 28 6x12 28.27 0 01 1 I 93881 10/14/981 28 6x12 28.27 0 I 0i 1 N: C �7 2 . ,, 1019, C7 F1EL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT ADDRESS` :::OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 ;Report: Dana':;`'; Report Date 9/16/98 Inspection Type: Reinforced Concrete CopiesTol Building. Department Date Mailed: 10/2/98 '::;Engineer 98 -292 :Glacier / Cascade :6540 S. Glacier Tukwila nspectie.n;Performed. Locatib lateriial Location: **Other um o. S 105, 107, 108, 109, 110, 111, 112, 115, 116, 114, 122, 124, Precast panels and columns for buildi g 123, 121, 118, 117, 133, 134, 128, 125, a 126. Building A, No. 7 Building B east exterior cont. footing from B.1 to G.1 Remarks R/S per plans and specs. Concrete pumped into place and vibrated for consolidation. Remarks apply for pages 2 and 3 F /MR #'s 3516 and 3517. Admixtures 4oz/CWT of cement polyheed. ! Material.< Data:;;: Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 7:00:00 AM 64 68 0 5 4 + -1 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 32 4000 726 431315 No 06400F 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: Water: Water Added: Air Entrain: Admixture: 31.5gals See Remarks ........................... Conformance; Conforming to Plan? yes Explain if "No ": Inspector: L,Waybright Reviewer. Test: Strength':: << Tested Per Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/16/98 Fracture Type: (If "Other ", than Cone.) Tested By: T.Hall Reviewed By: S.Brown Test Results: . ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs I Strength PSJ Set # 1 9392 9/22/98 6 6x12 28.27 0 904801 32001 3 9393110/14/98 28 6x12 28.27 0 1 01 31 93941 10/14/98 28 6x12 28.27 0 I 01 3 FIEL o, Date Mailed: 10/2/98 T M: 0172 C E , f a terii a ortiNti A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 ::OPUS Northwest LLC Dave Kessler 112th Ave NE #205 Bellevue, WA 98004 Permit JOb ;N Proje €98 -292 `Glacier / Cascade 6540 S. Glacier ukwila 1 -01 S5 AHBL Report: Dat Report Date 9/16/98 I spectiori: Perf..ormed Inspection Type: Reinforced Concrete Location: * *Other ema R/S per plans and specs. Concrete pumped into place and vibrated for consolidation. Remarks apply for pages 2 and 3 F /MR #'s 3516 and 3517. Admixtures 4oz polyheed /CWT of cement Material ...... .. Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 10:20:00 AM 70 68 0 41/2 4 + -1 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number. Job Mix? Mix Number. Cement Type: Cement: Miles S & G Plant #: 2 181 4000 730 431428 No 06400F 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: Water: Water Added: Air Entrain: Admixture: 31.5gals See Remarks f ona0rmance .............. ....... Conforming to Plan? yes Explain if "No ": Inspector: L.Waybright Reviewer. !;Test'Strengt Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/16/98 Fracture Type: (If "Other", than Cone.) Tested By: T.Hall Reviewed By: S.Brown ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date I Field Cure I Age Days 'Size Inch1Area Sq In Weight Lbs Max Load Lbsj Strength PSI Set # I; 9129 9/15/981x 1 41 6x121 28,27 0 910001 3220 61 9130 9/16/981x 6x12 28.27 0 924001 3270 61 91311 9/18/98 1 7( 6x121 28.27 0 *979801 3470 61 91321 10/9/981 281 6x12 28.27 0 1 0 6 91331 10/9/981 281 6x121 28.27 0 1 0 61 FIEL M C'E72, C1019, C.: /latenal:t sportNttmtl s >: r: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT: a OPUS Northwest LLC ATTN ..:: Dave Kessler ADDRESS ; > < ;:200 112th Ave NE #205 ::Bellevue, WA 98004 Perm tNuin Enairieer >:98 -292 :::Glacier / Cascade 6540 S. Glacier Tukwila ....... .. Report . ata Report Date 9/11/98 Inspectte1n Peif4. d l [ o catioi Inspection Type: Reinforced Concrete Panels # 75 -103, 106, 113, 131, 132, 135 -155 Location: Walls e riark >; Resteel was per plans and spec. Concrete was consolidated. Admixtures 4oz VVRDA f ate ` rial Data Type of Material: Concrete Job Time: 2:50:00 PM Air Temperature: 82 Material Temperature 78 Yield Unit Weight: 0 Slump Inches: 41/2 Slump Specification: Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number. Cement Type: Cement: Miles S & G Plant #: 2 495 4000 726 430683 No 6400 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water: 262 Water Added: Air Entrain: Admixture: See Remarks 'nformance Conforming to Plan? yes Explain if "No ": Inspector: R.L.Otto Reviewer: Test : Streng Tested Per Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/11/98 Fracture Type: `Shear (If "Other ", than Cone.) Tested By: T.Hall Reviewed By: S.Brown Copies.To:1 Date Mailed: 10/2/98 Building Department: >::;;:::' .:Engines{ ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date Field Cure Age Days (Size Inch IArea Sq In Weight Lbs Max Load Lbs I Strength PSI Set # 9104 9/15/98 x 41 6x121 28.27 0 971801 3440 1 9105 9/16/98 x 51 6x121 28.27 0 1001001 3540 1 9106 9/18/98 7 6x121 28.27 0 103800 3670 1 9107 10/9/98 28 6x12 28.27 0 0 1 9108 10/9/98 28 6x121 28.27 0 0 1 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT ADORES OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 Copies To :I Building Department Date Mailed: 10/2/98 Engineer' <:: ASTM `.'.C172, C;1019, CT epart :Date Report Date 9/11/98 tnspectEOrti?Performed fiocation' Inspection Type: Reinforced Concrete Location: Walls Panels # 75 -103, 106, 113, 131, 132, 135 -155 R emarks Resteel for panels was per plans and spec. along with revision. Concrete was consolidated. Water add at the request of the contractor. Admixtures 4oz polyheed CWT Material: Dat Type of Material: Concrete Job Time: 6:20:00 AM Air Temperature: 58 Material Temperature 73 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number. Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 20 4000 108 430457 No 6400F 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water. 262 Water Added: 10 Air Entrain: Admixture: See Remarks Conforimance Conforming to Plan? yes Explain if "No ": Inspector: R.L.Otto Reviewer: ;:Test: Strengt Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/11/98 Fracture Type: (If `Other`, than Cone ) ::Test Results > < >< Tested By: T.Hall Reviewed By: S.Brown ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD: / MATERIAL ' E S'T . 'C A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT OPUS Northwest LLC Dave Kessler ADORES S: '200 112th Ave NE #205 • Bellevue, WA 98004 ASTM 0172, 01019, C780 .:::Report ::Da Report Date 9/11/98 i0 0eti4 i Perfr mired' O Oat Inspection Type: Reinforced Concrete Panels # 75 -103, 106, 113, 131, 132, 135 -155 Location: Walls R Resteel was per plans and spec. to include revision water add at request of the contractor. Concrete was consolidated. Admixtures 4oz WRDA Material Data € > Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 7:20:00 AM 57 73 0 51/4 0 Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number. Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 94 4000 849 430470 No 6400 1 -11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water. Water Added: Air Entrain: Admixture: 1860 1400 80 262 6 See Remarks :Co Conforming to Plan? yes Explain if "No ": Inspector: R.L.Otto Reviewer. TestStrength ASTM C39 Tested Per: Conforms Y /N: Compressive Y /N: Yes .:.:..:.:....:..:,...::...: ID it I Test Date Field Cure 91091 9/15/98 x 91101 9/16198 x Cast Date: 9/11/98 Fracture Type: (If "Other ", than Cone.) <Test Resui 91111 9/18/98 9112( 10/9/98 91131 10/9/98 Age Days 'Size Inch Area Sq In 41 6x12 28.27 51 6x12 28.27 7� 6x12 281 6x12 6x12 Joti;N pbje Pernt :AN BL 98 -292 :Glacier / Cascade 6540 S. Glacier >:TukwUa 28.27 28.27 28.27 Weight Lbs 1 Max Load Lbs 0 0 0 0 aterra$ Report Ntk m Tested By: T.Hall Reviewed By: S.Brown Strength PSI Set # 952801 3370 2 971201 3440 2 1118101 3960 2 0 0 2:: ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # 1 Test Date Field Cure Age Days Size Inch Area Sq In) Weight Lbs Max Load Lbs Strength PSI Set # 91141 9/15/98 FC 4 6x12 28.271 0 94620 3370 3 91151 9/16/98 FC 5 6x12 28.271 0 95300 3370 3 9116 9/18/98 7 6x12 28.271 0 100860 3570 3 91171 10/9/98 28 6x12 28.271 0 0 3 91181 10/9/98 28 6x12 28.271 0 0 3 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIEN ADDRESS OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 Inspection Type: Reinforced Concrete Panels # 75 -103, 106, 113, 131, 132, 135 -155 4oz WRDA CWT Copies To :l Date Mailed: 10/2/98 Building. Department dspectiort Performsd.!'LocatiO Location: eport Datai Report Date 9/11/98 Walls Resteel was per plans and spec. Concrete was consolidated water added dt request of contractor. Admixtures <:Material pot Type of Material: Concrete Job Time: 8:55:00 AM Air Temperature: 60 Material Temperature 75 Yield Unit Weight: 0 Slump Inches: 4 3/4 Slump Specification: Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (PC) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 3 199 4000 108 430526 No 6400 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water: 262 Water Added: 5 Air Entrain: Admixture: See Remarks C orifOrMe nc Conforming to Plan? yes Explain if "No ": Inspector: R.L.Otto Reviewer: •>Test.Streng Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/11/98 Fracture Type: (If "Other", than Cone.) Tested By: T.Hall Reviewed By: S.Brown ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date I Field Cure Age Days 'Size Inch Area Sq In1 Weight Lbs Max Load LbsI Strength PSI Set # 91191 9/15/98 x 41 6x12 28.271 0 943301 3340 4 91201 9/16/98 x 51 6x12 28.271 0 954001 3370 4 91211 9/18/98 1 7 6x12 28.271 0 105820 3740 4 91221 10/9/98 281 6x12 28.271 0 0 4 91231 10/9/98 1 281 6x12 28.271 0 I 0 4 FlEL Iataritalepnrt A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 OPUS Northwest LLC Dave Kessler ADDRESSZ<'.200 112th Ave NE #205 ::Bellevue, WA 98004 Report:: Data : : :: Report Date 9/11/98 nspection; l Inspection Type: Reinforced Concrete Location: Wails Panels # 75 -103, 106, 113, 131, 132, 135 -155 Resteel was per plans and spec. Concrete was consolidated. Admixtures 4oz WRDA Mateciat<Data: ............. ... Type of Material: Concrete Job Time: 10:05:00 AM Air Temperature: 64 Material Temperature 76 Yield Unit Weight: 0 Slump Inches: 41/2 Slump Specification: Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (F'C) @ 28: Truck Number. Ticket Number: Job Mix? Mix Number. Cement Type: Cement: Miles S & G Plant #: 3 263 4000 401 430555 No 6400 1 -11 6400 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water: 262 Water Added: Air Entrain: Admixture: See Remarks COW - 6 nianc'' Conforming to Plan? Yes Explain if "No ": Inspector. R.L.Otto Reviewer: `:TestStrengt Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/11/98 Fracture Type: (If "Other, than Cone.) Tested By: T.Hall Reviewed By: S.Brown Copies:.To: Building Department:: Date Mailed: 10/2/98 Engineer::' T ii C172 01019, C78 ::98 -292 Glacier / Cascade 6540 S. Glacier Tukwila ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure Age Days Size Inch Area Sq In' Weight Lbs Max Load Lbs Strength PSI Set # 9124 9/15/98 x 4 6x12 28.271 0 92920 3290 5 9125 9/16/98 X 5 6x12 28.27 0 93700 3310 5 91261 9/18/98 7 6x12 28.27 0 100180 3540 5 91271 10/9/98 28 6x12 28.27 0 0 5 91281 10/9/98 28 6x12 28.27( 0 0 5 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT`':' l° %OPUS Northwest LLC AITN:;';; ??•;Dave Kessler ADDRESS <;200 112th Ave NE #205 Bellevue, WA 98004 •ST.M>G:t72 CtQ.tBC: Permit Nuir neer :98 -292 ;'• Glacier / Cascade :6540 S. Glacier ;:Tukwila Report . Data:> Report Date 9/11/98 Inspection.: Perforate •l. oc atio >;: i Inspection Type: Reinforced Concrete Location: Walls Panels 75 -103, 106, 113, 131, 132, 135 -155 ;'R emarks Resteel was per plans and spec. Concrete was consolidated. Admixtures 4oz WRDA Material: Data Type of Material: Concrete Job Time: 12:15:00 PM Air Temperature: 75 Material Temperature 78 Yield Unit Weight: 0 Slump Inches: 4 3/4 Slump Specification: Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 3 378 4000 128 430619 No 6400 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water: 262 Water Added: Air Entrain: Admixture: See Remarks >COnformance Conforming to Plan? yes Explain if "No ": Inspector. R.L.Otto Reviewer: >::Test:Strength <':' Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 9/11/98 Fracture Type: (If "Other', than Cone.) Tested By: T.Hall Reviewed By: S.Brown Copies;To:I Building Department Date Mailed: 10/2/98 Engineer ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. • DESIGN MEMORANDUM TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences To: Wayne Eddy Fax Number: 453 -1712 Opus NW Date: 10 -1 -98 From: Ted Schepper, PE Project Number: 3613 -4 Subject: North Parking Retaining Wall Project Name: Glacier Building Tukwila, WA Wayne: As requested, we have completed design of a rockery/reinforced fill retaining wall system for the Glacier building. This system will support a vertical grade break off the north end of the parking lot. Based on review of the site grading plan prepared by AHBL, the wall will have a maximum height of six feet. As required by the City of Tukwila, the retaining wall design accounts for surcharge equivalent to H2O vehicle loading. Design calculations and a detail for construction of the rockery/reinforced fill wall system are attached. Shots d you have arty- questions or require additional information, please call. CC: FILE Cnpv OCT 0 1 1998 PERMIT CENTER OBSERVATION OF GEOGRID INSTALLATION BY GEOTECHNICAL ENGINEER AND SUBSEQUENT REPORT IS REQUIRED BY THE TUKWILA BUILDING DIVISION PRIOR TO FINAL APPROVAL. "43. SCH Fi k Iv "a Luz L r i;��3 . 'm ..o�w� "� •. ° CI U OF TEKWILA ''''' ., + ° SI ONP � ° ° o �K ?it @S Theodore J. Schepper, PE i 1 1 u' Kirkl , Washington 98034 Phone No. (206) 821 -7777 Fax: 821 -4334 V1 1)18 (0 tIG f Vir VON 01 0 4110. �� ? ;.-4411 }rte} .10 0141 titi ; ► : 04,4 • 18 in, min. ,;Mirof1 5XT Geogrid or equivalent reinforcement approved by ' Geotechnical Engineer. (see reinforcing schedule below) Firm undisturbed soil to be verified by Soil Engineer Keyway should be sloped down towards the face being protected Keyway Rockery Height 2' -3' 4 -5' 6' TERRA ASSOCIATES •Geotechnical Consultants min. Pavement 6 in. GEOGRID REINFORCING SCHEDULE No. of Grid Layers 1 2 3 NOT TO SCALE 3 in. min. gravel bedding 4 in. minimum diameter drain pipe surrounded by clean washed pea — gravel or gravel Grid Length (L) 3' 4' 5' RECEIVED CITY OF TUKWILA OCT 011998 PERMIT CENTER REINFORCED FILL /ROCKERY CROSS— SECTION GLACIER BUILDING TUKWILA, WASHINGTON Proj, No.3613 -4 I Date OCT. 1998 I Figure 1 • 4 3q i 1:. ; 340 GozL.., )c Ce E s 5a6ve.1%... S` xT LT P L TeA,ita�,.. 1IZo 11/4� 1100 /•‘. 8Z4.s 1\14 1100 • Z.o 104,1 lV /c , LC o • /A, i+7.0. LowtJt-snr .iverte 0 4114.0 z .4 - 3• ' 3G31., Grt ei •'''1' /0? 2. G3o j sI » • RECEIVED. ...__ CITY OF • TUKWILA OCT 0 1 1998 PERMIT CENTER TERRA ASSOCIATES Geotechnical Consultants PROJECT r; „L..; c(` 1.5 0;1 1X.4 LOCATION Tv lC w C 1,0 Pr CLIENT (f. 1) S 1 - (,{) BY� J CHECKED DATE 5C-361 -98 12525 Willows Rd,, Ste. 101 • Kirkland, WA 98034 • (425) 821 -7777 SHEET ZIL JOB NO. _._ '.''. 1. `' TERRA :'' , ' ASSOCIATES Geotechnical Consultants PROJECT G 7 l.Ct C. 'La fi? ,, : l ��'— BY P!�!' LOCATION r 1 CHECKED SHEET I CLIENT 0 DATE F-30 4 12525 Willows Rd., Ste, 101 • Kirkland, WA 98034 • (425) 821 -7777 _ 36 /y JOB NO. • •• 29 _ 'Zy 'en e t 1 F 0.r�1.. PrGSS�cE. /3 0 /C . ito Pa= 12o 3y ?ce- vse 3 - te..•E; s1,c�,ti� Fa 9 2 -- 2.0 (0 3 30' -‘1 /3o C 63 (7.S) ( & - n 3(�) gas St F z /1 V 014 ( 1' yt;c ✓n. "reir rd_ t, tel . z- /Y y. 3 G cl 111... RECEIVED • CITY OF TUKWIIA OCT 0 1 1998 PERMIT CENTER Terra Associates, Inc. GEOTECHNICAL REPORT Southcenter South Industrial Park - Site A South Glacier Street Near Olympic Avenue South Tukwila, Washington Project No. T -3613 Prepared for: Opus Northwest, LLC Bellevue, Washington July 8, 1997 RECEIVED ?Realties= CITY OF TUKWILA MPy 1 1 1998 Vit-0153 PERMIT CENTER Mr. Harry DeMarre Opus Northwest, LLC 200 - 112th Avenue NE, Suite.205 Bellevue, Washington 98004 Dear Mr. DeMarre: C TERRA ASSOCIALS, Inc. Subject: Geotechnical Report Southcenter South Industrial Park - Site A South Glacier Street Near Olympic Avenue South Tukwila, Washington Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences July 8, 1997 Project No. T -3613 As requested. we have conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of the anticipated project design and construction. In general, the site is underlain by 1.5 to 3 feet of loose to medium dense silty sand to silt fill. The fill overlies alluvial deposits consisting of loose sands, silty sands, silt, and soft clay. We encountered dense sands in two test borings drilled at the site at depths of 28 and 33 feet below existing grades. We observed groundwater at depths ranging from five to eight feet below site grades. To reduce post- construction settlements, we recommend that the building area be surcharged. Following successful completion of the surcharge program. the proposed office /warehouse facility may be constructed using conventional spread footings supported on structural fill. 12523 Willows Road, Suite 101, K:rlancl, Washington 98034 • Phone (206) 821 - 7777 RECEIVED CITY OF TUKWILA MAY 1 1 1998 piWrr nFNTE a ............ Mr. Harry DeMarre ' July 8, 1997 Sincerely yours, TERRA ASSOCIATES, INC. Kevin P. Roberts, P. Project Engit}eer 1 eodore J. Sch Principal Engin KPR/TJS:ts The attached report describes our explorations and explains our recommendations in greater detail. We trust this information is sufficient for your present needs. Please call if you have any questions or need 'additional information. Lis 6!18Y-; _9 _97 Project No. T-36:3 Page No. ii • Figures Vicinity Map Exploration Location Plan • Typical Settlement Marker Detail Retaining Wall Drainage Detail TABLE OF CONTENTS Page 1 .0 Project Description 1 2.0 Scope of Work 1 3.0 Site. Conditions 3.1 Surface . 2 3.2 Soils 3 3.3 Groundwater 3 3.4 Seismic Considerations 3 4.0 • Discussion and Recommendations 4 4.1 General 4 4.2 Site Preparation and Grading 4 4.3 Surcharge and Settlements . 5 4.4 Spread Footing Foundations 6 4.5 Slab -on -grade Floors i 4.6 Excavations 7 4.7 Utilities 4.3 Lateral Earth Pressures 3 4.9 Drainage 3 4.10 Pavements 8 5.0 Additional Services 9 6.0 Limitations 9 Figure 1 Figure 2 Figure 3 Figure 4 Appendix Field Exploration and Laboratory Testing Appendix A (1) ( ............ - 3.0 SCOPE OF WORK 1.0 PROJECT DESCRIPTION Geotechnical Report Southcenter South Industrial Park - Site A South Glacier Street Near Olympic Avenue South Tukwila, Washington The provided site plan shows construction of a 65,000 square foot office /warehouse building within the central portion of the property. Loading dock and parking areas will be located adjacent to the northern and southern margins of the building. Proposed grades are not known at this time. However, we expect site grades may be raised up to two feet in building areas to accommodate dock -high floor construction. Loading ramps at dock locations may require approximately two to three feet of excavation below existing site grades. Although specific design details are not available, we anticipate the buildings will be constructed using concrete tilt -up wall panels with interior columns supporting a wood truss roof system. Perimeter wall loads may approach four to six kips per foot with interior columns carrying SO to 100 kips. Floors constructed at dock -high grade could impose floor loads of 200 to 300 pounds per square foot (pst). We expect that truck traffic directed to loading dock areas will impose relatively heavy traffic loads on access roads. The recommendations given in the following sections are based on soil conditions observed in the test pits and borings, and our understanding of the project's design features. These recommendations should be considered preliminary and should only be used for planning purposes: We should review project design features as they are made available during the design stages of the project so that we may supplement or modify our recommendations as required. The subject site is located east and adjacent the Green River, near the intersection of South Glacier Street and Olympic Avenue South in Tukwila, Washington. The approximate location of the project is shown on the Vicinity Map. Figure 1. On April 29. 1997, we excavated backhoe test pits at the site to depths ranging from 9.5 to 13 feet below the existing site grades. We returned to the site on May 15 and 16, 1997 and advanced two hollow stem auger test borings to depths of 34 and 36.5 feet. Using the information obtained from the subsurface exploration, we performed analyses to develop geotechnical recommendations for project design and construction. C Specifically, this report addresses the following: • Soil and groundwater conditions • Site preparation and grading • Surcharge and settlements • Spread footing foundations • Liquefaction • Lateral earth pressures • Slab -on -grade floors • Excavations • Utilities • Pavements • Drainage requirements 3.0 SITE CONDITIONS 3.1 Surface Page No. 2 July 8, 1997 Project No. T -36 l3 The site comprises an irregularly- shaped open parcel of land located at the southwestern corner of the Southcenter South Industrial Park in Tukwila. The site is bounded to the east by railroad tracks and two office /warehouse buildings. A warehouse parking and loading dock area bound the site to the south. The Christensen Greenbelt Park Trail and the Green River bound the site to the west. :""''.' ' .• • The site topography is relatively flat. A level graveled parking area lies within the southern portion of the site. An approximately six -foot high berm slope leads upward at between 2:1 and 3:1 (Horizontal:Vertical) from the site's western margin to the Christensen Greenbelt Park Trail above the eastern bank of the Green River. The berm slope face was covered with berry brambles and appeared stable at the time of our visit. We noted some minor standing water within the southern part of the site. Vegetation consisted of grasses covering most of the property, with shrubs and berry brambles lining the western and northern edges of the property. 3.2 Soils The soil conditions observed in the test pits and test borings consisted of three to six inches of sod overlying a layer of fill soils extending to depths ranging from 1.5 to 3.5 feet. The fill consisted of brown sandy silt to silty fine sand with gravel that was loose to medium dense. Test Pit TP -4 showed minor amounts of organics and construction debris within the fill. We observed native brown to dark gray, loose to medium dense sand, sand with silt, and silty sand underlying the fill soils to depths ranging from seven to ten feet in Test Pits TP -1 through TP -4, and Boring B -I. We found soft to stiff sandy silt underlying the fill soils to the termination depth of Test Pit TP -5 and a depth of nine feet in Boring B -2. We noted soft organic silt and sandy silt underlying the sand and silty sand to the total depths of Test Pits TP -1 through TP -4. As shown by Test Pit TP -3, some of the organic silt contained wood fragments. All of the test pits were terminated within the soft silt layer. We encountered soft to medium stiff clay within Borings B -1 and B -2 at depths of 10 and 15 feet, respectively. We found medium dense to very dense sand and silty sand underlying the clay in Borings B -1 and B -2 at depths of 29 feet and 34 feet, respectively. Both borings were terminated within this soil. Figures A -2 through A -6 in Appendix A present more detailed descriptions of the subsurface conditions encountered in the test borings. The approximate test boring locations are shown on Figure 2. The Geologic Map of the Renton Quadrangle, King County, Washington by D.R. Mullineaux (1965' shows that the soils in the site vicinity are mapped as alluvium (Qaw) deposited by the Green River. The map indicates this soil unit is up to 50 feet thick and primarily consists of clayey silt and fine sand within its upper pertion. The soils observed in the test pits and test borings correlate with the published description of the alluvium. 3.3 Groundwater We observed groundwater seepage within each test pit and test boring at depths ranging from 5 to 3.5 feet below the ground surface. The groundwater levels observed in the test holes appeared to correspond approximately with the level of the nearby Green River. In general, groundwater levels at the site will fluctuate in response to the rise and fall of the river. Most of the test pits showed extensive caving of soils below the groundwater table elevation. 3.4 Seismic Considerations The Puget Sound area falls within Seismic Zone 3 as classified by the Uniform Building Code (UBC). Based on the soil conditions encountered and the local geology from Table 16 -J of the 1994 UBC, a site coefficient of L5 should be used in design of the structures. Page No. 3 July 8, I997 Project No. T -3613 ., • • , Soil Liquefaction July 8, 1997 Project No. T -36 13 We reviewed the results of our field and laboratory testing and analyzed the potential for liquefaction of the site's soils during an earthquake. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. Test Pits TP-2 through TP -4 showed loose to medium dense sand with silt and silty sand underlying the existing fills. The bottom one to three -foot thick portion of this soil lies below the groundwater table. The test borings showed occasional one to two -foot thick layers of loose sand interbedded with the silts and clays. These saturated sandy layers would likely experience some minor settlements due to soil liquefaction during a moderate to severe seismic event. Because the layers are thin relative to the predominant silts and clays at the site, we believe the impacts to the project due to soil liquefaction and related settlements will be small. 4.0 DISCUSSION AND RECOMIMENDATIONS 4.1 General Based on our study, in our opinion, there are no geotechnical constraints that would preclude construction of the proposed office. /warehouse facility. The primary geotechnical concern for construction at this site is the presence of soft silts and clays underlying the near - surface sands and silty sands. The compressible soil layers are intermittent to depths ranging from 10 to 15 feet where they grade to a layer of soft to medium stiff clay to a depth of approximately 30 feet. Consolidation of these soils will occur when subjected to loads comparable to those expected from the proposed construction. In order to use spread footing foundations for the office/warehouse building, it will be necessary to load the compressible soils and induce most of the expected primary settlements before construction. At minimum, the site should be surcharged with four feet of fill placed above that required to achieve desired construction grade. We also recommend supporting foundations on a minimum of two feet of granular structural fill. The following sections provide detailed recommendations regarding the above issues and other geotechnicai design considerations. These recommendations should be incorporated into the final design drawings and construction specifications for the project. 4.2 Site Preparation and Grading To prepare the site for construction, all vegetation and organic surface soils should be stripped and removed from the areas under construction. Surface stripping depths ranging from three to six inches should be expected to remove sod and surficial organic soils. Following clearing, the building and pavement subgrades should be proofrolled ith heavy construction equipment before placement of additional fill. Soft, yielding areas should be overexcavated to firm bearing soil and replaced with structural fill. Where excavations to achieve firm conditions are excessive. you could consider using, a geotextile fabric such as iblirafi 500X in conjunction with limited l)verexca vac icn and replacement with a structural fill. Typically, 13 inches of clean granular structural fill over the fabric will achieve a stable subgrade. Page No. 4 Maximum Aggregate Size 3 inches Maximum Passing the No. 4 Sieve 75 percent Maximum Passing the No. 200 (Based on the Minus 3/4 -inch Fraction) Sieve 5 percent Foundation subgrades should be overexcavated a minimum of two feet and restored with granular structural fill. The overexcavation should extend laterally from the sides of the footing a minimum distance of one foot. Structural fill used to restore foundation grade should be granular in nature as described below. Our laboratory testing shows that the existing fill and native soils were above their optimum moisture content at the time of our investigation. It will be difficult to achieve proper compaction of these soils in their present condition. To achieve proper compaction, it will be necessary to dry the soils by aeration or treat them with a cement or lime additive. When properly moisture conditioned, the existing inorganic fill and native soil will be suitable for use as fill below building floors and pavements. For below foundations and if fill placement takes place during wet weather or if the moisture conditions of the fill material cannot be controlled, we recommend using a material that meets the following grading requirements for structural fill: Fill Surcharge Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum density, as determined by ASTM Test Designation D -698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within about two percent of its optimum. as determined by this ASTM method. 4.3 Surcharge and Settlements We recommend surcharging the building site to induce most of the primary settlements expected from building loads before construction. The surcharge program will require construction of a fill pad at the site that is four feet higher than that needed to establish desired construction grades. ( ..... Page No. 5 July 8, 1997 Project No. T -3613 We estimate that a four -foot thick pad of surcharge fill placed above final site grades (assumed two feet higher than existing graded will induce 8 to 12 inches of primary settlement. We estimate a two to four month period will be required to complete the fill surcharge program. After removing the surcharge fill and constructing the building, the post-construction primary settlement should be one inch or less. Additional long -term secondary settlement of 1.'2 to one inch should also be expected over the normal life span of the structure (50 years). The actual period for completion and magnitude of the primary settlements will be governed by variations in subsurface conditions at the site. We should review the final foundation and grading plans to better assess the expected settlements. We do not believe it is necessary to place a surcharge of fill within the parking and access easement areas. However, the structural fill required in the pavement areas should be placed as soon as possible to allow time for consolidation of the compressible layers and reduction of potential settlement impacts on pavement and utilities. The site grades should be raised using structural fill as outlined in the Site Preparation and Grading section. Surcharge fill does not need to meet any special requirements other than having a minimum in -place unit weight of 120 pounds per cubic foot (pcf). However, it is advisable to use a good quality fill that could be used to raise grades in other portions of the site, such as parking and driveway areas, if necessary. To verify the amount of settlement and the rate of movement, the surcharge program should be monitored by installing settlement markers. A typical settlement marker installation is shown on Figure 3. The settlement markers should be installed on the existing grade before placing any building or surcharge fills. Once installed. elevations of both the fill height and marker should be recorded daily by a registered land surveyor until the full height of the surcharge is in place. Once fully surcharged, readings should continue weekly until the anticipated settlements have occurred. It is critical that the grading contractor recognizes the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is nearly impossible to evaluate the progress of the surcharge program if the markers are damaged or destroyed by construction equipment. Therefore, it may be necessary to install new markers and to extend the surcharging time to ensure that settlements have ceased and building construction can begin. 4.4 Spread Footing Foundations Page No. 6 July 8, 1997 Project No. T -3613 Following the successful completion of the surcharge program, if the above estimated settlements are considered tolerable, the building may be supported on conventional spread footing foundations bearing on a minimum of two feet of compacted structural fill. Perimeter foundations exposed to the weather should be at a minimum depth of 1.5 feet below final exterior grades. We recommend designing foundations for a net allowable bearing capacity of 2,500 psf. For short -term loads such as wind and seismic, a 1/3 increase in this allowable capacity can be used. With the anticipated loads and bearing stresses. the estimated total settlements are as discussed in the Surcharge and Settlements section. For designing foundations to resist lateral loads, a base friction coefficient of 0.4 can be used in design of the structures. Passive earth pressures acting on the side of the footing and buried portion of the foundation stem wall can also be considered for resisting lateral loads. We recommend calculating this lateral resistance using an equivalent tluid weight of 350 pcf. We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent fill soil or backfilled with structural fill as described in the Site Preparation and Grading section. The recommended lateral resistance value includes a safety factor of 1.5. July 8, 1997 4.5 Slab -on -grade Floors 4.6 Excavations 4.7 Utilities Page `o. 7 Project No. T -3613 With site preparation completed as described in the Site Preparation and Grading section, new structural fill soils should be suitable for supporting slab -on -grade construction. Immediately below the floor slabs, we recommend that an allowance be made for placing a capillary break layer consisting of four - inches of clean free - draining sand or gravel which has less than five percent passing the No. 200 sieve. This layer will guard against wetting of the floor slab due to the underlying soil conditions. Where moisture via vapor transmission is not desired, a polyethylene vapor barrier should be placed on the capillary break layer. To aid in uniform curing of the concrete, we recommend placing two inches of clean, uniform sand on the vapor barrier. For slab thickness design with respect to floor deflection due to traffic and point loadings, a subgrade modulus of 300 pounds per cubic inch (pci) can be used in design. Excavations greater than four feet deep will need to be completed in accordance with local, state. or federal regulations. In accordance with the Occupational Safety and Health Administration (OSHA), inorganic soils. encountered at the site would be classified as Group C soils. Accordingly, excavations within the native soils or fill at the site that are greater than four feet but do not exceed 20 feet deep will need to be laid back with side slope gradients of 1.5:1. As another option. a trench shoring. box to support excavations throughout the lower depth may be used in conjunction with sloping of the upper portion of the excavation as outlined above. Dewarering of the excavation will need to be considered where excavation depths exceed five feet below the existing site grade. The above information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. We recommend that all site utilities be bedded and backfilled in accordance with applicable APWA specifications. For site utilities within City rights -of -way, bedding and backfill should be completed in accordance with City of Tukwila specifications. At a minimum, utility trench backfill should be placed and compacted in accordance with recommendations presented in the Site Preparation and Grading section. Where utilities will occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density ' as determined by the referenced ASTNI standard. Due to the potential for long- term settlements, utility pipe joints and connections should be flexible, allowing up to one inch of differential movement. rte. July 8, 1997 Project No. T -3613 C 4.8 Lateral Earth Pressures The magnitude of earth pressure development on retaining walls constructed in loading dock areas will partly depend on the quality of backfill. Where fill is placed behind retaining walls, we recommend placing and compacting it as structural fill. Wall drainage must also be installed to guard against the buildup of hydrostatic pressure. A typical wall drainage detail is shown on Figure 4. With granular backfill placed and compacted as recommended and drainage properly installed,,we recommend designing the restrained (not free to deflect) retaining walls for an at -rest earth pressure equivalent to a fluid weighing 50 pcf. A value of 35 pcf may be used for the case where the wall is unrestrained (free to deflect). These values do not include other surcharge loading, such as from fill backslopes or adjacent footings that may act on the wall. If such conditions will exist, the imposed loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the Spread Footing Foundations section. 4.9 Drainage Surface Final exterior grades should promote free and positive drainage away from the building areas at all times: Water must not be allowed to pond or collect adjacent to foundations . or within the immediate building area. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided. unless provisions are included for collection and disposal of surface water adjacent to the structure. Subsurface Provided final site grades promote free and positive drainage away from the building perimeter where pavement extends to the building, we do not believe perimeter foundation drains would be necessary. We recommend installing a continuous drain along the outside lower edge of the buildings' perimeter foundations in landscaped areas. The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. 4.10 Pavements Placement of pavement sections.on existing fills may be considered. However, even if compacted to a firm and stable condition at the time of construction, the soil will be subject to strength degradation due to increases in its moisture content. To mitigate this potential and provide long -term subgrade support, we recommend amending the sandy silt and silty fine sand subgrades with a cement or lime additive. Page No. 8 July 8, 1997 Project No. T -3613 On a preliminary basis, we recommend scarifying the pavement subgrade a minimum depth of 12 inches and uniformly blending in Type I Portland cement at an application rate of 80 pounds per square yard of surface area. The soiVcement blend should then be compacted to a minimum of 95 percent of the blend's maximum dry density as determined by ASTM Test Designation D -698 (Standard Proctor). The moisture content of the blend should be within -I to +2 percent of its optimum at the time it is compacted. Depending on traffic loads, in our opinion, two to three inches of asphalt concrete (AC) can then be placed directly on the soil /cement subgrade. Site utilities should be installed before amending the pavement subgrade as described above. 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated in the project design. We should also provide geotechnical services during construction in order to observe compliance with the design concepts, specifications, and recommendations. This will also allow for design changes if subsurface conditions differ from those anticipated before the start of construction. 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is the property of Terra Associates, Inc. and is intended for specific application to the Southcenter South Industrial Park - Site A project in Tukwila, Washington. This report is for the exclusive use of Opus Northwest, LLC and their authorized representatives. No other warranty, expressed or implied, is made. The analyses and recommendations presented in this report are based upon data obtained from the test pits and test borings drilled on -site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report before proceeding with construction. 'to AO S 1801,1 I ) 71 4.390 1 . • (SE IITTI/ 171_ • Ilr :: • I434° ! st • 5/11.—^111E. i "• .35r gt ;II tsvc 7 . 36 4'• • - " • L I 4 =, / 4.,•/ 4. • s '• -•••• C. r; 4 "sr •••• Stej - ▪ S S S Z:ZTH ' ■ S :17" Sr . . 1; 4 ,.%Pro.. , I.. ••■I COO ; V , ,s .. : 0 : \ ... i I ,'.4 , . 1 . 'S...1 ., 1 I !Nra s• -- 71•.• - •.■. ..." r -'4,-;t ■ Ar i :, S .. . . ,...,, •,.!.... e sr -- :Tv 31 3 i ....4.. 17 E4 3» Lic?,,..-,,,...r mit"?' .• i 2 , 1 'ft-• fr• i ../SN a •••• •••••• x,t A •=1 P.Ar ... . .. "RC • F: i. -'• •G. .....:...::4 `--• .............._,.... , ,e REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 655, 656, 685 AND 686, 1997 EDITION. I / ' TERRA ASSOCIATES Geotechnical Consultants •-• - • 0- 4•1•1111•1■0./ •11 " :1 7 : • 1 ' . 1 • • 1 27Th s S VICINITY MAP SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE A TUKWILA, WASHINGTON Proj. No. 3613 Date MAY 1997 Figure 1 LOT 13 e • k , . r • •, B -2 5i TP -1 W ^G.C1- Eons Vl E 000 ) t / ' *o IIn /TP -3 � s ,L,W 1 P 1D Glut', LO 4 (202,565 S.F.) O (No 9ulldIng) TP -2 • 1.44.0.5 (le t'0 '- Utility- i -Sprr- Easement RGLLGB 6x 1CL0SF (AF *7704210775) B -1 RIVER ENVIRONMENT 22 1 TP -5 LOW IMraCT 20NE (4 5i TP -4 1 M 1 'L 1 3 • •I a 0 r LOT 3 is•• S41. 41 b o 0 0 Ib w ..59. 1 4 . 102.x' 24 Ty, ++_ 510'23'50 "w .. .,. ._ _....___ 12• 20• RR EASEMENT .iq SR E LOT 12 4 � 4� \ � 4',9‘... .....• ~ � i �N .d., ..... 2 4 � 02 GREEN RIVER LOT 11 V' `.1 69 sE 11 0"04.03. (AFN! e 31: 5 : : 11 - 5 — - � - s 2 E 4f • •7'0 421077! 1 00.00 14.4 C • E iC0 CC � n�02'00" E . N 20. �'•� "f A 45 COMMON INGRESS /EGRESS EASEMENT LOTS 31 .75' � k.Jp, OF . r 7�ak TERRA ASSOCIATE Geotechnicai Consult( mul TI -4 a• G 1" UtiIIty -6— Spur - Easement 1 7704210775J 1 IC • • z J -------- [--- '04210770 7 "• '118'02'00` E 38 Co COMMON INGRESS /EGRESS EASEMENT LOTS 3 & 4 a LOT 3 20 • Z , „ • .............. 31 .5 • (Si. snf 111 _•,r't44QtU:D �h &r,«I k TERRA • ASSOCIATES 'otechnical Consultonts APPROXIMATE SCALE 80 0 80 LEGEND:_ APPROXIMATE TEST PIT LOCATION - ,APPROXIMATE BORING LOCATION 160 feet REFERENCE: UNTITLED AND UNDATED SITE PLAN PREPARED BY OPUS NORTHWEST. EXPLORATION LOCATION PLAN SCUTHCENTER SOUTH INDUSTRIAL PARK — SITE A TUKWILA, WASHINGTON Praj. No.3613 I Date MAY 1997 I Figure 2 STEEL ROD HEIGHT VARIES SURCHARGE :. , (SEE NOTES) OR FILL .•...• • -.• TERRA ASSOCIATES Geotechnical Consultants NOT TO SCALE PROTECTIVE SLEEVE ' ' SURCHARGE , • • • OR FILL NOTES: 1. EASE CONSISTS OF 1/2" THICK, 2'x2' PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE. 2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND. 3. MARKER ROD IS 1/2" DIAMETER STEEL ROD THREADED AT BOTH ENDS. 4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE. 5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE. 6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS. 7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS —FIT PLASTIC COUPLINGS. 8. STEEL MARKER ROD'. SHOULD EXTEND AT LEAST 6" ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE. 9. STEEL MARKER ROD SHOULD EXTEND AT LEAST 1" ABOVE TOP OF FILL SURFACE. TYPICAL SETTLEMENT MARKER DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE A TUKWILA, WASHINGTON Proj. No. 3613 I Date MAY 1997 I Figure 3 12" MINIMUM WIDE FREE — DRAINING GRAVEL TERRA \S Y /,. / /j /...'s ASSOCIATES ''otechnical Consultants 4" DIAMETER PVC PERFORATED PIPE NOT TO SCALE SLOPE TO DRAIN 12" OVER THE PIPE 3" BELOW THE PIPE EXCAVATED SLOPE (SEE REPORT FOR APPROPRIATE INCUNATIONS) COMPACTED STRUCTURAL BACKFILL RETAINING WALL DRAINAGE DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE A TUKWILA, WASHINGTON Proj. No. 3613 Date MAY 1997 Figure 4 (............ Project No. T -3613 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Southcenter South Industrial Park - Site A Tukwila, Washington On April 29, 1997, we excavated five backhoe test pits at the site to depths ranging from 9.5 to 13 feet below the • existing site grades. We returned to the site on May 15 and 16, 1997 and advanced two hollow stem auger test borings to depths of 34 and 36.5 feet. The test boring and test pit locations are shown on Figure 2. The Test Boring and Test Pit Logs are presented on Figures A -2 through A -6. An engineer from our office maintained a log of each test hole as it was advanced, classified the soil conditions encountered, and obtained representative soil samples. All soil samples were visually classified in accordance with the Unified Soil Classification System shown on Figure A -1. Representative soil samples were obtained from the test borings using sampling procedures outlined in ASTM Test Designation D -1536. The samples were placed in jars or tubes (ring samples) and taken to our laboratory for further examination and testing. Moisture content, liquid limit, and unit weight determinations were made on some of the samples. These values are reported on the Boring and Test Pit Logs. Grain size analyses were performed on two of the samples. The results of the grain size analyses are presented as Figure A -7. CO ° ' _.t O N ' N CO To w m Z Z E o �, R. 0 o C•1 F, o CO c Z al c Q cII o o s o g GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels ( less than 5% fines) GW Well- graded gravels, gravel -sand mixtures, little or no fines. GP Poorly- graded gravels, gravel - sand mixtures, little or no fines. Silty gravels, gravel -sand -silt mixtures, non - plastic Gravels GM f fines. with fines GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. ' SANDS More than 50% of coarse fraction is smaller than No. 4 sieve Clean SW I Well- graded sands, gravelly sands, little or no fines. Sands (less than i 5% fines) I SP Poorly- graded sands or gravelly sands, little or no I fines. SM Silty sands, sand - silt mixtures, non - plastic fines. Sands with fines l SC ( Clayey sands, sand -clay mixtures, plastic fines. 771, CO .` �, �a O - ' CV CO FA c a Q) p o z . N Z silts, rock flour, clayey silts with slight plasticity. SILTS AND CLAYS ML I CL Liquid limit is less than 50% I Inorganic clays of Icy/ to medium plasticity, (lean clay). OL Organic silts and organic clays of low plasticity. L Q c -- a MH Inorganic silts, elastic. m *(7) SILTS AND CLAYS lL CH Inorganic clays of high plasticity, fat clays. z a Liquid limit is 50% cn : greater than L 2 OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS w Standard Penetration Density Resistance in Blows /Foot — 2" OUTSIDE DIAMETER SPLIT _ SPOON SAMPLER C% Very loose 0-4 c Loose • 4 -10 Medium dense 10 - 30 z Dense 30 - 50 4 Very d ense >50 c% — 2.4" INSIDE DIAMETER RING SAMPLER — OR SHELBY TUBE SAMPLER 1 WATER LEVEL (DATE) Tr TORVANE READINGS, tsf ■ Standard Penetration Consistency Resistance in Blows /Foot Pp PENETROMETER READING, tsf DD DRY DENSITY, cubic foot = Very soft 0 - c` I Soft 2_4 J , Medium stiff 4 - 8 �' Very stiff 6 ! Hard >32 pounds per LL LIQUID LIMIT, percent PI PLASTIC INDEX N STANDARD PENETRATION, blows per foot UNIFIED SOIL CLASSIFICATION SYSTEM SOUTHCENTER S OUTH INDUSTRIAL PARK TUKWILA WASHINGTON TcRRA ASSOCIATES Geotechnical Ccnsuttants Proj. No. T -3613 1 Date MAY 1997 I Figure A -1 MAJOR DIVIS`IS LETTER SYMBOL TYPICAL DESCRIPTION _ - - _ (0 to 3 inches scd) FILL: Brown silty fine SAND with some gravel. medium dense, moist. (SM) 8.4 23.1 Z 43.3 Brown silty fine SAND, loose to medium dense, moist to 7.5 feet becoming saturated. (SM) _ Gray sandy SILT, soft, saturated, non - plastic, very fine sand (ML). _ Test pit terminated at 13 feet. Light groundwater seepage observed at 7.5 Extensive caving below 7.5 feet, feet. Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 (0 to 6 inches sod) FILL: Brown sandy silt with gravel, loose, moist. (ML) Black fine SAND with silt, medium dense, moist to 5 feet becoming saturated. (SP -SM) Dark gray sandy SILT, soft, saturated, non - plastic. (ML) 27.4 44.4 Logged by: KPR Date: 4/29/97 Depth (ft.) 5 10 15 Test Pit NC. TP -1 Soil Description Test pit terminated at 9.5 feet. Unable to advance test pit due to caving. Light seepage observed at 5 feet. Test Pit No. TP -2 Soil Description Moisture • Content ( %) Moisture Content ( %) TERRA ASSOCIATES Geotechnical ConsuU'ants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON I Proj. No, T -3613 I Date MAY 19971 Figure A -2 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 5 10 15 C Test Pit . N`. TP -3 Soil Description (0 to 4 inches scd) FILL: Brown silty fine sand with few gravel inclusions, medium dense, moist to wet. (SM) Dark brown fine SAND with silt, loose to medium dense, moist to wet becoming saturated at 5 feet. (SP -SM) Dark brown gray SILT /organic SILT, with buried wood. soft, saturated, non - plastic. (MLJOL) 13.2 14.4 52.9 Test pit terminated at 10 feet. Light groundwater seepage and extensive caving below 5 feet. Test Pit No. TP -4 Soil Description Moisture Content %) Moisture Content ( %) (0 to 3 inches sod) FILL: Brown silty fine sand with some gravel and rare boulder, bits of wccd and masonry, medium dense, wet to 1 foot becoming moist. (SM) Dark gray fine SAND with silt, loose to medium dense, moist to wet becoming saturated at 6 feet. (SP -SM) Grades to: Dark brown gray SILT with sand and occasional buried wood, soft, saturated, non - plastic. (ML) 14.0 27.0 48.0 Test pit terminated at 9.5 feet due to extensive caving. Light groundwater seepage noted at 6 feet. ; ` -� TERRA ASSOCIATES Geotechniccl Consurtcnts TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON Proj. No. T -3613 Date MAY 19971 Figure A -3 ,- 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 Test Pit Nc? TP -5 Soil Description Moisture Contert ( %) (0 to 3 inches sod) FILL: Brown silty fine sand with some gravel and occasional buried wood, medium dense, moist. (SM) Brown, mottled silty very fine SAND /sandy SILT, medium stiff to 5 feet becoming soft, moist to 5 feet, becoming saturated. (SM /ML) Brown mottled SILT with occasional organic fibers, soft, saturated, non - plastic. (ML) Becomes gray at 8 feet. Test pit terminated at 13 feet. Light groundwater seepage at 5 feet. Minor caving below 7 feet. 32.7 43.7 TERRA ASSOCIATES Geotechnical Consuttants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON Proj, No. T -3613 I Date MAY 19971 Figure A - 1 Aft Logged by: DPL Date: 5/16/97 Soil Description FILL: Brown silty SAND, moist, fine grained, some mottling. (SM) Gray -brown silty SAND, wet, fine grained. (SM) Gray sandy SILT, wet, slight plasticity. (ML) Gray sandy SILT to clayey silt, wet, peaty wood pieces, non - plastic to slight. (ML) Black SAND, wet, fine to coarse grained. (SP) Gray CLAY, wet, plastic, small peaty wood pieces, some thin sand lenses. (CL) Black SAND, wet, fine to medium grained. (SP). Thin gray silt lenses at 31 feet. Boring terminated at 34.0 feet. Groundwater encountered at 7.0 feet. • TERRA ASSOCIATES Geotechnical Consultants Boring No. B-1 Consistency / Relative I Depth Density I (ft.) Medium Dense Black silty SAND, wet, fine grained. (SM) Very Loose L. 5 Dense Medium Soft Very Soft Very Loose Soft to Medium Stiff Dense to Very Dense 10 15 -- 20 = 25 30 a. c�a V) 3 H 4 T N Blows/ foot 3 2 3 18 11 1 1 )� 5 31 60 62 Moisture Content (%) 16.2 29.5 21.6 36.2 42.4 63.3 61.4 63.0 49.2 60.8 48.0 46.3 48.7 53.5 25.3 Notes 5/16/97 Wet Unit Weight = 95.4 pcf Wet Unit Weight = 102.4 pcf Wet Unit Weight = 91.6 pcf BORING LOG SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON Proj. No. T -3613 Date MAY 19971 Figure A -5 Logged by: DPL Date: 5/15/97 Soil Description FILL: Brown silty SAND, moist, fine grained. (SM) Brown SILT to sandy silt, wet, non - plastic. (ML) Black silty SAND, wet, fine to medium grained. (SM) Whitesh -brown SILT with peat, wet, interbedded with gray clay, slight plasticity. (MUCL) Gray CLAY, wet, plastic, peaty wood pieces. (CUP i ) Gray clayey SILT, wet. (ML) Black silty SAND, wet, fine to coarse grained. (SM) Boring terminated at 36.5 feet. Groundwater encountered at 8.5 feet. TERRA ASSOCIATES Geotechnlcal Consultants Boring No. Consistency! Relative Density Loose Soft to Medium Stiff r Loose Gray clayey SILT to CLAY, wet, peaty wood pieces, plastic. (MLJCL) Very Soft Very Soft to Soft Very Soft to Medium Stiff Stiff to Hard =-10 Depth (ft.) 5 15 20 —25 Very Dense to — 35 Medium Dense 30 ' n (N) E I Blows/ w { foot 6 5 31.9 7 31.3 3 45.9 1 30.6 43.5 4 83.0 69.8 5 69.3 8 53.7 82.9 3 88.7 45.5 10 45.2 56 26,4 18 26.5 Moisture. Content' ( %) 18.3 Notes 5/15497 Wet Unit Weight = 84.8 pcf Wet Unit Weight = 67.9 pcf Wet Lnit Weight = 84.0 ;cf BORING LOG SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON 1 Proj. No. T -3613 'Date MAY 1997 Figure A -6 0 0 01 0 CD (/) —1 P1 100 90 80 70 60 50 40 30 20 10 Key • 0 SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMDER OF MESH PER INCII, U.S. STANDARD I 01 4-( Boring or Test Pit TP-2 TP-3 Depth (ft.) 4.0 1.0 (.4 4. 00 C10 USCS SM SM CD 0) 8 I I I ruT • • 1 I flFT 0 CO GI CO 01 -P. IA A CD ▪ 0 CD CD 0 CD CD CD CO b) b b GRAIN SIZE IN MILLIMETERS co co b - c) b -A. CA Is.) I COBBLES I COARSE G wi 11" CoARSE I MEDIUM I SAND FINE I FINES Description silty SAND silty SAND with gravel I tYDROMETER ANALYSIS I GRAIN SIZE IN MM . CI " 5' O 173 CD i7D 1 C.4 CD 0 0 0 — Cn CDCDb CDCD CD CD 0 - Co 04 C.-1 111 Moisture Content (%) LL 0 10 20 "T) - 0 3u —I 40 50 60 70 80 9C 100 CD CD PL TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. John Gordon Opus Northwest, LLC 200 - 112th Avenue NE, Suite 205 Bellevue, Washington 98004 Subject: Geotechnical Evaluation Southcenter South Industrial Park, Site A South Glacier Street near Olympic Avenue South Tukwila, Washington Reference: Geotechnical Report, Southcenter South Industrial Park, Site A, by Terra Associates, Inc., dated July 8, 1997 Dear John: As requested, we have completed a limited subsurface investigation along the Green River levee at the western margin of the subject site. The purpose of our investigation was to evaluate soil conditions in the levee and provide geotechnical recommendations for construction of a fire lane emergency access roadway. Review of a February 12, 1998 facsimile transmission from AI- L indicates the existing levee will be widened to allow construction of a minimum 16 -foot wide roadway for fire truck emergency access. Two -foot wide shoulders will be constructed on each side of the access roadway. We understand the fire access lane would only be used for vehicular traffic in cases of emergency. The City of Tukwila has indicated the levee must be able to support seventeen -ton truckloads. February 18, 1998 . Project No. T -3613 SITE CONDITIONS The approximately four to six -foot high levee extends along and inside the sites' western margin. The asphalt - paved Christensen Greenbelt Park Bicycle Trail is located on the crest of the levee. The eastern sideslopes of the levee are inclined at approximately 2 :1 (Horizontal:Vertical) to 3:1, with the steeper slopes located along the northwestern edge of the site. The middle and lower portions of the slope are heavily vegetated with berry brambles and shrubs. At some locations, small zones of shallow sloughing of the upper embankment fills exposed an 1 8-inch to 2 -foot thick layer of fill soils consisting of gravelly silty sand with cobbles. No significant signs of instability were observed in the eastern embankment slope. 12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (425) 821 - 7777 Mr. John Gordon February 18, 1998 Five hand test pits were excavated with a posthole digger to depths ranging from two to four feet near the top edge and toe of the levees' eastern slope. Two test pits dug near the top of the slope showed a 1.5 to 2 -foot thick layer of fill consisting of medium dense gravelly silty sand with cobbles. An additional test pit, excavated further downslope, showed a one -foot thick layer of topsoil /fill overlying fill consisting of loose silty fine sand /sandy silt. Two test pits excavated the slopes' toe showed similar silty fine sand/sandy silt fill soils, but with a slightly higher relative density (loose to medium dense). The silty fill soils appeared to comprise reworked on -site alluvial fine- grained sediments found in the area. DISCUSSION AND RECOMMENDATIONS The top 18 inches to 2 feet of the levee appears to consist of compacted gravelly silty sand fill, with a,thin surface layer of asphaltic concrete (AC) at the bike trail location. Because of its gravel content and compacted nature, analysis indicates the existing upper compacted gravel fill layer will provide suitable support for the above design loading imposed in cases of emergency. Review of the provided cross - section shows the levee will be widened by up to ten feet beyond its eastern crest. To provide stability, the new embankment fill should be keyed and benched in the existing embankment fill. The keyway and intermediate bench subgrades should be compacted to provide a stable subgrade for the new fill. A detail showing typical key- and -bench construction is shown on the attached section. All fill used for embankment widening should be compacted as structural fill as described in the referenced geotechnical report. As discussed in the referenced report, the fill soils are extremely sensitive to moisture and will quickly degrade if disturbed in wet conditions. We believe the on -site sandy silt/silty sand may be used as embankment fill provided construction occurs during an extended period of dry weather to allow for drying the soils or the soils are amended with cement additives to improve strength and compatibility. Alternatively, imported pit run sand and gravel may be used for embankment construction. The existing upper 18 inches of gravelly silty sand fill would be capable of supporting the design traffic load of 17 tons with limited load application (less than 100 vehicle trips). Analysis indicates a pavement base consisting of a minimum 12 -inch thick layer of compacted gravel base should be placed on the compacted fill subgrade in the widened portion of the embankment. The underlying subgrade must be firm and unyielding prior to placing the gravel base layer. Alternatively, the top 12 inches can consist of a soil cement base that exhibits a minimum seven - day compressive strength of 500 pounds per square inch (psi), as described in the Pavement section of the referenced report. A wearing surface consisting of one inch of AC should then be placed over the gravel or soil cement base: The existing levee soils and new access lane will provide satisfactory driving conditions for limited emergency access vehicle traffic. Some rutting of the paved surface should be expected under repeated heavy truck loads, particularly ‘vhere traffic drives on the existing relatively thin bicycle path surface. The potential for rutting in the widened portion of the access lane could be reduced by placing a geotextile separation fabric, such as IMlirafi 500X, on the embankment fill subgrade prior to placing the overlying gravel base layer. Project No. T -3613 Page No. 2 ' \ Mr. John Gordon February 18, 1998 Sincerely yours, TERRA ASSOCIATES, INC. Kevin P. Roberts, P.E Project Engineer eodore J. Principal En KPRJTJS:dvp cc: Mr. Dav We trust this information is sufficient for your current needs. If you have any questions or require additional information, please call. !EXPIRES 6/18/ 9 --/1 - ?d Project No. T -3613 Page No. 3 SHEET NO. NO. OF ORIGINALS NO, OF COPIES DATE DESCRIPTION 1 -EA Excerpt of sht. C -1 Glacier indicating rockery 10/07/98 WED 13:09 FAX 425 251 5759 OPUS NW 04 OPUS Opus Northwest, L.L.C. 200 - 112th Avenue NE Project Phone:(425) 251 -1512 Suite 205 Bellevue, Washington 98004 GLACIER/CASCADE BUSINESS CENTER FAX - TRANSMITTAL To: City of Tuwila Date: 10/7/98 • Job 6300 – South Center Blyd. Re: Glacier Cascacjg Tukwila Washington 98188 ATTN: Alexa Berlow Phone: 206 -431 -3673 Fax; 206 -431 -3665 We are sending you: [X] Attached [ ] Under Separate Cover [X] VIA Fax – 2 Sheets include this The Following: [ ] Copy of Letter [ ] Prints [X] Plans [ ] Shop Drawings [ ] Change Order [ ] Sepias Prepared by: These are transmitted: For Approval Approved — For Your Information X For Your Use , Approved As Noted For Bids Due _ As Requested Not Approved For Review and Comment Notes: cc: [ ] Samples [ ] Specifications RECEIVED Sincerely, CITY OF TUKWILA OPUS NORTHWEST, L.L.C. OCT a 7 1998 Wayn : Eddy, Project tanager Project Fax ;(425) 251-5159 PERMIT CENTER Rion. -'' -. �....___. • -- -,.. N 1 1 6 0 - 25 D N G I al (laDC `I ICIER -111 THE - AGREED SEi B FOR FUIURE PROVIDE 4-FEET 1i1GN CHAIN UNK FENCE OR OTHER SAFTY ER r APPROVED BY THE CITY PRIOR TO CONSIRUC11 CONNECT WAIL ORAIN TO CB110 CATCH BASIN SCHEDULE .1 0 0 0 Memorandum C TO: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 In regards to the Structural Comments dated 7/15/98. 1. . f. •wy%.3t.j Project No. Project Name: Regarding: Date: 2215 North 30th Street , Suite 300 • Tacoma, WA 98403 • (253) 383 -2422 • FAX (253) 383 -2572 AHBL • r • r i r A •r L :. i ��ILF > 97191.20 Glacier Building Review Structural Comments July 23, 1998 Inspection and Testing requirements in accordance with UBC Sections 108 and 1701 are called out in section 1.5 of S1.01. 2. The 3 /" expansion anchors in the bottom plate of the shear wall have an embedment of 5" into a 12" deep footing which is 24" wide (see 3/S2.03). Note #9 on S2.01has been changed to call out Grid 3 and Grid 4 shear walls. 3. The snow drift for a 3' high parapet, as shown on the attached calculation, produces less stress than the 25psf uniform loading used. 4. The 1994 UBC specifies 875psi for the DF #2. The 1997 UBC, 1991 NDS, and 1997 NDS all call out 900 psi. The attached Enercalc sheet shows that the 2x6 DF #2 stiffener meets the requirements even at the low 1994 UBC limit. (note C = 1.3225). 5. Deflection of the stiffener for LL + DL is .433" , L/240 =.5" OK; LL =.338, L/360 =.333, OK, close enough. Deflections of the 2x6 stiffeners are acceptable. The roof slope is 1/4":12'(worst case). In accordance with UBC section 1506.1, design for water accumulation (ponding) is not required if the slope is greater than or equal to 1 /4:12. 6. The "Future Mezzanine" load was assumed at a seismic weight of 15psf + 10psf partition. Vertical loads were not included in this submittal, and will be determined on a future tenant improvement submittal. 7. The 5 1/8" X 13 1/2" Glulam is framed in with 2x6 at 24" on center (3x at edge nailing). The glulam is acting as a heavy top plate for the future mezzanine, and not as a beam. Note 9 on S2.01 will have the framing added. 8. The future mezzanine is shown for general reference only. If a mezzanine is built in the future, it will be designed and permitted as a tenant improvement at that time. The lateral calculations included for the future mezzanine are intended to represent a worst case load to the shear walls. However, the actual vertical and lateral systems for the mezzanines will not be fully designed until necessary for a tenant improvement permit. AHBL •r 9. An estimated mezzanine dead load should have been calculated using a lOpsf partition load. That has been done on the attached calculation sheet, with the appropriate changes in the shear wall transferred to the structural drawings. See also, response #8. 10. Building B: Revised per attached calculations. In the North /South direction, the diaphragm is now between grid F and G and Grid 8.1 and 4.3. The wall along Grid 8.1 has been revised for chord steel and the footing revised to match grid 8.5. During this analysis it was also noted that the skewed wall was being braced at an angle. The skewed wall was revised to have bracing by 4x10 stiffeners (detail 1/S3.02). In the East /West direction, the diaphragm chords are along grid 7 and grid 4.3. The vector chord forces are taken by the W8x18 between grid H and J.S. These revisions to Building B correspond to the requirements for parallel systems. Building C: The lateral diaphragm system for building C is chord along grid 5, the 6x6 diaphragm chord near grid 3.5, grid J.5 and the first row of bar joists off of grid L. This forms the parallel lateral system. The shear forces along grid 5 were taken out in the reactions at the skewed wall at grid L and 5. This calculation is shown on page R12 of the original calculations. 11. The wood ledger shown in section 3/S3.02 is for shear only. Lateral bracing of the wall is through the bar joist (same detail) which is spaced at 10' -0" oc. At the skewed wall we have added an additional 4x10 stiffener at the bar joist connection (see 10 above). 12. Change HILTI HSL -M20 to HSL -M16 with 4 1/2" embed minimum. M16 allowable tension = 5790 #. Simpson MTT28B = 4455# and LTT19 = 1205 #. Min base requirement is 7 ", using 7 1 /1 " I hope this answers any questions. I am also forwarding this response to Ried Middleton to help expedite the process. If you or any one at Ried Middleton has a question, please feel free to call me at (253)- 383 -2422 Sincerely, Larry Design Engineer CC: J.P. Thompson, PE Qa Reid Middleton Sconzo - Halsom Arch. John Gordon, Opus NW LCC K, \SE \YR 1997 \97191 \191MEMO1.doc 2215 North 30th Street , Suite 300 • Tacoma, WA 98403 • (253) 383 -2422 • FAX (253) 383 -2572 AHE(L Civil °< Structural Engineers Land Planners- Landscape Architects Structural Calculations MULTI-SPAN TIMBER BEAM DESIGN GLACIER BUILDING - -- RESPONSES GENERAL DATA All Spans Simple Support Spans Length End Fixity: Beam Width Beam Depth CALCULATED VALUES F'b- Modified Allow. fb - Actual. F'v-Modified Allow, fv (actual) * 1,5 Moment @ Left Moment @ Right Max. Mom. @ Mid -Span X -Dist Shears: Left Right Reaction @ Left DL LL Total Reaction @ Right DL LL Total Max. Dell. @ Mid Span X-Dist DESIGN DATA Le: Unsupported Length ft : 0.00 Fb:Basic Allowable psi : 875.0 Fv:Basic Allowable psi : 95.0 Elastic Modulus ksi : 1600 Load Duration Factor 1.32 APPLIED LOADS Use Live Load on This Span ? Yes Yes Uniform DL plf : 14.0 14.0 LL plf : 50.0 50.0 Trapezoidal DL @ Left plf DL @ Right plf : LL @ Left plf : LL @ Right plf X -Left ft : X -Right ft : QUERY VALUES Location Shear Moment Deflection ?? : YES ft : 10.00 10.00 10.00 : Pin:Pin Pin:Pin Pin:Pin in : 1.500 1.500 1.500 in : 5.50 5.50 5.50 -OK- : 1504.3 : 1269.4 : 125.6 : 52.8 0.0 0.0 9.6 : 5.00 0.32 : -0.32 : 0.07 : 0.25 : 0.32 0,07 0.07 0,00 0.07 : 0.25 0.25 0.25 0.00 0.32 0,32 0 0.07 : -0.433 = x0.433- ,.._._..-0.33D -0.095 psi psi psi psi k -in k -in k-in ft k k k k k k in ft 2 3 4 10.00 Pin:Pin 1.500 5.50 -OK- -OK- -OK- 1547.3 1504.3 1504.3 1269.4 991.7 277.7 125.6 125.6 125.6 52.8 41.2 11.5 0.0 0.0 0.0 0.0 0.0 0.0 9.6 7.5 2.1 5.00 5.00 5.00 0.32 0.25 0.07 -0.32 -0.25 -0.07 0.07 0.00 0.07 0.25 0.25 0.00 0.32 0.25 0.07 5.00 5.00 5,00 -- 5:0a 0.00 900.0 95.0 1600 1.32 LIVE LOAD DEAD LOAD 0.00 0.00 875.0 875.0 95.0 95.0 1600 1600 1.32 1.32 Yes Yes 0.0 14.0 50.0 0.0 ft : 0.00 0.00 0.00 0.00 1 : 0.32 0.32 0.25 0.07 k -in : 0.00 0.00 0.00 0.00 in : 0.000 0.000 0.000 0.000 Date: 07/20/98 51 DRIFT 5- 10.00 Pin:Pin 1.500 5.50 -OK- 1504.3 1095.2 125.6 51.8 0.0 0.0 8.3 5.33 0.26 -0.33 0.07 0.19 0.26 0.07 0.26 0.33 -0.376 5.01 - •b FL�LTI 0.00 Dvi L.L /Ll. / DL. 875.0 95.0 1600 1.32 Yes 14.0 35.0 40.60 5.28 10.00 0.00 0.26 0.00 0.000 Page: ( l i l t ;. r n u r * II P ENGINEERS•PLANNERS Date: By: AHBL 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383 -2422 253/383-2572 FAX Project No. Subject Phone With/To Fax # Address # Faxed Pages /ff2#6)(7 649"7 s v ex , Oi = , 7 (r, o) (zc" = /7,s'isr' gf SLAA 4. .e 30 <140's C? ✓ res'-‘i "Pi", D� X refer 11 LH,S1 4e • o � /rhX oFAcct_bi#4 kL 61 /, / g/ Copies to: ( -2) ' DI 1.3 r --t 1'7- 2.5 I T , )7 ,2 5 - l'01 5F / 0 " 37, iyPSP. 9t ow,4) oa � 4c.0 sosof "pits Lo4 - n14 6 ZoD u cES >C i €£ 3 T "A' PSF vot If this does not meet with your understanding, please contact us in writing within seven days. 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THANK YOU. V • Date: By: INHBL C i v I L . t n u , r u n n, ENGINEERS ♦PLANNERS Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Project No. Subject Phone With/To Fax # Address # Faxed Pages � , 1 rc % Ca..�. 4(31z- /UALaolG j eettA- I0 ri+ e 6o _ D - P1'1 C, A 43 "Zie V It l 5 �r2 "•C Q "*" r � ,J use,/Sr APR c) �ei 6 2: g Dt 1 Pt /A- Irt /e x -.741.4) ❑ Page of ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo D2eG �Z� k Me /k , er (646- 1t c • cilApier IG( 33 /D 1 to 36 k. I/3)C— ya9Pcf sak --30,(4744F5 33_3 sip y3 _ 6Sf ec: to C mG Nn If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. By: M C l i l N R U C r U R A L ENGINEERS•PLANNERS Copies to: 2215 N. 30th Street 2Y I/ Suite 300 Tacoma, WA 98403 Old Town Historical District 253/3832422 253/383.2572 FAX Project Subject With/To Address Date: I 4'6cN tk L.J* ( J24C (' , b1A-GoNk LA )'' s/2 s,i(e.,c 1 30, / '31( 1 �r + 3°' bise iX art A t L ia3 L` . i✓4fy 6.1a D ; 96, 917 30.3674. )1S, No. Phone Fax # # Faxed Pages cos 34347 = iv 1 " Cos 30,300 = /I „59..:... T,fre . Z957¢Srk) 30,39 = p}q3 295( # Cos 30 +'9 254 4i ❑ Page of ❑ Calculations El Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo err, t _ t1t(LHT = 30 - 0 Q.,,.: rnii sk.4 .Fte�t oF S f i r 6 = a7 ” /r t / 72AP/7 : 3 TQt6 6r::69')(4 2) _ sr 04. = J90 +7f ) / X�J f P = /3 ) 12 13( + ) 1 3113 ¢ = , 225 (/i3 #) = ag .51 . * t) , sT ` l D ( ?EE N/4'/U/4 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. • • JUL — 'lh — i h I 1 • D , rr'uri J� -u1VLU f 111LL J i i�ui i C Reid iddleton July 15, 1998 File No. 24-98 -022- 001 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Dear Mr, Griffin: General and Foundation Vertical JUL -15 -1998 17:09 4257413900 I.J Subject: Building Permit Plan Review - First Submittal Glacier Business Park (D98-0153) We reviewed information for the proposed project for compliance with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed: I. Items requiring structural observation per UBC Section 1702 should be identified on the drawings. 2. Foundation Note 9. Sheet S2.01, identifies 3/4 -inch expansion anchors with 5 inch embedment. In accordance with UBC Section 1912.6.2, ICBO Evaluation Report ER -4627 specifies a minimum base material thiclrness of 1.3 tunes the embedment depth (i.e., 6 1/2 inch); however, a 6 -inch thick pour strip is called our on Sheet S2.01. 3. A 36 -inch parapet is shown on Sheet A.5.02. The roof framing design should consider snow drift in accordance with UBC Section 1641.5. 4. Calculation page RI identifies DF #2 lumber with an allowable bending stress of 900 psi. The specified lumber should be designed with an allowable base bending stress of 875 psi in accordance with UBC Table 23- I -A -1. 5. Calculation page RI does not address joist deflection. The joist deflection appears to exceed the maximum allowable identified in UBC Table 16 -D when 97% P.02 Reid Middleton, Inc. 778 1341h Strut SW Suite 200 Evete r, Washington 98204 Ph: 425 741 -3800 For.425 741.3900 07/10/08 TIM 11:38 1TX /RX NO 55141 Q1003 'JUL — lb —ri7t1 11 • -» r taut i .J` -Ul ic.0 , 1 IP1LL J 1 1 VJI 1 Mr. Duane Griffin, Building Official City of Tukwila July 15, 1998 File No. 24-98-022-001-01 Page 2 Lateral JUL -15 - 1998 17:09 4257413900 subjected to dead load and snow load. The dead load deflection should also consider the effects of possible ponding per UBC Section 1605.6. 6. A future mezzanine at 12 feet above the finished floor is shown on Sheet A5.01; however, Sheet S1.01, Section 1.3, does not address design criteria for mezzanines in accordance with UBC Table 16 -A. 7. A 5 1/8 x 13 1/2 glulam beam is shown on Sheet S3.01 at the future mezzanine level, Design calculations should be submitted for our review. 8. Calculation page P6 does not appear to address loads due to the future mezzanine. Additional calculations should be submitted for our review. 9. The calculations on page P4 identify Buildings D and E as designed for future mezzanine loads. Seismic dead load for a mezzanine should include applicable portions of other loads as identified in UBC Section 1628.1. 10. Buildings B and C are not symmetrical about their major orthogonal axes; therefore, the structures have plan irregularity Type 5, nonparallel systems, per UBC Table 16 -M. Provisions should be made for the effects of earthquake forces acting in a direction other than the principal axes in accordance with UBC Section 1631.1. 11, A 4 x 6 continuous ledger with diaphragm boundary nailing is shown in Section 3/53.02. Wood ledgers should not be used in cross -grain bending per UDC Section 1631.2.9.5. In addition, a minimum horizontal force of 200 pounds per lineal foot should be applied in accordance with UBC Section 1611. 12. A HILTI HSL -M20 heavy -duty anchor with 5 1 -inch embedment is shown in Section 10/S3.02. In accordance with UBC Section 1912.6.2, ICBO Evaluation Report ER -3987 specifies a minimum base material thickness of 200 mm (8 5/8 inch); however, a 7 t/ -inch thick panel is called out on Sheet S4.01. The review comments listed above should be responded in itemized letter form. We recommend the permit applicant have the Structural Engineer of Record, AHBL, respond to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office. We forwarded a copy Reid iddteton 97% P.03 07/1(3/98 TIJU 11:38 [TX /RX NO 55141 09004 • 1 1 \�J• I .J.��JI \•_I_• I i II I.... I , _I Mr. Duane Griffith( .ilding Official City of Tukwila July 15, 1998 File No. 2A- 98 -022- 00] -01 Page 3 of this letter to the architect, Sconzo Hallstrom Architects, and to the owner, Opus NW LCC, for your convenience.. Please note corrections or comments made during the review process do not relieve the project applicant or designer from compliance with requirements of codes, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. J.P. Th ompson, P.E. Senior Engineer vif\ w/ NplanrevunrukwilO6VOOlrl.docypr cc: Mr. John Gordon, Opus NW LCC Sconzo- Hallstrom Architects (Fax) JUL -15 -1998 17:10 47 'S741 7elfala Kyle K. Ya arsuka, E.I.T. Pla Review Engineer Raid iddlalon nn•• TOTAL, P . X75 07/16/08' THU 11;36 (TX /RX NO 55141 lJ005 GLACIER BUILDING TRAFFIC IMPACT ANALYSIS Mr. David Kessler OPUS NORTHWEST LLC 200 112th Ave. N.E., Suite 205 Bellevue, WA 98004 Prepared by TRANSPORTATION PLANNING & ENGINEERING, INC. 2101 - 112th Ave. N.E., Suite 110 Bellevue, Washington 98004 Telephone - (425) 455 -5320 FAX - (425) 453 -7180 Prepared for -3 71 S 911 1 f 1YIBOI3 RECEIVED CITY OF TUKWIIA AUG 2 5 1998 PERMIT CENTER RECEIVED APR 1 01998 PUBLIC WORKS c ( II 1US, OP P E Ptotddes.1 VIO H LNG E11, PE Voce Ptrts.clent Re: Glacier Building Traffic Impact Analysis Dear Mr. Kessler: Mr. David Kessler OPUS NORTHWEST LLC 200 112th Ave. N.E., Suite 205 Bellevue, WA 98004 TRANSPORTATION PLANNING & ENGINEERING, INC. 2101 - 11211) AVENUE H £ , SUITE 110 - BELLE:VUE, VIA SI IIUC TON 98004 TELEPHONE (425) 455.5320 FACSIMILE (425) 453.7180 July 28, 1997 We are pleased to submit this traffic impact analysis for the proposed Glacier Building warehouse project consisting of one building with warehouse space of 76,837 square feet and office.space of 8,500 square feet for a total of 85,337 square feet. The project site is located on the west end of S. Glacier St. and west of Olympic Ave. S. in the City of Tukwila. Access to the site is proposed at the west end of S. Glacier St., which is currently a cul -de -sac. We have visited the project site and the surrounding street network. Per - the City's requirements, this study presents the following: 1. Estimated Vehicular trip generation for the project. 2. Estimated distribution of the site generated trips to the street network. 3. Calculation of pro -rata share developer contributions to planned City street improvement projects. 4. Operational analyses of the proposed site driveways. In addition, operational analysis at several other West Valley Hwy. intersections is included at the request of the City. PROJECT DESCRIPTION Figure 1 is a vicinity map showing the location of the proposed site and the surrounding street network. Figure 2 shows a preliminary site plan prepared by Sconzo Hallstrom Architects dated June 11, 1997. The site plan shows the proposed building and access location. The site plan shows one vehicular driveway access on T083397.1pt Mr. David Kessler OPUS NORTHWEST LLC July 28, 1997 Page - 2 - the west end of S. Glacier Street. The City has indicated that this access will require an easement. There is one other development which has a driveway on the S. Glacier St. cul -de -sac. EXISTING CONDITIONS West Valley Hwy. is the major roadway serving the site and is a five lane major arterial street that is also a state highway designated as SR 181. The posted speed limit is 40 MPH.. Todd Blvd., Cascade Ave. S., Olympic Ave. S. and S. Glacier St. are part of an internal roadway loop that serves only the industrial buildings fronting these streets. TRIP GENERATION The proposed Glacier Building warehouse project is expected to generate the vehicular trips during an average weekday and during the street traffic peak hours as shown in Table 1. The trip generation for the AM and PM peak hours and weekday is calculated using equations from the Institute of Transportation Engineers (ITE) Ir Generation, Fifth Edition, 1991 for Warehousing (Land Use Code 150). The noon peaks were estimated from the ITE rates based on the relationships between the peak periods found in several transportation documents. A vehicle trip is defined as a single or one direction vehicle movement with either the origin or destination (exiting or entering) inside the proposed development. These trip generation values account for all site trips made by all vehicles for all purposes, including employee, customer, visitor, and service and delivery vehicle trips. Based on our analysis, the net new trips generated by the warehouse are estimated to be 49 trips during the AM peak hour, 43 trips during the noon peak hour, 63 trips during the PM peak hour and 416 trips during an average weekday. TRIP DISTRIBUTION Figure 3 shows the site generated traffic assigned to the street system. Trips to and from the site were distributed to the surrounding street network based on the characteristics of the road network, existing traffic volume patterns, the location of likely trip origins and destinations (business, shopping, social and recreational opportunities) and expected travel times. T083397.rpt • Mr. David Kessler OPUS NORTHWEST LLC July 28, 1997 Page - 3 - PROPORTIONATE SHARE TRAFFIC IMPACT MITIGATION The City of Tukwila is currently collecting pro -rata share contributions for eleven street improvement projects on their six year transportation improvement program. Fee rates have been developed for each of the eleven projects. The rates are based on the street traffic noon peak hour. Attached is a copy of Table 12 - Mitigation Proportionate Fairshare Costs from the Transportation Element of the City's comprehensive plan. The City's Table 12 shows the derivation of the fee rates, including a rate change and two projects which have been added to the list in handwritten form. Table 2 shows the net new noon peak hour project trips, fee rate and pro -rata share contribution at each location for the proposed Glacier Building warehouse. The calculated pro -rata share contribution totals $23,743.00. LEVEL OF SERVICE ANALYSIS In addition to the proposed site driveway, the City of Tukwila requested analysis of two intersections along West Valley Hwy. where there is currently no identified City project. These intersections are; West Valley Hwy. /S. 156th St. West Valley Hwy./Todd Blvd. Figure 4 shows the existing peak hour turning movement traffic volumes at the above intersections and, in addition, at the West Valley Hwy. /S. 180th St. and West Valley Hwy. /Strander Blvd. intersections. No analyses were performed on the West Valley Hwy. /S. 180th St. and West Valley Hwy. /Strander Blvd. intersections because the City does not require analysis at intersections where there is an identified project.The traffic counts at the West Valley Hwy. /S. 156th St. intersection were taken in December 1994, and the West Valley Hwy. /Strander Blvd. intersection was counted in June 1996. Both of these counts were provided by the City. The counts at the West Valley Hwy. /S. 180th St. and West Valley Hwy./Todd Blvd. intersections were performed by Transportation Planning & Engineering, Inc. (TP &E) on Thursday, July 10, 1997. Also shown on Figure 4 are the estimated existing plus project traffic at the site driveways. Since the warehouse roadways are a closed system, no factors were added to account for background growth. T083397.rpt TYPE OF INTERSECTION A B C D E F Signalized 55.0 >5.0 and 515.0 >15.0 and 525.0 >25.0 and 540.0 >40.0 and 560.0 >60.0 Stop Sign Control 5.0 >5 and .10 >10 and 5 20 >20 and 5 30 >30 and 5 45 >45 Mr. David Kessler OPUS NORTHWEST LLC July 28, 1997 Page - 4 - Table 3 shows the peak hour LOS summary for the pertinent intersections and site driveway. The Olympic Ave. S. /S. Glacier St. intersection was analyzed for the site driveway. Level of service (LOS) is a qualitative measure describing operational conditions within a traffic flow, and the perception of these conditions by drivers or passengers. These conditions include factors such as speed, delay, travel time, freedom to maneuver, traffic interruptions, comfort, convenience, and safety. Levels of service are given letter designations, from A to F, with LOS A representing the best operating conditions (free flow, little delay) and LOS F the worst (congestion, long delays). Generally, LOS A and B are high, LOS C and D are moderate, and LOS E and F are low. The LOS and delays were calculated using the procedures in the Transportation Research Board i : iw. .. , i 1 / . . 1 1 - 9' I.. 11 ! • i 2' • 3rd Edition updated 1994. At intersections, LOS is determined by the calculated average delay per vehicle. The LOS and corresponding average delay in seconds are as follows: Copies of the computer printouts showing the LOS calculations and results are. attached. As shown in Table 3, the site driveway is expected to operate at LOS A for existing plus project conditions. The intersections analyzed operate at LOS D or better for all existing conditions. CONCLUSIONS AND RECOMMENDATIONS We recommend that the Glacier Building warehouse project be constructed with the following comments and traffic mitigation measures: T083397.rpf 1Pf • Mr. David Kessler OPUS NORTHWEST LLC July 28, 1997 Page -5- LDH:es 1. The project will be required to construct the driveway access in accordance with City of Tukwila standards as needed. The developer should offer to pay a total pro -rata share contribution for the identified City street improvement projects, calculated as a total of. $23,743.00 as shown on Table 2, at the time of building permit issuance. If you have any questions please call me. Very truly yours, TRANSPORTATION PLANNING & ENGINEERING, INC. c~ ,U, Larry D. Hobbs, P.E. Transportation Engineer TpE T083397.rpt TABLE 1 Glacier Building Warehouse (116,700 Square Feet) VEHICULAR TRIP GENERATION Time of Day Trip Equations In Out Total Weekday T = 4.88(X) ' 208 (50 %) 208 (50 %) 416 AM Peak Hour T = 0.57(X) ' 35 (72 %) 14 (28 %) 49 Noon Peak Hour T = 0.50(X) 2 21 (50 %) 22 (50 %) 43 PM Peak Hour T = 0.74(X)' 22 (35 %) 41 (65 %) 63 2 T = Number of Trips X = Square Footage Based on the Institute of Transportation Engineers (ITE) Trip Generation, Fifth Edition, 1991 for Warehousing (ITE Land Use. Code 150). Based on daily peak hour variations. A vehicle trip is defined as a single or one direction vehicle movement with either the origin or destination (exiting or entering) inside the proposed development. T083397.rpt TABLE 2 Glacier Building Warehouse PRO -RATA SHARE CONTRIBUTIONS FOR CITY STREET IMPROVEMENT PROJECTS Location Net New Noon Peak Hour Trips Cost Per Net New Noon Peak Hour Trip Pro-rata Share Contribution Southcenter Pkwy. /Strander Blvd. 2 $140 $280 Andover Park E. /Strander Blvd. 2 $135 $270 Andover Park W. /Strander Blvd. 4 $317 $1,268 W. Valley Hwy. /S. 180th St. 28 $475 $13,300 Andover Park E. /Baker Blvd. 0 $377 $0 Andover Park W. /Minkler Blvd. (n /s lefts, signal) 2 $392 $784 Southcenter Pkwy. /S. 168th St. - 2 $167 $334 W. Valley Hwy. /Strander Blvd. 17 $283 $4,811 Interurban Bridge over Green River 2 $1,122 $2,244 Southcenter Pkwy. /Minkler Blvd. 2 $137 $274 Andover Park W. /Minkler Blvd. 2 $89 $178 TOTAL $23,743 �pE T083397.rpt j 1 TABLE 3 Glacier Building Warehouse PEAK HOUR LEVEL OF SERVICE SUMMARY INTERSECTION AM PEAK HOUR NOON PEAK HOUR PM PEAK HOUR West Valley Hwy. /S. 156th St. D (30.1) C (16.8) D (36.5) West valley Hwy./Todd Blvd. B (5.7) B (6.2) C (15.3) S. Glacier St.. /Olympic Ave. S. A (0.5) . A (0.5) A (0.9) Number shown in parentheses () is the average stopped delay in seconds per vehicle for the intersection as a whole, which determines the LOS for intersections per the 1985 Highway Capacity Manual, 3rd Edition updated 1994. T083397.rpr ACM PK E 178111 SCUIIICEHEER STRAIIDER I 8100 8 a cc vi + o samaras PLA44 c R C n 2 CCVRETA r ' I -I St :IARRIOrT m —.---- t I COnpgnAIE ORH j ~— - 7 1;1111RA —RA 9(1101(5 5 UPIA B IT 1 0600 S 18011I r,1'1 S4'Ct t• BAKER 81. - ;Z:13"1.1. IN. 03110.1 . 011.111 Ouw S 186111 1511111x''' ;1T _ `_ ., 5 1561111 Si .. • . I :ti SI .r !• = - - 113 i2 ' -. S i SPRING O1rSTAl S i - I `i = I - __ i 160111 = • '' ...__ 164.1)1 _..: ,,,I �'GVICII Y 'I I Masi S I 166111 •rig � i v i � : 1 _,_i , • I . T:..!I ' *L`'iI jjllj � FSI •`� I III I i , S I 172110 ;:.... s _I_- ..._�.. ... . ' S J 17380 , I I 175111 S 17601 1100 SCAM(' S 1 11)T9 sit ..0 A 1 41RRIOTT S 11111 st UFPiP1T 2 t n / y . 4 isa I !': I: a . : . T I� is O y '�� c l�1 ` 110111 SI • t `�' •PN ,. S 179111 S ri _ i'0L. iw: i')_".. SS• S loom St .1.- 3 111'11 11 •" • S 16161 ❑ m ]] 111111—'"' I. , 1 • r t I. I . N .;♦ no p a 1 \ am / ^ •� S / 1 i ri P C n „Sl �` p `_ ll I ar. r - ' � r 6 � -_ 1 M1 T : r g l”' = x -- -1�?5-;11_'o' A < ^ 9411( F > �i• I �' sr I S 191PD Pl. : Q -S i - ----- - 1 i 191111 51 1(v'' mod • "I _ ..'.\-1\ yog Y S r. : 5100 ST i (12110 _ PI ST J 7.I^ Sr ^I'` S ;'41111 .1 1 .� / Sf �iLe �L PAR Gg E.N T'�S '+ N - J R ! r22N - - L_ K � Y < C i W 194111 •'31 Sr J f r� I I .j5. S 4 Q •.1 601s1 `' tN °/ 19Gr11 `.I VICINI I Y IviAP • 5600 2 GLACIER BUILDING IR All. IC IMl AC; f ANALYSIS Ji (TI brlFRJ ST 3 W Y SI ST N L ENTON NCT I RI LA SN 43R0 < leisl si r ISE IBO SPR IhC09RLCx GREENBELT _102 .1f1 •"1 - . 36 ...:1 S 184111 ▪ n. . • .11 M1 y Si H SI ' i 2 SI • S 188)11 ST _ 5.190111 S • ] ITIZ 5 . 5 �. SV 1910( Sr \\. S 196111 S z 1 MO 198111 • / S Z00' "Reproduced With pelnlicslou gtanl(.l 1y IIIOMA'; 131W0S TAM'S(IP. 11110 nn.1)1 1.1 by IIIOI.IAS BROS. MAPS 0. II is unlowlUl to copy or reproduce on or olsy poi llteluvl, wholhei IV: petsurtul use oil Iesnle, without permission. All Iigl reserved. -Or 15. ,„, 1 etg. Ver WI' frQ Is. I l• I • . 2,0 .0 4 I , / / 1 0 i 1 1 1 i 1 •la or / / /1 . 4 . .01■ / 7 / . . „ / f • 1 i 1, //../ I'. 1 • WO :1.44, ''''... I I I / • .I if •:. /1' . •••••, )■e " ..... I i 7 /. l i r 1 I I / 1 1 I i / ; / LI ") ...„, - _ -..-..-. 1 _%1_ / )‘' ' 111111111 / 1 I I .. I ,// 1 I 4 L I ." ***** ' I I / I _. / i t _ . , , :til...d' 5; I / - 1 1 N• . 1 ■1 4 / / H ■•.1 1 • 1 —;• .• -Cv • !L. ; I ,..nt4 7c. I , V 11 - I I g. - I I / • - 1, 111 • . • 4:( mr,:a ___• .- •-• I 11 i i • 1/, I I,. ......... CC I I . I l •' I — 7 - I I ....- LLJ I i L .,,,...,--,... .. ... •• • "4,..--ry U I • : • • ( ./,:.--•) , \ ..••• ••• ..., . % s: ** ...., ** .. ,. , t ... . A.10 , . .. • I • N ''' . .' ••• „,, „ „ SI , :::1: . .... • • ' I / f , *. / . ' !.. : .." . ". ..1. ,... -. '!..';■rii!......" ,..1,11., i 1 i 1 t , i 1.. 1 • . , o . 17: '''' ■1•.11111t 1 . ar i 1 / ; (D i 1 1 ?' i 1 1 . •• SITI". PLAN GLACIER BUILDING MAI:FIC: IMPACT ANALYSIS N not to scale 15z, (6 7,6,9 TIME IN OUT TOTAL, WEEKDAY 208. 208 4I6 AM PEAK 35 14 49 NOON PEAK 21 22 '13 PM PEAK 22 41 63 I') Slrunder Blvd Minl;ler 131vt1. • L i .. , r j South L Blvd LEGEND XX% 11 I Percenlucle (XX) Average Weekday Fro llic Volumes XX,YY,ZZ AM,Noon,PM Peck. Hour Traffic Volumes 0 Ci 2 Bolter Blvd d ' • 5% (21) 2.2.3 n, 0 l7 C S 1801h St. b, y r / y '• ,_ I odd i s Hlvri. o I Pr~il lt.: Silt.: I.;I'.:ier 'SI SITE- GENERATED TRAFFIC vo1_1_M GLACIER II■A1 IMI'AC I AI»IALYSI'.; LP tit C.) l 9 FT c:,rudy `IJoy ��' -- (6 71 405 H,1,"u 5% (21) 2:2,3 • ICI not to scale 1111111_ 7,11,20 - 7,11,21 ..__ 10,90.125 11,10,20 583.255,258 — 24.,7,10 686, 420, 518 -. 1/4 Strunder E3lvcl bliukler 131yd. 18,25,30 - 9,7,3 A Mf u7 tt 'I I') h --- tr)0 trio) •.1 oho j I .. -- / ( Project Site LEGEND XX,YY,ZZ Alvl Moon ,PM Peob: Ilour Traffic Volumes 1, 0 0 0 c __._....___ • 74,137,119 4;,2,1044,992 242,874,8 oI • t00 00 (7] .- 0 c0 pU . ( 1 0 0 a;o . _ 16,65 x16, 3 58,32? , 8 ,. 395, I.II r (• ,89 t ;lutly 'Oa! ._ 105, 340,194, 262 -851,704,515 A 0 - o�i d' W U) AI .• 29,105,235 —7 3.3, 76,120 -• Csi o too EXISTING TRAFFIC CONDITIONS GLACIER BUILDING rRAF FIC IMPACT ANALYSIS FIGURE 4 11b1aitc"rfSmwder :ot% W)3 left turns M} . -_ crverP E/Str °;�`M1�` : Z - , 5 . ! - � , .i r, . -1*.r gable 12 tNlitig Lion Proportionnte Fairshare Costs ' ," +; . ` ,4,y4 : 4 c 41; wL : :t'' .. .. 1990 2010 Pk Vol Improvement xrlsecxrm'or Link •.in •' Pk Vol Pk Vot DUI _ Cost t h. has is` a "p actin level" estimate. r Fu u i u r e (Be yt{r cI 6 y ttrs`(i60)): 'Kinkier (APW - Sauthcenter PkWy) construct 3 lane street: S 178 St (Soutlteenter l kWy -WCL) realign (cap /safety /transit) Andover PkWy (T PkWy -180) widen to 5 lanes' Andover 1'k F (T PkWy -180) widen to 5 lanes Cy innt -1. Soutltcenter PkWy (180 -200) ' construct 3 arid 5 lane street . 3,899 4,853 954 $134,000 3,211 3,0R2 • 5,236 790 3,905 694 $94,000 4,016 934 3296,000 7,760 7,524 $ 1,200,000 1,453 663 $250,000" Cost/ Trip $140 $135 $317 $475 $377 2/141 3,078 • 637 3250,000'" 3392 2,425 3,324 3/133 4,316 883 $250,000' $283 2,831 3,945 1,114 • $1,250,000* $1,122 t. 0 1,015 1,015 789 1,424 635 1,112 1,833 721 971) 1,420 450 408 1,600 1,192 899 1 aR 427j 1 50 L 7 1 • c •14 zc7th3bo 121 j 350 7 71 rt,u;rrxl ti"tttrtfII IJt1'aF:rit ,r, 77.7 '.tq•I ' .WAREHOUSE . VALLEY HWY /S 156TH ST XISTING AM q 47 Phase 1 1 Phase 2 1 Phase 3 Phase 4 1 . * / ** IGNAL94 /TEAPAC[V1 L1.4] - Capacity Analysis Summary ntersection Averages: Degree of Saturation (v /c) .89 Vehicle Delay 30.1 Level of Service D+ / forth S Approach ■ RT TH LT E Approach RT LT +T }1 W Approach + + > G /C= .082 G= 6.6" Y +R= 4.0" OFF= .0% C= 80 sec .Lane 1Width/ Group 1 Lanes 12/1 24/2 12/1 G /C= .293 G= 23.5" Y +R= 4.0" OFF =13.2% = 64.0 sec = 80.0% Y =16.0 sec = 20.0% Ped= .0 sec = .0% g/C Service Rate Regd Used 1 @C (vph) @E N Approach 38.1 .332 LT 12/1 12/1 1 .047 1 .095 1 1091 1 11577 1 11 30 1 . 034 .260 . 124 .419 .306 .095 12/1 .055 .075 12/1 1 .055 .075 G /C= .063 G= 5.0" Y +R= 4.0" OFF =47.5% 597 1036 91 56 65 A +> + + 663 1139 157 107 123 G /C= .362 G= 28.9" Y +R= 4.0" OFF =58.8% Adj Volume 15 852 135 33 39 ILT +TH 1 12/1 1 .406 1 .506 1 591 1 665 1 653 v/c .023 .748 .808 .277 .291 .920 .982 HCM I Delay 38.5 1 *D 1 441 ft1 21.6 .6 C 31 ft 20.8 C 8.8 18.1 39.5 B+ C+ *D 22.9 C 07/28/97 08;55:17 190% Maxi Queue 25 ft 333 ft 137 ft 22.9 I C 1 34 ft 22,9 *C 41 ft 30.5 D+ 23.1 1 C 1 410 ft 38.8 *D 459 ft WAREHOUSE VALLEY HWY /S 156TH ST .ISTING NOON GNAL94 /TEAPAC[V1 L1.4] - Capacity Analysis Summary itersection Averages: Degree of Saturation (v /c) .78 Vehicle Delay 16.8 Level of Service C+ 1 47 Phase 1 I Phase 2 Phase 3 Phase 4 - / ** •'rth Lane Group C= 60 sec G= 44.0 sec = 73.3% Y =16.0 sec = 26.7% Ped= 0 sec = .0% .' Approach • Approach • TH +RT 24/2 .295 .310 LT 12/1 I .020 I .180 RT 12/1 TH 24/2 LT 12/1 E Approach RT 12/1 .034 uT +TH 12/1 1 .020 l Approach G/C= .164 G= 9.8" Y +R= 4.0" OFF= .0% Width/ Lanes .019 .254 .171 RT I 12/1 I .321 ,'.C.i '1'I I 1 2/ 1 . 1 9 3 G /C= .294 G= 17.6" Y +R =. 4 . 0" OFF =23.0 g/C Reqd Used .466 . 310 .180 .105 . 105 A G /C= .089 G= 5.3" Y +R= 4.0" OFF = 59.1% Service Ratel Adj @C (vph) @E Volume 1077 1 1133 1 1015 I .896 258 319 16 .050 698 1101 258 118 138 738 1157 319 161 186 G /C= .187 G= 11.2" Y +R= 4.0" OFF =74.6% 13 880 242 28 17 v/c .018 .761 .759 HCM Delay 19.5 19.6 13.1 15.7 C+ 5.6 14.2 22.0 B+ B *C 15.8 C+ .168 1 15.8 I C+ .089 15.7 *C+ 14.7 B 07/28/97 08:55:53 L Max S 190% Queue *C +I 295 ft B 25 ft 25 ft 256 ft 167 ft 25 ftl 25 ft .434 .204 I 301 I 362 l 282 I .779 I 21.7 I *C 1 189 ft WAREHOUSE VALLEY HWY/S 156TH ST XISTING PM IGNAL94/TEAPAC[V1 L1.4] - Evaluation of Intersection Performance q 47 Phase 1 Phase 2 1 Phase 3 Phase 4 k/** / forth 3vc Lvl:LOS ag Sat:v/c _vg Del:s/v Cot Del:min Stops:veh /lax Que:veh ax Que: ft 4-> G/C= .321 G= 25.0" Y+R= 4.0" OFF= .0% G/C= .282 G= 22.0" Y+R= 4.0" OFF=37.2% kPPR TOTALS aram:Units N Approach 1djVol: vph vc Lvi:LOS Deg Sat:v/c Nvg Del:s/v ot Del:min Stops:veh 1040 .93 52.0 225 253 ax Que:veh 32 ax Que: ft 395 G/C= .064 G= 5.0" Y+R= 4.0" OFF=70.5% C= 78 sec G= 62.0 sec = 79.5% Y=16.0 sec = 20.5% Ped= .0 sec = .0% VMT TOTALS N Approach E Approach ram:Units RT TH LT RT TH LT 5jVol: vph 135 887 18 20 10‘ 20 15 1099 575 557 11 277 3624 id/Ln:ft/# 0/0 24/2 12/1 12/ 12/1 0/0 12/1 24/2 12/1 12/1 12/1 0/0 j/C Rqd@C:% 0 31 3 4 4 0 3 32 37 39 21 0 qc Used: % 0 29 33 8 8 0 41 29 33 51 14 0 V @E: vph 0 1077 590 111 128 0 650 1099 590 812 247 0 5304 D+ B C C B+ D D B F .00 .95 .03 .16 .22 .00 .02 1.00 .98 .69 1.15 .00 .93 .0 52.6 17.6 35.4 35.6 .0 13.8 45.9 45.5 17.4102.4 .0 47.444.'3 0 224 1 3 4 0 1 210 109 40. 123 0 715- 0 250 3 5 7 0 2 275 142 105 72 0 861 0 31 1 1 1 0 0 34 17 12 19 0 116 0 395 25 25 30 0 25. 425 420 297 470 0 470 E Approach 50 .19 35.5 7 12 2 30 G/C= .128 G= 10.0" Y+R= 4.0" OFF=82.1% S Approach W Approach: . Int RT TH LT RT TH LT Total Int S Approach W Approach Total 1689 D .98 45.5 320 419 51 425 845 D .84 46.4 163 177 470 07/28/97' • 0856:33 3624 D .93 47.4 715 861 31 116 470 C 'WAREHOUSE . VALLEY HWY /TODD. BLVD XISTING AM IGNAL94 /TEAPAC[V1 L1.41 - CapaciLy Analysis Summary ntersection Averages: Degree of Saturation (v /c) .58 Vehicle Delay 5.7 Level of Service B+ q 31 Phase 1 I Phase 2 I Phase 3 * / ** * * * * <* * v orth N Approach S Approach W Approach RT L'z' A < * * * G /C= .170 G= 10.2" Y +R= 4.0" OFF= .0% A + + + G /C= .509 G= 30.6" Y +R= 4.0" OFF =23.6% TH LT 1 12/1 I .135 I .186 * * ** + + +•I• v G /C= . 1 21 G= 7.3" Y +R= 4.0" OFF =81.3% C= 60 sec G ='48.0 sec = 80.0% Y =12.0 sec = 20.0% Ped= .0 sec = .0% Lane (Width /' g/C I Service Rate' Adj Group Lanes Regd Used @C (vph) @E Volume TH +RTI 24/2 I :382 I .526 I 1911 I 1911 1349 .706 7.8 *B +I 270 ftl 2841 269 2841 330 12/1 I .045 I .138.1 164 + 216 12/1 .036 .138 186 I 244 1405 182 40 35 .495 .552 .183 .143 I HCM. Delay 7.8 3.5 14.8 1 14.7 07/28/97 08:52:34 1 9.0% M a x Queue .I B * 141 ftI 125 ft 29 ft 25 ft WAREHOUSE VALLEY HWY /TODD BLVD ISTING NOON GNAL94 /TEAPAC[V1 L1 .4 ] - Capacity Analysis Summary tersection Averages: Degree of Saturation (v /c) .61 Vehicle Delay 6.2 Level of Service B+ 31 Phase 1 I Phase 2 I Phase 3 - / ** )rth Lane Group Approach Approach 4 Approach <* * * A + G /C= .112 G= 6.7" Y +R= 4.0" OFF= .0% C= 60 sec * * <* * * * v A +. + + G /C= .574 G= 34.4" Y +R= 4.0" OFF =17.9% Width/ g/C Lanes Reqd Used A * * ** + + ++ V G/C= .114 G= 6.9" Y +R= 4.0" OFF =81.9% G= 48.0 sec = 80.0% Y=12. 0 sec =.20.'0% Ted= .0 sec •=. .0% RT LT 11 2/1 I.102 I.131 I 175 Service Rate @C (vph) @E Adj Volume TH +RTI 24/2 I .459 I .590 I 2164 I 2164 1 1665 .769 I 7.2 *B +I 287 ftI TH LT 1 12/1 I .094 I . 128 i 2865 11 I 2865 225 1 1172 116 I .509 Delay S 190% Queue l 7.2 B+ 3.0 1.6 I A 114 ft 17.4 *C +I 85 ft 17.4 204 I 93 I .449 I 16.6 I 231 128 .552 17.9 * 07/28/97 • 08:53:23 +I 68 ft I + 94 ft CS: Unsignalized Intersections Release 2.1c GLADWP.HCO Page 2 Worksheet for TWSC Intersection tep 1: RT from Minor Street :onflicting Flows: (vph) otential Capacity: (pcph) : ovement Capacity: (pcph) ?rob. of Queue -Free State: tep 2: LT from Major Street :onflicting Flows: (vph) 'otential Capacity: (pcph) lovement Capacity: (pcph) ?rob. of Queue -Free State: 'H Saturation Flow,Rate: (pcphpl) :T Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: Step 4: LT from Minor Street :onflicting Flows: (vph) 'otential Capacity: (pcph) Major LT, Minor TH •Impedance Factor: adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements lovement Capacity: (pcph) NB SB 118 1207 1207 0.97 WB EB 118 1506 1506 0.99 1700 0.99 NB SB 143 875 0.99 0.99 0.99 865 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec /veh) (veh) (sec /veh) 1B L 0 865 > 1207 3.1 0.0 A 3.1 NB R 31 1207 > VB L 17 1506 2.4 0.0 A 1.5 Intersection Delay = 0.7 sec /veh Urr a.lr I )1, l'I r z �' � .Traffic Count Consultants, Inc. 13623 184111 Ave NE, Woodinville, W.A. 98072 Phone: (425) 861 -8866 PAX: (425) 861 -8877 S. 180th Street Prepared For: TP & E .1 L:JWJJ.L l I c Turning Movement Diagram 50 1030 725 1183 255 2180 ILL 2452 1289 Intersection: S 180th St © West Valley Hwy (SR181) EB Location: Tukwila WB Date of Count: Thur 7/10/97 NB Peak Period: 7:15 A 8:15 A SB Checked By: LBP Intersection %HV PHF S. 180th Street 973 881 Check In: 4060 Out: 4060 9.8% 5.9% 4.8% 4.2% 5.8% 0.71 0,87 0.93 0,95 0,87 1834 FJ L TM•97 -152 ' ' C 2 Traffic Count Consultants, The 13623 184th Ave NE, WoodinvUJle, WA 98072 Phone: (425) 861 -8866 FAX: (425) 861 -8877 Intersection: S 180th Location: Tukwila Vehicle Volume Summary Date of Count: Thur 7/10/97 Checked By: LBP St @ West Valley Hwy (SR181) • Time Interval From North on (SB) H. Valley Hwy 5R181) From South on (NB) W. Valley Hwy (SR181) From East on (WU) S. 100th Street From West on (EH) Interval S. 180th Street Total 8ndin• at T L S R T S R L S R T L SR .,:7: .. :' Y Y! •q:x8�: : %+� ». . !:Y. ', I ' i: .... . , 7. >: >:. ; ;<> .:<., >�1`'i ?:� 0 : i °i 8; 2. ':324 :E , S:: Y IA ,.: }.....,4,•x , � •:< e�w ? 7�� '• G •'rii.33i'ie: a:: Y:< . i a:a:Y;B .St` :$:.>: 7:30 A 14 62 195 13 14 65 201 32 13 51 126 .:Y1 07:- 65 :75 ;::11:5 15 >:: 18 >'G1l:/•+ 5Z :' �1: R:,1. >..1 .. 34 944 � ><••62:, > s:Y.<�1:O:�i1.�.,:� ...... ••:7i:45;;A;:1: ;;1ti. <:: ;.:65 >::. < > 099�> :•x.,8 :: : :1.: ...,:9.5,. >. ....:!��) .11!3t):'. ;i; :. ..1:� t :' > : fix.. 8:00 A 11 68 188 12 17 86 206 51 in 49 saillinral 19 176 77 1163 23's,:T5'l0 8:30 A Nungem 10 60 nim 151 15v :.7f)2,< ; Esi Es %' 45':; <:.J ;(6,: :5'4;1. . r.17 ;. :'43 :i.8c.r44084 .0.%90;" 12 14 64 160 31 7 35 112 52 22 in 84 52 828 4 . •8... 5;: .. A::.::.78�- .. , .,.:56.:>. � . <.. E8 ' ;7 ... > >s19.�ys: .. � ..'lax !: :;:18 iy L S :,Y; 11) :i � .. :�"�•�< 7; i ...1 05....... t:s4':1: ...,. ii �l � ... i1:5<l.i:1:2 .. :Mal. ......Z.. "�90G� . lQ9 ?24 ...... .......I........... 9:00 A 16 52 127 24 17 88 147 28 23 38 98 49 8 8 85 46 790 '<9ba�a:i: .: x ,:J i.:0r'S f.:i. s0.,. . �. »t?« : <�tt;> e:ii•i: ::<J•D':a..Ji1 .t l :.> : >s.0 ,:tie,''', .gig i:i.. ii:cf i :a : >,> ( ,1L•. <; e 9 :30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 0 0 �� <kx� .9. n :::Y9;;<:: .:: :e.. t::x >:, :� ,.:1.. <s� ;:i > ; >; s . 0. . ; ` °: : 0. ::1� . . . .. . ;; x1. 4 > ; 0 . ... 'U2: `; .?:1:u... . . : a `: .,, 1::t D : 0:,. .... :1.:>!:(11:. , . iti: '::eR: ..:A ..... ,: >:..t.>:1•:1� g! Cf fli:t:''' :it.lif ,:: wK•: >,.•, >,.�_. A D>:> 10:00 0 O 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 Total Survey 95 483 1304 112 116 617 1505 280 109 352 947 461 131 126 816 459 7462 ;� . .:.:.. ::.,:.. ..ti • ..vr:1 V�i .M � :'li > ••:1 ;Y ::I:Zw wY�1• :...,..... 7..� Ilk :: : :< : : •� :is! : •t: :ti .. /: + :' :f : :.... :.t :r : < :Yt : �: 1.p� :. :1 .1 _ �•, :,... :.•r •�,� n :'p- �(>' � i 1:,: "• :'i ; % :i: ai.:? is "iat :i� :�i'•. 7 :'in4 • : / :. �, . (j �1, :1 _ li•: Yw +.! >t �9} >: v >I, � : /[I f>� :.•'�,�� f ��}1�� uu1{{..,,��W�(� rr� vv.� / ... 11: �: 1! l:.f F ' 1. t. Nf,.:.`.:3 :, . � rJ.. r1 1 � :.MF: : :KIiJ.t.dl. :ariilu .Y 1 262 ,. ;.ti•:r. ;sitar ;�;. "e •. M Total 43 255 725 50 59 321 614 r 154 57 196 515 75 r 74 � 452 1 Z42 4060 Approach 1030 1209 973 768 4060 ZHV 47. 5% 6Z 109. 6% PHF 0.95 0.93 0.87 0.71 0.87 Legend: T- Number of heavy vehicles (greater than 4 wheels) L. Left -Turn 5 Straight Ilz Right -1 urn UV. 111mvy Vellir :Ir; PHI. Peak hour Factor (I'aak hour volume / (4iIIghest 15 minutes)) I prepared For: TP & E TM•07.152 A 3161 T C2 Traffic Count Consultants, Inc. 13623 184th Ave NE, Woodinville, WA 98072 S. 180th Street 1 1306 11855 Intersection: Location; Date of Count: Peak Period: Checked By I LJUUL i .w. Prepared For: TP & E Turning Movement Diagram 1001 1963 137 1044 a74 93 1514 r X724 S 180th St © West Valley Hwy (SR181) Tukwila Thar 7/10/97 12:15 P 1 .1 5 P LBP I UL I• - 1l:IL U4 509 Phone: (425) 861 - 8866 FAX: (425) 861 - 8877 1 70 - 2 1 571 1210 130 EB WB NB SB Intersection %11V PHF S. 180th Street 1510 Check In: 5232 Out: 5232 2.5% 3.6% 4.5% 5.7% 3.0% 0.85 0.87 0.91 0.92 0.93 2616 TM -97 -1133 L C Traffic Count Consultants, Inc. 13623 184th Ave NE, Woudiuville, WA 98072 Phone: (425) 061 -8866 FAX: (425) 861 -8877 Vehicle Volume Summary I ntersection: 5 180th Ste West Valley H ( SR161) Date of Count: Thur 7/10/97 1 . Location: Tukwila Checked By: LBP 1 Time Interval Ending at From North on (SB) W. Valley Hwy (SR181) From South on (NB) W. Valley Hwy (SR181) From East on (WB) 5. 180th Street From West on (EB) S. 180th Street Interval Total T L S R T L S R T L S R T L S R x . a2:: °3 �a„ , �<19:':.vv 7 b. : t : t:: <:,t3.1 }. . % J: >. r : 27�<..< .:.t > :113':; Sid. x � >rn„<b2:`: : X 20 , .:�1$3:.:;s: ' am ` ' -? .. 3't �]' •• . :r : f .<: .J. : ,. ,. F „:M t,j 11:45 A 2>O751 P 12:15 P 19 ;i8, 22 65 : <89r., 81 146 39 3[(:t::h1:x< } }: 33 17 13 103 }r }.1:1.6:: 116 117 131 44 >.7' 36 > a<1. 5 :::,34„; : ; 10 32 <:192,:. 205 70 46 19 i..0.5 11 14 . . 35 172 1469,. 297 153 132 1153 >:� M7.d,; " 1301 • :.12:30z:P> 2' . i :. z ;. i:: }: i E2b "s�� :t:: ::l.g: >1;3E3 > ' : i. ii ..i�6.. ����» g� : <3Q: ;:155;> ii : .a,,:3�. ' ' tt , : : .B r S } :t 7. } .. < „9..... •t' 4::i: �:r1.. � ax x ii <o'ti :w .,,1 !(;:,�. 12:45 P 9 87 161 26 113 132 29 1B 51 161 90 19 38 261 146 1295 ' 9 . j • ::.l::.gp.:.A�.:. , :t..` i : :::E3 . < 2�5 � :.. 'i'1:. .�`;1:3'a ::1:47 <} :M1, < 3 1 f• : :: :<Yi V :4 Q' v 1:15 P 90 174 24 15 136 26 7 63 205 49 10 20 178 1341 II �, 4.4 . ;30i° . •i b: � y:w ' ; I:h• ((}} u, . >Y. is >:fin Q > : : :rt � : r � tY. ,yR U M <:ixtd; }i” .: i Y : v : 'EC::: : :< :;}. •i r.oq.• }rt }.o. >,:3•: /{ L r•a.U : ioi i <i.V;aiO. 4t.: ,:aT/ :; > :. v ...� 't: )v:.: t . . f:;i:i >:J:• "IN ;iR. Yo,Y£¢ ':.t3:btte. nra:s.. 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 '•2:.0O::R;; :i:y ...Q > i':ti . f :t: Q:. . i: : Oz . i' i >f : .? R!a .: � : y.:2: i ,. [1:: `:i `.O:�i r .. si z:Q a i ;i:zi17�' .l:l i I S:::Y <..ti Q<.,... :.ly .' " <•.fl ::: " •i:3.: < „ds6; fY:% ..u: %�a ZULU I, <:i:IL.a:i '4R ^w :E : .i' Z. ^� ":i <:.s.<,......<.•<�. 2:15 P 0 0 0 0 I 0 0' 0 0 0 0 0 0 0 0 0 0 Total Survey 126 627 1185 227 964 1114 262 94 369 1519 442 105 237 1799 1209 9954 1 . <b+ s t:eaS• ,. �+ � F�� },� >7:w ( �ti: �Cpl�'' 1M r s::'�i:y :...v .. v..t... «;i.:...,<.r...,::;`::o lai : Total 60 336 63Z 93 55 509 571 130 40 208 704 194 46 137 1044 674 5232 1 p proach 1061 1210 1106 1855 5232 1 XNV 6% 5Z 4Z 2X 4X PHF 0.92 0.91 0.87 0.85 0.93 1 Legend: T. Number of heavy vehicles (greater than 4 wheels) L= Left -Turn S= Straight R. Right -Turn 1 IIV= Heavy Vehicles PHF= Peak hour Factor (Peak hour volume / (4 "Ilighest 15 minutes)) y Prepared For: TP & E TM- 97.153 v.., 11I 1JJt 1•1..IU `I U.J t l., I rIUL CJU , .I. 4/ J.JJ1 . lw..JU '14.JUUluu r r 2 � 1 Traffic Count Consultants, Inc. 13623 18401 Ave NE, Woodinville, WA 98072 Phone: (425) 861 -8866 FAX: (425) 861 -8877 1 3604 S. 180th Street 1621 1983 Prepared For: TP & E 119 992 072 C.~ Turning Movement Diagram 06 1629 1050 2092 -{ 3243 485 4032 664 ► 1155 1940 101 +M Intersection: S 180th St c West Valley Hwy (SR181) EB Location: Tukwila WB Date of Count: Thur 7 /10/97 NB Peak Period: 4:30 P 5::30 P 58 Checked By: LBP Intersection 340 051 1132 %FIV PHF Check In: 6905 Out: 6905 2.5% 2.5% 2.4% 4.4% 2.9% 1.77 0.98 0.95 U.91 0.94 S. 180th Street 1 1363 1 1578 2931 1 I•IUL 1 TM -97 -154 c y2 Traffic Count Consultants, Inc 13623 184th Ave NE, Woodinville, WA 98072 Phone: (425) 861 -8866 FAX: ,(425) 861 -8877 Vehicle Volume Summary Intersection: S 180th St @ West Valley Hwy (SI1181) Date of Count: Thur 7/10/97 Location: Tukwila Checked ay: LBP • Time From North on (5!3) From Sou lion (NB) ' From east on (W13) From West on (CB) Interval Interval W. Valley Hwy (SR181) W. Valley 1wy (SR181) S. 180th Street S. 180th Street Total Ending at T L S 'R T L S R T r L S R T ` L S R ; !1 ; ::,1:5;>:P•:> ': >'. >:: : >' 1 3 ; >:z�$3• - ° :;r,,, • ., > <<, ' „1, &6::;:� .;�99•,, k31`�:: > s: ~,. •. �6•�' ..2 >••.:: 6 ;,• ,.. }. 6. : :83<:;: . .,,.1; . 2 :1' :;: �;.::'l6Z +v..•: 4:30 P 14 129 212 24 14 183 268 40 13 52 228 101 10 18 220 174 1649 !4:.4.5:;P.. o.; >. < >109a 1 «: .29.7 < <: >:: > .l 42 ; >•222r< <.90. 9. ;:g3 >:::<27:• ?..> .t. 1 .< VOWS; 5:00 P 12 104 244 13 19 177 299 34 6 49 207 74 18 45 329 267 1842 ' .:5 ;:1.a;.P:; �8 �t . ! . ;1 33 1 1 - . :27:3: <. .... : , . - . .� 8 3 w .: � . �:;?69, �� � :., .:r: . „ > , $� ,.20.1 , 93... .>... i8;« <rli5�'.:t:192.. < > .. ,` . � .. �d:� - ..,.. •:168Z�.,• • ,,., ::.... . 5:30 P 22 139 290 20 13 170 290 18 13 28 221 83 14 36 254 245 1794 :5 2hS;t ...... , >•_ :<15x. ;:,:k 9:'�i�: ;•i a '24fi�; < >f7::i >.2;..,1�: • >: +`:'['S6::;. � ? ;�Q���i;Z7„>, 6. i :3Ts:,... Z1..::.:.�7:', ' ;i :>; :6'': tit ::3:.:. :.. ri�'8:.�2#1 ,,...,,.,.�:� ; :-(.g. ; ........ iSR .. . ....: .. G:00 P 9 117 228 23 10 126 180 33 2 45 168 62 10 31 _ 234 145 1392 ::6 � �y .: ne' :Q,i f1 iV. it tr.� : >in:y.V:G.;� It , '•V•v':v < ,: .:. is ..,� >. iSo- t. � e: ..: >...o. CYf ,'t, ., :M A xi,>,: ., 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '.6 �:4 �:i :'A ll :k::2: u: ti: ;,i:;$ , S:R: :x: s :x <: � ". ; .2 :2 ' i3' :; ;: e:.is' '.L i a n . � iii:: :it,:, x.,y. .I] . ' / � it V:Yi :• ;::;ii: Ohl: a ,.A: o:a: t .ti �{ i;lr�s nn :ct , :> )I/.•W 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . .� Total Survey 130 947 2017 170 9U 1315 2110 238 63 348 1631 653 82 192 1884 1569_ 13074 .. ri�� ..Y ... b V :.in ::9..- .•.•�•�.; �Rss,:s•, •• .l. ...... . :C : �1 jy {� ..l " ?:��Y�:VIF.7: ,t.i��..... !%�� .. 11 . Y 1 :E:4 ... ..... .a .•,. ...., .. ......o. „ , 'ti: ..,..... Total 72 485 1058 86 46 684 1155 101 34 162 851 340 49 119 992_ 872 6905 IApproach 1629 1940 1353 1983 6905 7.HV 4R 2X 3x 27. 3x PHF 0.91 0.95 0.98 0.77 0.94 Legend: T= Number of heavy vehicles (greater than 4 wheels) L= Left -Turn S. Straight R= Right -Turn fi IIV= Heavy Vel2ir:lrrs PIIF= Peek hour Factor (Peak hour volume / (4`'Highest 15 minutes)) Prepared For: TP & E TM-9T-154 0 / / . 1 1 / 1 9 9 / 1 rd : bb (125Ub113FJ / 1 L; •L TC Traffic Count Consultants, Inc. 13623 184th Avenue NE, Woodinville, WA 98072 Phone: (206) 861 -8866 FAX: (206) 861 -8877 433 V Intersection: Location: Date of Count: Peak Period: Checked By: Prepared For: TP &E Turning Movement Diagram 2481 2452 169 W. Valley Hwy (SR181) Todd Blvd Tukwila Thur 7/10/97 7 :15 A 8 :15 A LBP 1273 L 1244 1413 %I IV EB WB NO SB Intersection Check In: 2683 Out: 2883 PHF 16.1% n/a n/a 4.3% 0.93 3.6% 4.2% 0.94 0.98 0.82 TM•97 -155 Intersection: W. Valley Hwy (SR181) @ Todd Blvd Location: Tukwila Time Interval Ending at From North on (8B) W. Valley Hwy (SR181) T L S R Olfg From East on (W13) n/a L S R From Weston (E8) Todd Blvd L S R tr: 2 7:30 A 8:00 A ;1514 8:30 A 9:00 A ZNiq 9:30 A 10:00 A Interval Total aRCH 670 0 h Total Approach T 2 R Traffic Count Consultants, Inc. XIIV PIiE 3 1 0 j 1006 L 202 T 61" 1G9 j 1244 1208 t 1413 42 0.94 Prepared For: TP &E Vehicle Volume Summary 43 0.93 0 0 0 0 n/a n/a Legend: 1•= Number of heavy vehicles (greater than 4 wheels) L= Left -Turn S= Straight R= Right. -Turn HV= Heavy Vehirio PHF= Peak hour Factor (Peak hour volume / (4 °Ilighest 15 minutes)) 13623 184th Avenue NE, Woodinville, WA 98072 Phone: (425) 861 -8066 FAX: (425) 861 -8877 Date of Count: Thur 7/10/97 Checked By: LBP, U .i ,:f:.y Pt:: .: < :.n:..Yn:4:fX '1 ;:��.� �:A %.j;:) 4•H!)i 10 : Z9: ,:•,?....33 2683 • 62 2683 163 0.82 4% 0.98 7M.97 -155 U, 11 1 JJ f 1'1. JIJ .C Traffic Count Consultants, Inc. 13623 184th Avenue NE, Woodinville, WA 98072 Intersection: Location: Date of Count: Peak Period: Checked By: Prepared For: TP &E 'IL'•JUUI IJtJl _ ` . Turning Movement Diagram W. Valley Hwy (BIM 81) (a7 Todd Blvd Tukwila Tliur 7/10/97 12:15 P 1:15 P LDP 11� 6 Phone: (206) 861 -8866 FAX: (206) 861 -8877 %HV ES 8.8% WS NB SO Intersection Check in: 2818 Out: 2818 PHF n/a 3.4% 3.8% 4.0% 0.85 n/a 0.90 0.98 0.95 I I Il,1L 1 U TM -97 -157 � ::....:.. , ... ,.,;.. . 1 I C Traffic Count Consultants, inc. 13623 184th Avenue NE, Woodinville, WA 98072 Phone: (425) 861 -8866 • FAX: (425) 861 -8877 '. Vehicle Volume Summary Intersection: W. Valley Hwy (SR181) @ Todd Blvd Dete of Coullt: Thur 7/10/97 Location: Tukwila Checked By: LBP ' Time 1ntarval Ending at From North on (SB) W. Valley Hwy (SR181 From South on (NB) W. Valley Hwy 5R181) From East on (WB) n/a From West on (ER) Todd Blvd Interval Total T L 5 R L S R T L S R L S R y 'i=: .`ka[a:: >,.......... 632 ; :y . :� 1:a4< ::,a�: ' r 11:45 A .:1.2 7.QtY,(P? 12:15 P C; �:�:�..., 12 �2y �1: 1:3 15 .:.�..o =f:. 0 ;f '•�'Q 0 ::r[ . >�x�i 210 >. � {,� ?< # ^ 296 ^: :.t »�,: >:k: : ^ •� U: : r • t : . 40 < 10 ::44 : 13 <... z 17 11 f! ::it% a.•,.r .. .. .. .. , .. , 25 'Matt 290 ��fV", 267 'x Q: >v< 0 '•rt .V:.a 0 a ::a:�; 0 r Y .'i <Q> � 0 ::k: 0 a:46QsY 0 . 1 : >.:2p: .:4: <:. 0 NJ e:k: ,. ,�::•:.... 0 � . 0 .!4 0 • )R:: Ri that 66 :.i:Xk ,:, *,; ..,;, .. 0 :k? : k:f . , 25 i:[7 •N.fJ:, v «... >.e.... :K� Y. .. .,. :kM .... ,'Jt. . 37 0 26 691 , P 30P f 'r4.. 4;.0 .. : 1 :: : 2•>:S - .. >�::;Ji ^: i L : b .;:i29,;:; ES3 i � }'y �; .:..>: _ „[•� .:.... i:.[: .� ...,�::>,:;:•,...>, 0 ; •:.� wl: S:t: 't ..24 .. , .,. ........ , .xtc AN.>. Il... ,. 1;4'>P ,.� ��N.,:. .1 : •`6Sg....,x. 12:45 P 11 0 339 35 7 33 284 0 0 0 0 0 3 31 0 m 744 t• .y: ,...,: r. <;. qy .,:a�Iy('' � . \e.414 (1 ./.',P,. r . :.Y /:t:> i: • Y A..... ,.: � :4 d > :i < yy�k .. >4 >� .....: ;:;:air, :a: :: .. �"[' <: :' ' ..... :i:�' 7 ��' ... :):;•i v 6 1:15 P '•:30iR.,2>:. 15 . t :i i:�r :• 0 : . k,.b::f <i , ':' 331 .x•x ,+•:_: i 49 Q %` ..• i 19 ;`�” 249 •r r ::z ",Q 0 : e. : ax• >. ;ly>:ca 0 So .,� 0 °Y:i :',:>•' <e :�,... 0 �1 .li�l: tt 26 . 'ij 0 :i8rii a : is .• 21 ♦ °w ° i ,:'.�:.. 695 ' fE 1x0.4 �: �': 1:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p ::'••t QQ {:..i:n ..: V::. ...0::') ..>ii ::t:kyY.L::i . :..:. ^,if.'k::4i:}:. E: e:. >:•:'.•• h>; ';:k? w <9 Q�:2:R: i V i n' �"i a::: .1.; A� >.... • : � �4 Ni: �: : �tifi . �fo ii : •ii/\�:ri .13.. ;i rn .. ....e. � '•S " ^� .. ..,•....... //''kk'' �`6V•k :1NW i•�} ... ... M 2 :15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 112 0 2353 292 81 196 2153 0 0 0 0 0 26 285 0 196 5475 '!:k ,:: 5:.: � �[ 1. .i:?:: ;. : -fj: ' .:>::.;Y.:.:<........ ; .�..... •:,••: ,::12:1tlF�,.;: � k? r.> uI lima .:fi:: i:iiiai': 4 ..4 fnaa: <. >tf:C,: < : C.R Total 57 0 1327 164 39 108 1038 0 0 0 0 0 16 105 0 76 2818 Approach 1491 1146 0 181 2818 T.HV qR 39. n/a 9% 4% PHF 0.98 0.90 n/a 0.85 0.95 1 Legend: T. Number of heavy vehicles (greater than 4 wheels) L. Left -Turn 1 5- Straloht A R= Right -Turn i IIV= Ilnavy Vrrhiclos PUP= Poak hour Factor (Peak hour volume / (4 °highest 15 minutes)) I . Prepared For: 1'P &E TM•9T -151 , • 1...1.. .f a. 387 Todd Blvd ;32 355 Intersection: I_ocatioii: Date of Count: Peak Period: Checked By: • Prepared For TP&E T C Traffic Count Consultants, inc. 13623 184th Avenue NE, Woodinville, WA 98072 Turning Movement Diagram W. Valley Hwy (SR181) @ Todd Blvd Tukwila Thur 7 /10/07 4:15P 5 :15 P LISP Phone: (206) 861 -8866. FAX: (206) 861 -8877 EB WB NB SB Intersection 2.9% 3.0% 0.87 0.85 %HV 7.0% n/a 2.2% Check In: 4104 Out: 4104 PHF 0.93 n/a 0.81 TM•97.150 rI C Traffic Count Consultants, Mc. 13623 184th Avenue NE, Woodinville, WA 98072 Phone: (425) 861 -8866 FAX: (425) 861 -8877 Intersaction: W. Valley Hwy Location: Tukwi la A Vehicle Volume Summary Date of Count; Thur 7/10/97 Checked By: LBP (SR181) @ Todd Blvd Time Interval Ending at From North on (SR) W. Valle Hwy (SR181) From Soutlt on (NB) W. Valley Hwy (SR181) From East on (WB) as From West on (EB) Todd Blvd Interval Total T L S R T L S R T L S R T L S' R .4R 3�;p��' • . . . .. `: : i ;x1:0;. .t ..MI:: t" :a 485:.':..1;.:>,;,.5..g. > .:J %, .. 7 : : n i�i 2 i:4 ' < � 0.: �':?: i ::39 ,. 7s7:i): ✓) x "; 0i: �..1 k..:>. n � • :..... .. .. > » : >aT . .. . a)AA O : i s : •:<Y .< 'i:li �JH; ; x;:. •. . ... •a7. "� : : f }'.. J<}t4: %l::7i:i •;>•t V .888 eJ ... >f:, . ' 4:30 P 9 0 454 4 7 403 0 0 0 0 r 7 58 0 963 . „ ........ ., . 5;::P .t.> >: ' 1�:.:.>oi <::< :..: >; >: :. >:<. i:xLSC•J.i,:.. >: ':;•.f..: : . 5 `. > 9t< '' . -, ,.,. .,:..., '<i:a;Q <.e:: . ; , . . /rty+ ;iYF:I ,. t. <p. ., . yp ,��� %.,.... • :�fl %: > nJ . �x : < :�iv.° .... z. :2i9,..,' ..... . k 6 >': .y .. w ::0 : :.... /� ^:�T,< ,.>: � ���:. 4.. v>. C 5:00 P 17 0 '560 13 0 553 0 0 0 0 0 5 67 0 26 1211 ! 59'15•'' .. ` ,. i:.::r.. , +<t [S`:f . ..: :`:: � : •511 9: , � .. ; 6: :« .:. ;f :.q ....... � .i': ..S„ w �95 . < ^A: �> = �r . L�Fr' '. : 1 b:� . ? �:� � • .x { _ .• ,.. � � % >t •ii : a:< .. i:: : i:i'• . ..4.. i:i .�: .� Ail:. .0.;,,,i, .. ';:iii: ;iu :{ >i�3" ° .e ia i @J >.s.. 555:x,::. . .. 5:30 P 0 540 7 4 `c� 0 0 0 0 0 0 39 0' 24 949 54 4 . [j7 � .. ..ra.... .:ds° �:46� i:: L. : � s6: <�" 2. >:�alsx z 0< ik�i 0 <,:•Ch si2i .��35w ::x . x.t.> � Y 6:00 P ... . .7 10 1,... <. 0 .. . >,..>. 460 .:... ..., IMIII :.'i ..: .. .. 11 .:.. . >. • 5 ::.... .... 283 .... >n 0 >i2•. 0 . 0 :}'i 0 'FS: > ,t 2 ..... e> 23 . ... : . .,... 0 .,. SR:: <: >:: 798 V.T.W.MIZ 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ,± lk 0 :i':O ii i 0: °. %. Q .. is $ ra:A::'•: , 7; i0'�' " <: soy i:ii .0••.': >. ¢::t;:p,�:V 'i•" >•. �ii: .»:.,.:.. >:� «.> .•.. 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J 0 I Total Survey 110 0 3845 1111111 45 76 26 3070 0 0 0 0 0 32 364 0 210 7560 �::S.Y:.ii..+ <7:t .dK> ; >:e i2 ,f' .�:; :�< aa:' .5;'1 � ^�- unlit t ;�::. • a" . • .,., ......... ., ., .a:zi... ;:..:a�..:...:. r.. ... : :. ..,..:..... �� s.. ago- re; :: c>o-> Total 57 0 1945 21 40 11 1772 0 0 0 0 0 25 235 0 120 4104 Approach 1966 1783 0 355 4104 1 zHV PHF 3X 2X n/a 77• 37 0.93 0.85 0.07 0.81 n/a 1 Preparnd For TP&E Legend: T. Number of heavy vehicles (greater than 4 wheels) L= Left -Turn S. Straight R= Right-turn HV= heavy Vehicles PI'IF= Peak hour Factor (Peak hour volume / (4 "Highest 15 minutes)) TM. 7 -i56 L. 3 • 3•, ' DRAINAGE REPORT FOR OPUS GLACIER SITE. _01 4 DECEMBER 1997 REVISED JUNE 1998 Prepared For, OPUS NORTHWEST, LLC 200 112 Avenue NE, Suite 205 Bellevue. Washington 98004 Prepared By: David VV. Spiller. Project Engineer [Reviewed By: Allan E.. Bessette, RE , S.E Principal 97191.10 AHBL, INC. DRAINAGE REPORT for OPUS - GLACIER SITE LOT 4 DECEMBER 1997 REVISED JUNE 1998 Prepared For: Opus Northwest, LLC 200 112 Avenue NE, Suite 205 Bellevue, WA 98004 Prepared By: David W. Spiller, Project Engineer Reviewed By: Allan E. Bessette, P.E., S.E., Principal 97191.10 RECEIVED CITY OF TUKWILA JUN 301998 PERMIT CENTER This analysis is based on data and records either supplied to, or obtained by, AHBL. These documents are referenced within the text of the analysis. The analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industry. Appendix A Figures Figure 1 Figure 2 Figure 3 Figure 3A Figure 4 Figure 5 TABLE OF CONTENTS Site Vicinity Map Topography Map Soil Survey SCS Soils Map Legal Description Basin Map Appendix B Hydrologic Analysis and Calculations SECTION PAGE 1. Project Overview 1 1.1. Purpose and Scope 1 1.2. Pre - Development Conditions 1 1.3. Post - Development Conditions 2 2. Site Conditions and Hydrology 2 2.1. Existing Site Conditions 2 2.2. Developed Site Conditions 2 2.3. Hydrologic Analysis 3 2.4. Conclusion 4 Appendix C Preliminary Geotechnical Engineering Study Settlement Time Rates, Preload Surcharge Program 1. PROJECT OVERVIEW 1.1. Purpose and Scope This report is provided to secure approval for the second phase of fill and grade activities on the Opus - Glacier Site, and describes the proposed storm drainage plan. The Temporary Erosion and Sedimentation Control (TESC) measures that will serve the sites were installed as part of the preload /rough grading plan and report. No additional measures will be required to allow final grading and site surfacing. However, maintenance and repair of the existing erosion control may be required. The design for the storm drainage facilities meets or exceeds the requirements of the City of Tukwila, which has adopted the King County Surface Water Manual (KCSWDM). The facilities will provide the storm water runoff from the site when constructed according to the plans. The KCSWDM establishes the methodology and design criteria used for this project. 1.2. Pre - Development Conditions The project consists of a 4.58 -acre parcel of land located near the intersection of South Glacier Street and Olympic Avenue. The project site is adjacent to the Green River, to the west, and rail road spur on the east. The development is bordered on the north, south, and east by parcels created by the same short plat, Southcenter Industrial Park. The site is located in the southeast quarter of Section 35, Township 23 North, Range 4 East, Willamette Meridian (see Appendix A, Figure 1). The site topography is relatively flat. An approximately six -foot -high berm (leave) has been constructed along the west boundary of the site. A smaller berm has been constructed as part of the railroad tracks on the east side of the site. Existing vegetation consists of grasses covering the majority of the site, with shrubs and berry brambles lining the western and northern edges of the property. AHBL 1 1.3. Post - Development Conditions The project site will be filled and graded to create a large building pad with adjacent traffic and parking areas. The building pad will be preloaded /rough graded to compact the existing soils and to minimize the potential for further settlement under building and traffic loads. Runoff from the site will be collected and conveyed to a flow diverter. The diverter will convey the 2 -year 24 hour flow to an oil water separator for treatment. The oil water separator will discharge into the storm sewer in Glacier Street. All flows greater than the two -year flow rate will by -pass the oil water separator and discharge to the existing storm sewer in Glacier Street. 2. SITE CONDITIONS AND HYDROLOGY 2.1. Existing Site Conditions The project site is currently vegetated. The existing soils generally have a low infiltration rate and high runoff potential and are considered to belong to hydrologic Group D. A runoff curve number (CN) value of 89 (meadow or pasture) is a conservative characterization of soil properties for use in hydrologic calculations for this site. Runoff from the site flows to the southeast and into an existing drainage system that conveys runoff from the short plat. The site will soon be/ or has been rough graded per the rough grading plans. These plans include the Erosion Control Measures. During the final grading and development phase these erosion control measures will be repaired and maintained to limit the potential for erosion to occur. 2.2. Developed Site Conditions The developed site conditions will consist of a 82,600 square foot building and parking areas. Fire protection access will be provide from the parking lot and from an emergency access along the top of the leave. The fire protection will also include looping the water main around the proposed building and providing fire hydrants. The site plan includes loading docks for the building. These docks AH BL 2 will be 44 inches below finished floor. Sanitary sewer will be extended from an existing manhole near the access to Glacier Street. Please refer to the attached site plan for the proposed development of the site (appendix A). 2.3. Hydrologic Analysis The storm drainage system was sized per the as (KCSWDM) adopted by the City of Tukwila. The pipe sizing was based on the rational method (Q = CIA) for the 25 -year event. Then a back water calculation was performed on the collection system using the 100 -year event. Minor revisions to the system were then made to limit the amount of flooding during the 100 -year event (appendix B). Based on the rational method calculations the 25 -year and 100 -year flows are anticipated to be 5.83 cubic feet (cf)per second and 7.34 cf per second. The analysis shows that minor flooding will occur at catch basins 4, 7 and 9 as well as the loading docks. The maximum flooding above the catch basin rim is 0.1 feet. This level of flooding is minor and will only last for a short period of time. The water treatment was sized to accept the flow from the 2 -year 24 -hour event. Calculations were made using the Santa Barbara Urban Hydrograph method. The SCS Type 1A rainfall distribution, and Western Washington SCS "curve numbers" for Type D soils (see calculations in Appendix C). Based on the analysis the parking lot will generate a 2 -year 24 -hour flow rate of 0.97 cf per second or 4.35 gallons per minute No detention is required for this site per the SEPA review. AHBL Sincerely, DWS /saa LHBL 2.4. Conclusion The rational method for the 25 -year event was used to size the stormwater collection system. Based on the calculation the 25 -year event is estimated to be approximately 3.68 cf per second. Once sized the 100 -year event was routed through the conveyance system model and a back water calculation performed to estimate the amount of flooding. Based on the analysis, the 100 -year 24 -hour storm will produce a flow of 4.72 cf per second and minor flooding will occur at catch basins 4, 7, and 9 as well as the loading docks. The maximum flooding above the catch basins was calculated to be 0.1 feet. Water treatment will be provided for the 2 -year flow rate by an oil /water. separator. No storm water detention was required for the site and no detention was included in the design. Based on the analysis of the site and proposed development, the construction plans will meet or exceed the requirements of the City as contained in the (KCSWDM) which has been adopted by the City. David W. Spiller Project Engineer December 1997 Revised June 1998 971911ar.rep 4 APPENDIX A Figures Figure 1 - Site Vicinity Map Figure 2 - Topography Map Figure 3 - Soil Survey Figure 3A - SCS Soils Map Figure 4 - Legal Description Figure 5 - Basin Map LEGAL DESCRIPTION PARCEL D Lot 4 of Tukwila short plat No. 77-45 as recorded under recording No 7711080966, records of King County, Washington PARCEL E An easement for ingress and egress as disclosed by Tukwila short plat No. 77-45 under recording No. 7711080966 for the benefit of Lots 3 and 4 of said short plat. Except any portion thereof lying within Lot 4 of said short plat. Situated in the county of King, State of Washington. AHBL K t I II 1 1 � /P It Vi m .. 1 � f y ` � Jff 1 f� 1 / i ! I i. , ;'. f fI 4 ;' /' 11 /' O' 1; , 1 tr1 rr 1 /� .iii I. j 1, + - .� /' \/ ` N 88 ' 49 I fj / I A • / Ir ari�•7il UT AYIO Om — • • �.� 6t•.ra � / r rl l ol• A ii L ilt �� --• oal /� / A�' - 1 p ' PARKING fiw a / ICY „ ASPHALT ,0 ASPHALT `I w N n u r I !1 O. / PARCEL D TITLE INSURANCE COMMITMENT SERVATIOM FOR UTILITIES f • CP C2 l /�6 l r r LOT( 4 i CITY OF TUkWILA al SHORT PLAT NO. 77 -45 REC. NO. 7711080966 Iz�,1� Pr tr4 dyad W ' b j 4 \s� r N ff; q i . 11 ID'S UAW. MUM NC N Im � 19 • /a W 0 z • W r,: S 0 U j Z O m U 0 TONI " f = 0 f - , �.i•Y4r• fant., H 11� O.//4tl• n i ,U :I ' IN I n Ui a a I-I 1.•. 1/•OLAMI N66'49'10'W 21 HARSTAD Co C • 1 rrvn OuATNFFQ • A I I I I LEGAL DESCRIPTION PARCEL 0 LOT 4 OF TUKWILA SHORT PLAT NO. 77 -45 AS RECOROEO UNDER RECORDING NO. 7711080966, RECORDS OF KING COUNTY, WASHINGTON. PARCEL E AN EASEMENT FOR INGRESS AND EGRESS AS DISCLOSED BY TUKWILA SHORT PLAT NO. 77 - 45 UNDER RECORDING NO. 7711080966 FOR THE BENEFIT OF LOTS 3 AND 4 OF SAID SHORT PLAT. EXCEPT ANY PORTION THEREOF LYING WITHIN LOT 4 OF SAID SHORT PLAT. SITUATE IN THE COUNTY OF KING. STATE OF WASHINGTON. HORIZONTAL DATUM: PLAT OF SOUTHCENTER SOUTH INDUSTRIAL PARK VOLUME 97. PAGES 22 THRU 25 VERTICAL DATUM: BASED ON BENCH MARKS NOS. RM 336 & RM 341 SHOWN ON FLOOD INSURANCE MAPS NOS. 53033C0967F AND 53033C0976F PREPARED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY REVISED ON MAY 16, 1995. 0 1 " =40' GRAPHIC SCALE 1' ■40' 40 80 120 CITY OF TUKWILA SHORT PLAT NO. 77 -45 ASPHALT & /HINT u na BENCH MA TOP NORTH RIM OF MON CASE ELE. 22.98 SOUTH GLACIER STREET EXTENSION YIAITI ,A'•I 0 0 LO 1.T PARCEL E -� ��.i►:: TITLE INSURANCE ,, CITY OF COMMITMENT LOT 3. SHORT PLAT OPUS NORTHWEST LLC HARSTAD CONSULTANTS A . L . T . A . , TOPOGRAPHIC AND UTILITY SURVEY te r + • • � — T. 11 . 1.1 T I A 'vvTI runTAIFFQq • 1 .A11. gpRVFY(Wg E ANCE NT " T. LS 13731 > W 0 z W w O: O 0 z .. 0 m • 0 cv = 6.THIS SURVEY REPRESENTS VISIBLE PHYSICAL IMPROVEMENT CONDITIONS EXISTING ON MAY 7. 1997. ALL SURVEY CONTROL INDICATED AS 'FOUND' WAS RECOVERED FOR THIS "-• PROJECT ON MAY. 1997. 7.IT HAS NOT BEEN OETERMINED BY HARSTAD CONSULTANTS IF WETLANDS EXIST ON SUBJECT -I PROPERTY. 8.ELEVATIONS SHOWN AT EXTFUDEO CURBS ARE TO TOP OF ASPHALT. ELEVATIONS SHOWN ON RAILROAD TRACK ARE TO TCP OF RAIL 07 9.PROPERTY SUBJECT TO DEVELOPER'S AGREEMENT DESCRIBED IN INSTRUMENT UNDER RECORDING NO. 7407120478 AND MODIFIED BY AGREEMENT DESCRIBED IN INSTRUMENT UNDER RECORDING NO. 8511121059. BENCH MARK TOP NORTH RIM OF MON CASE ELE. 22.98 SOUTH GLACIER STREET .I.IYT EXTENSION —\ YT41TT 41001 o • - ..o.oww• n (Ir fi:8 !COO ll N88'49'10'1 213.87 1.THIS 'ALTA /ACSM LAND TITLE SURVEY' 15 AN URBAN SURVEY IN ACCORDANCE WITH THE 'CLASSIFICATION AND SPECIFICATIONS FOR CAOASTRAL SURVEYS' AS ADOPTED BY THE AMERICAN LAND 92 I TTLE ASSOCIATION AND AMERICAN CONGRESS ON SURVEYING ANO MAPP IN 19 2.ALL TITLE INFORMATION ON THIS MAP FOR THE SUBJECT PROPERTY WAS EXTRACTED FROM FIRST AMERICAN TITLE INSURANCE COMPANY- ORDER NO. 344344 - GATED APRIL 23, 1997; PARCELS D ANO E. PROPERT! SUBJECT TO SOME OF THE SPECIAL EXCEPTIONS LISTED IN THE ABOVE ORDER. HARSTAD CONSULTANTS HAS CONDUCTED NO INDEPENDENT TITLE SEARCH NOR IS HARSTAD CONSULTANTS IS AVARE OF ANY TITLE ISSUES AFFECTING THE SURVEYED PROPERTY OTHER THAN THOSE SHOWN ON THE MAP AND DISCLOSED BY THE REFERENCED ORDER. 3.THE FLOOD ZONE DESIGNATION IS ZONE X WHICH IS DETERMINED TO BE OUTSIDE 500 -YEAR FLOOD PLAIN. ACCORDING TO FLOOD INSURANCE RATE MAP. ('FIRM') NO. 53033C0967F COMMUNITY N0. 530091. (CITY OF TUKWILA) PANEL NO. 0967. SUFFIX F. EFFECTIVE MAY 16. 1995. KING COUNTY, WASHINGTON. AS PREPARED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY ('FEMA'1. 4.UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS SITE. ONLY THOSE UTILITIES WITH EVIDENCE OF THEIR INSTALLATION VISIBLE AT GROUND SURFACE ARE SHOWN HEREON. UNDERGROUND UTILITY LOCATIONS SHOWN ARE APPROXIMATE ONLY. UNDERGROUND CONNECTIONS ARE SHOWN AS STRAIGHT LINES BETWEEN SURFACE UTILITY LOCATIONS. BUT MAY CONTAIN BENDS OR CURVES NOT SHOWN. SOME UNDERGROUND LOCATIONS SHOWN HEREON MAY HAVE BEEN TAKEN FROM PUBLIC RECORDS. HARSTAD CONSULTANTS ASSUMES NO LIABILITY FOR THE ACCURACY OF PUBLIC RECORDS. 5.HARSTAD CONSULTANTS SURVEY CREW DETECTED NO OBSERVABLE EVIDENCE OF ANY CEMETERIES. RUBBISH FILLS, SLOUGHS. FILLED -IN WELLS OR CISTERNS ON THE PROPERTY. LOT 2 CITY OF TUKWILA SHORT PLAT NO. 77 -45 I HEREBY CERTIFY TO OPUS NORTHWEST, LLC THAT THE MAP HEREIN IS A TRUE ANO CORRECT COPY OF THIS SURVEY. AND THAT THE DIMENSIONS ARE CORRECT: AND THAT ALL IMPROVEMENTS WHOLLY WITHIN THE LINES OF SAID PROPERTY ACCORDING TO MEASUREMENTS MADE MAY 7. 1997 ARE IN CONFORMITY WITH THE STANDARDS COVERING REGISTRATION. JEFFREY R. HARSTAD PROFESSSIONAL LAND SURVEYOR STATE OF WASHINGTON SURVEYOR'S CERTIFICATION 0 FH- FIRE HYDRANT WV- WATER VALVE WM WATER METER Ply- POST INDICATOR VALVE FHC- FIRE HOSE CONNECTION CB- CATCH BASIN SS MH- SANITARY SEWER MANHOLE JB- TELEPHONE JUNCTION BOX )p U/G TEL- UNDERGROUNO TELEPHONE TR- TOP OF RAILROAD TRACK RAIL ELEVATION H -MAPLE N- MAPLE P- PINE POP- POPLAR BH- METAL BASKETBALL HOOP .1 ` 7 9 95.71 NOTES -SET CONCRETE NAIL W/ BRASS WASHER LS13731 UNLESS NOTED r - 49'10'W 487.73 AMMO NON FOUAO AIQN IN CASE IN CASE LEGEND S. GLACIER ST. Q O SE1 /4 SECTION 35. TOWNSHIP 23 NORTH. RANGE 4 EAST. W.M. ail y.T W U..I A! C.. S ler SarravITA P r PM? =. 26 11171 l C7.5.4C4Ltrill I odurcao 41,11f.' ill i f -I 31..0 13 C.:4:W MI • •• - I I. of 'LW f 1 *!, f_rrm2.__ i • PiV1L1014.1.1. • t sv %I:RENTON jkiNCTION f 25 I . tv ; : SW • • t4T14 • f41 I ;1 • • ""'„ar(14 • ' - • - EJ • • LLA SW 3474 57 sw id MN ST o. I 4.120 ST . 4 t • t3.w. r SITE !I ST I t , • S (4•75 Sr s 79571( ; 7 - 55. • • I. 1 1 9 874 37 5 tiotri5. • r • S nr• Mr. S ) 1 t ' • E S I • • • - zuse r 1 • I • • S :38 s i „ —3 '3247.- 5, 32•0 L f I •s •■• ▪ 5). 1.1.1 7 37 S 197 • 57 ; c • :.7..7 1 57 57 S 79579 57 • 7 :1 :1 I S .4 181 Sr 134774 VALLL7 .21Ca /AU . ST S 1 •I' 51 34 1,' •45335 ! • .....reuzER .:,..:., e'v II I `■ ...nr., , 1 1 - T23N - -! 1 -; . 1 ... .z K. . , =, i 1.... , ft.4 7. 1 i; 57 ( •.■ 4 ■ ZCC74 S' • S.* ' •C141:4 Alt j y AF, • t ' •r• / 4/. /, v.13 AHBL CIVIL & STRQCTURAL ENGINEERSAPLANNERS 45.5.5 3C4A 51'.I 7.4 Taco/IV, 11/4 98433 Prone (153) 351-2422 fc. (253) 333-2572 37 d Iltra 2 *XI S 131:13r1 212Th • I ; • • Vag It . • -4• 19'D4 I S „?.' • • • •5 ; L . 7 . 11 • sf • VIC IN Alfi P . S 7•7•974 • • 1 . MNO ST S x ii RE 212TH ST II : 4 1; C6 �L1 7n 'tV dc STRUCTURAL ENCINEERS•PLANNERS 2:15 nOgn SCtn 5t net Stott 343 t000mo, VA 9007 Prone (:57) 707 -2422 !a. (257) 737 -2572 SCS 5cIL MAC F.xh; 6;t- 3/-� Newberg silt loam (Ng).- -This soil is in long, narrow areas that range from S to more than 100 acres in size. Slopes are less than 2 percent and are mostly convex. Representative profile of cultivated Newberg silt loam, 500 feet west and 575 feet north of the east quarter corner of sec. 36, T. 23 N., R. 4 E.: Ap - -0 to 10 inches, very dark grayish -brown (10YR 3/2) silt loam, grayish brown (10YR 5/2) dry; moderate, fine, granular structure; slightly hard, friable, slightly sticky, slightly plastic; many roots; medium acid; abrupt, smooth boundary. 8 to 10 inches thick. Al - -10 to 20 inches, very dark grayish -brown (10YR 3/2) very fine sandy loam, grayish brown (10YR 5/2) dry; massive; soft, very friable, non - sticky, nonplastic; common roots; slightly acid; clear, smooth boundary. 9 to 12 inches thick. C1 - -20 to 36 inches, very dark grayish -brown (10YR 3/2) and dark grayish -brown (2.5Y 4/2) very fine sandy loam and loamy very fine sand, grayish brown (10YR 4/2) dry; massive; soft, very friable, nonsticky, nonplastic; common roots; neutral; abrupt, wavy boundary. 12 to 16 inches thick. C2 - -36 to 46 inches, dark grayish -brown (2.SY 4/2) and gray (SY 5/1) very fine sandy loam, light brownish gray (2.SY 6/2) dry; common, large, prominent, strong -brown (7.5YR S/6 and 5 /8) mottles; massive; soft, very friable, non - sticky, nonplastic; common roots; neutral; abrupt, wavy boundary. 10 to 13 inches thick. C3 - -46 to 47 inches, dark grayish -brown (2.SY 4/2), yellowish -brown (10YR 5/4), yellowish -red (SYR 4/6), and dark reddish -brown (SYR 3/3) loamy sand and silt loam, light gray (2.5Y 7/0), reddish brown (SYR 4/4), and yellowish red (SYR 4/8) dry; massive; very hard, very fri- able to very firm, slightly sticky, slightly plastic; few roots; neutral; abrupt, wavy boundary. 1 to 2 inches thick. C4 - -47 to 60 inches, gray (5Y S/1) very fine sandy loam, light gray (5Y 7/1) dry; many, fine, prominent, yellowish -brown (10YR 5/4) mottles and few, fine, prominent, yellowish -red (SYR 4/8) and red (2.SYR 4/6) mottles, light yellow- ish brown (10YR 6/4) and yellowish red (SYR 4 /S) CIV . S rRUC TuRAL ENCINEERS•PLANNERS 2217 own SCU Stml S.4, 3C0 Noma. •A 96403 Ynxa (375) :63.2'21 fm ( :73) 765 -:712 S Cs S S ur vey ExhI • Newberg silt loam (Ng).- -This soil is in long, narrow areas that range from 5 to more than 100 acres in size. Slopes are less than 2 percent and are mostly convex. Representative profile of cultivated Newberg silt loam, 500 feet west and 575 feet north of the east quarter corner of sec. 36, T. 23 N., R. 4 E.: Ap - -0 to 10 inches, very dark grayish -brown (10YR 3/2) silt loam, grayish brown (10YR 5/2) dry; moderate, fine, granular structure; slightly hard, friable, slightly sticky, slightly plastic; many roots; medium acid; abrupt, smooth boundary. 8 to 10 inches thick. Al - -10 to 20 inches, very dark grayish -brown (10YR 3/2) very fine sandy loam, grayish brown (10YR 5/2) dry; massive; soft, very friable, non - sticky, nonplastic; common roots; slightly acid; clear, smooth boundary. 9 to 12 inches thick. C1 - -20 to 36 inches, very dark grayish -brown (10YR 3/2) and dark grayish -brown (2 ..5Y 4/2) very fine sandy loam and loamy very fine sand, grayish brown (10YR 4/2) dry; massive; soft, very friable, nonsticky, nonplastic; common roots; neutral; abrupt, wavy boundary. 12 to 16 inches thick. C2 - -36 to 46 inches, dark grayish -brown (2.5Y 4/2) and gray (SY 5 /1) very fine sandy loam, light brownish gray (2.5Y 6/2) dry; common, large, prominent, strong -brown (7.SYR 5/6 and 5/8) mottles; massive; soft, very friable, non - sticky, nonplastic; common roots; neutral; abrupt, wavy boundary. 10 to 13 inches thick. C3 - -46 to 47 inches, dark grayish -brown (2.5Y 4/2), yellowish -brown (10YR 5/4), yellowish -red (SYR 4/6), and dark reddish -brown (SYR 3/3) loamy sand and silt loam, light gray (2.5Y 7/0), reddish brown (5YR 4/4), and yellowish red (SYR 4/S) dry; massive; very hard, very fri- able to very firm, slightly sticky, slightly plastic; few roots; neutral; abrupt, wavy boundary. 1 to 2 inches thick. C4 - -47 to 60 inches, gray (5Y 5/1) very fine sandy loam, light gray (SY 7/1) dry; many, fine, prominent, yellowish -brown (10YR 5/4) mottles and few, fine, prominent, yellowish -red (SYR 4 /S) and red (2.SYR 4/6) mottles, light yellow- ish brown (10YR 6/4) and yellowish red (SYR 4 /S) AHBL CiV t. 4 S TRuC TuRAL ENGINEERSAPLANNERS 2215 soon lam Street S.,u k0 Tacoma, em 96401 Pyre (25:1 201 -2422 la.. (251) 10,1 -2572 S C s o;L 5urwy E,XhIbI 3B dry; massive; slightly hard, very friable; nonsticky, nonplastic; few roots; neutral. The A horizon ranges from very dark grayish brown to very dark brown. The C horizon consists of layers of silt loam, very fine sandy loam, sandy loam, loamy sand, and sand; the thickness of each layer varies. Mottles occur at a depth below 30 to 40 inches in some places. Some areas are up to 25 or 30 percent inclusions of somewhat poorly drained Briscot, Oridia, and Wood- inville soils; and some are up to 10 percent the poorly drained Puget soils. Total inclusions do not exceed 30 percent. Permeability is moderate. The effective rooting depth is 60 inches or more. A seasonal water table is at a depth of 3 to 4 feet in places. Available water capacity is high. Runoff is slow, and the erosion hazard is slight. The hazard of stream over- flow is slight to severe, depending on the amount of flood protection provided. This soil is used mostly for row crops. Capabil- ity unit IIw -1; woodland group 2ol. CIVIL Ac S TRUC TURA EN CI NE ERS•PLANNERS :vs Np{N JCo Sinn 5r4 xo law), WA 9607 PM.l (ISJ1 76J•U11 fa.. (i77) 30.1 - IJIi Sc S Soy L S'urvt EXh ;b; t 3L LEGAL DESCRIPTION PARCEL D Lot 4 of Tukwila short plat No. 77 -45 as recorded under recording No. 7711080966, records of King County, Washington PARCEL E An easement for ingress and egress as disclosed by Tukwila short plat No. 77 -45 under recording No. 7711080966 for the benefit of Lots 3 and 4 of said short plat. Except any portion thereof lying within Lot 4 of said short plat. Situated in the county of King, State of Washington. APPENDIX B Hydrologic Analysis and Calculations 6/26/98 12:35:8 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: BASIN_04 Description • AREA CONTRIBUTING TO CATCHBASIN #04 <--- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.23 0.90 105.00 0.0181 20.00 0.65 Composite "c" Value 0 90 Time of Conc (min).. 0.65 Drainage Area Id: BASIN 05 Description AREA CONTRIBUTING TO CATCHBASIN #05 <--- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.16 0.90 125.00 0.0100 20.00 1.04 Composite "c" Value 0 90 Time of Conc (min).. 1.04 Drainage Area Id: BASIN_06 Description • AREA CONTRIBUTING TO CATCHBASIN #06 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.17 0.90 80.00 0.0308 20.00 0.38 roof runoff 0.24 0.90 110.00 0.0050 20.00 1.30 Composite "c" Value 0 90 Time of Conc (min).. 1.68 Drainage Area Id: BASIN_08 Description • AREA CONTRIBUTING TO CATCHBASIN #08 <--- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.21 0.90 70.00 0.015720.00 0.47 roof runoff 0.59 0.90 1.20 0.0050 20.00 0.01 Composite "c" Value 0 90 Time of Conc (min).. 0.48 Drainage Area Id: BASIN_09 Description • AREA CONTRIBUTING TO CATCHBASIN #09 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.17 0.90 110.00 0.0289 20.00 0.54 Composite "c" Value 0 90 Time of Conc (min).. 0.54 Drainage Area Id: BASIN_10 Description • AREA CONTRIBUTING TO CATCHBASIN #10 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.23 0.90 130.00 0.0600 20.00 0.44 roof runoff 0.12 0.90 50.00 0.0050 20.00 0.59 Composite "c" Value 0 90 Time of Cone (min).. 1.03 page 1 6/26/98 12:35:8 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: BASIN_12 Description • AREA CONTRIBUTING TO CATCHBASIN #12 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.11 0.90 150.00 0.0116 20.00 1.16 Composite "c" Value 0 90 Time of Conc (min).. 1.16 Drainage Area Id: BASIN_13 Description • AREA CONTRIBUTING TO CATCHBASIN #13 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.17 0.90 190.00 0.0365 20.00 0.83 Composite "c" Value 0 90 Time of Conc (min).. 0.83 6/26/98 12:35:8 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller REACH SUMMARY Network Reach Network REACH < -AREA> < -DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft /ft (cfs) (ft) (fps) (fps) PIPE 13 0.17 0.67 149.44 0.0050 0.0120 0.41 41.30 0.31 46.69 2.58 2.94 BASIN_13 PIPE_12 0.28 0.67 105.00 0.0109 0.0120 0.68 46.25 0.33 49.85 3.91 4.33 BASIN 12 Confluence with Network Sub -net PIPE_04 2.40 1.25 56.64 0.0180 0.0120 5.83 57.58 0.71 56.95 8.08 8.47 BASIN 04 PIPE_03 2.40 1.25 24.49 0.0106 0.0120 5.83 74.98 0.85 68.07 6.56 6.50 PIPE 02 2.40 1.50 76.60 0.0030 0.0120 5.83 86.75 1.15 76.54 4.02 3.90 PIPE REACH ID No. PIPE 02 From: CB_02 To: CB_01 Pipe Diameter: 1.5000 ft n: 0.0120 Pipe Length 76.6049 ft s: 0.0030 Up invert 17.8300 ft down invert: 17.6002 ft Collection Area: 2.4000 Ac. Design Flow • 5.8320 cfs Dsgn Depth: 1.15 ft Pipe Capacity 6.7228 cfs Design Vel • 4.0184 fps Travel Time: 0.32 min Pipe Full Vel 3.9043 fps PIPE REACH ID No. PIPE 03 From: CB 03 To: CB_02 Pipe Diameter: 1.2500 ft n: 0.0120 Pipe Length 24.4861 ft s; 0.0106 Up invert 18.0900 ft down invert: 17.8300 ft page 2 page 3 Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: CB 04 T Pipe Diameter: Pipe Length . Up invert Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel 2.4000 Ac. 5.8320 cfs 7.7780 cfs 6.5556 fps 6.5046 fps ID No. PIPE 04 :.CB 03 1. ft 56.6392 ft 18.6100 ft 2.4000 Ac. 5.8320 cfs 10.1294 cfs 8.0797 fps 8.4711 fps Dsgn Depth: 0.85 ft Travel Time: Dsgn Depth: Travel Time: 0.06 min n: 0.0120 s: 0.0180 down invert: 17.5900 ft 0.71 ft 0.12 min 6/26/98 12:35:8 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller Pipe Length . Up invert Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel . PIPE REACH From: CB 06 To: CB 05 Pipe Diameter: 0.6667 ft Pipe Length 57.3387 ft Up invert 20.6500 ft Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel . 1.2500 ft Pipe Length : 135.3263 ft Up invert 19.2700 ft Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel . Collection Area: Design Flow . Pipe Capacity . Design Vel Pipe Full Vel . 1.8900 Ac. 4.5927 cfs 6.7228 cfs 3.8654 fps 3.9043 fps 0.4100 Ac. 0.9963 cfs 2.4948 cfs 6.3918 fps 7.3350 fps 1.3200 Ac. 3.2076 cfs 4.1547 cfs 3.5195 fps 3.4745 fps 1.0000 ft Pipe Length 76.8412 ft Up invert 20.6500 ft 0.8000 Ac. 1.9440 cfs 5.5790 cfs 6.1299 fps 7.2901 fps REACH SUMMARY PIPE REACH ID No. PIPE_ 05 From: CB 05 To: CB 04 Pipe Diameter: 1.5000 ft 83.6119 ft 18.8600 ft ID No. PIPE 06 PIPE REACH ID No. PIPE 07 From: CB_07 To: CB_05 Pipe Diameter: PIPE REACH ID No. PIPE 08 From: CB_08 To: CB_07 Pipe Diameter: n: 0.0120 s: 0.0030 down invert: 18.6092 ft Dsgn Depth: 0.96 ft Travel Time: 0.36 min n: 0.0120 s: 0.0312 down invert: 18.8600 ft Dsgn Depth: 0.31 ft Travel Time: 0.15 min. n: 0.0120 s: 0.0030 down invert: 18.8600 ft Dsgn Depth: 0.87 ft Travel Time: 0.64 min n: 0.0120 s: 0.0180 down invert: 19.2700 ft Dsgn Depth: 0.42 ft Travel Time: 0.21 min page 4 6/26/98 12:35:8 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller PIPE REACH ID No. PIPE_ 09 From: CB 09 To: CB 07 Pipe Diameter: 1.0000 ft 63.4746 ft 19.4600 ft Pipe Length . Up invert Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel . PIPE REACH ID No. PIPE 10 From: CB 10 To: CB_09 Pipe Diameter: 1.0000 ft Pipe Length : 165.9424 ft Up invert 19.9600 ft Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel . PIPE REACH ID No. PIPE 12 From: CB_12 To: CB_04 Pipe Diameter: 0.6667 ft Pipe Length : 105.0000 ft Up invert 19.7500 ft Collection Area: 0.2800 Ac. Design Flow 0.6804 cfs Pipe Capacity 1.4713 cfs Design Vel 3.9135 fps Pipe Full Vel 4.3257 fps PIPE REACH ID No. PIPE 13 From: CB_13 To: CB_12 Pipe Diameter: 0.6667 ft Pipe Length : 149.4392 ft Up invert 20.5000 ft Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel . 0.5200 Ac. 1.2636 cfs 2.2802 cfs 2.8168 fps 2.9795 fps 0.3500 Ac. 0.8505 cfs 2.2852 cfs 2.5549 fps 2.9860 fps 0.1700 Ac. 0.4131 cfs 1.0003 cfs 2.5849 fps 2.9410 fps REACH SUMMARY n: 0.0120 s: 0.0030 down invert: 19.2696 ft Dsgn Depth: 0.56 ft Travel Time: 0.38 min n: 0.0120 s: 0.0030 down invert: 19.4600 ft Dsgn Depth: 0.44 ft Travel Time: 1.08 min n: 0.0120 s: 0.0109 down invert: 18.6100 ft Dsgn Depth: 0.33 ft Travel Time: 0.45 min n: 0.0120 s: 0.0050 down invert: 19.7500 ft Dsgn Depth: 0.31 ft Travel Time: 0.96 min page 5 6/26/98 12:35:8 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller REACH SUMMARY Network Reach Sub -P6 REACH < -AREA> < -DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft /ft (cfs) (ft) (fps) (fps) PIPE 06 0.41 0.67 57.34 0.0312 0.0120 1.00 39.93 0.31 45.80 6.39 7.33 BASIN 06 Network Reach Sub -P8 REACH < -AREA> < -DIA> LENGTH SLOPE c n > DSGN Q % PIPE Ndepth %Depth. Vact Vfull C_Area ID (Ac) (ft). (ft) ft /ft (cfs) (ft) (fps) (fps) PIPE_08 0.80 1.00 76.84 0.0180 0.0120 1.94 34.84 0.42 42.41 6.13 7.29 BASIN_08 Network Reach Sub -net REACH c -AREA> < -DIA> LENGTH SLOPE c n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C Area ID (Ac) (ft) (ft) ft /ft (cfs) (ft) (fps) (fps) PIPE 10 0.35 1.00 165.94 0.0030 0.0120 0.85 37.22 0.44 44.00 2.55 2.99 BASIN 10 PIPE 09 0.52 1.00 63.47 0.0030 0.0120 1.26 55.42 0.56 55.60 2.82 2.98 BASIN 09 Confluence with Network Sub -P8 PIPE_07 1.32 1.25 135.33 0.0030 0.0120 3.21 77.20 0.87 69.57 3.52. 3.47 Confluence with Network Sub -P6 PIPE 05 1.89 1.50 83.61 0.0030 0.0120 4.59 68.31 0.96 63.71 3.87 3.90 BASIN 05 page 6 Hydraulic Gradeline for Reach site <- FROM -> <- -TO - -> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr - cb /mh- cfs -loss- - Elev -- - -loss- - -loss- - -Elev- - -Elev- - -loss- - -loss- - -loss- --Elev- -Rim -- CB_01 18.75 CB_02 CB_01 5.83 0.23 18.98 0.03 0.17 19.18 0.00 0.35 0.14 0.00 18.76 23.00 C13_03 CB_02 5.83 0.21 tw & do <dc: Inlet Ctrl Assumed 20.09 0.35 0.00 0.00 19.32 22.73 CB_04 CB_03 5.83 0.39 tw & dn <dc: Inlet Ctrl Assumed 20.60 0.10 0.00 0.02 20.10 22.10 CB 12 CB_04 0.68 0.28 tw & dn <dc: Inlet Ctrl Assumed 20.02 0.02 0.02 0.01 19.95 23.25 CB - 13 CB 12 0.41 0.75 21.17 0.00 0.02 21.19 0.00 0.00 0.00 0.00 21.17 23.25 C13_04 20.10 CB05 CB_04 4.59 0.13 20.22 0.02 0.10 20.35 0.00 0.13 0.09 0,13 20.31 23.00 CB__07 CB_05 3.21 0.28 20.59 0.02 0.11 20.72 0.00 0.10 0.12 0.04 20,66 22.80 CB_09 C8_07 1.26 0.07 20.73 0.01 0,04 20.78 0.00 0.02 0.00 0.01 20.72 22.50 CB 10 C13_09 0.85 0.08 20.80 0.00 0,02 20.82 0.00 0.00 0,00 0.00 20,80 24.15 C8_07 20.66 C8_08 C13_07 1.94 0.19 tw & do cdc: Inlet Ctrl Assumed 21.06 0,00 0.00 0.00 20.95 25.65 CB_05 20.31 C8_06 CB_05 1.00 0.33 tw & do <dc: Inlet Ctrl Assumed 21.08 0.00 0.00 0.00 20.92 25.65 6/26/98 12:35:9 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller REACH SUMMARY page 7 Hydraulic Gradeline for Reach Continued <- FROM -> <- -TO - -> <FLOW> floss Ent_HGL.EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr - cb /mh- cfs -loss- - Elev -- - -loss- - -loss- - -Elev- --Elev- -loss- - -loss- - -loss- - -Elev- - -Rim -- 6/26/98 12:35:9 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller EXISTING STRUCTURE REACH Location : THE GLACIER BUILDING North 350.8892 Str Type : TYPE 1 East 799.5578 Str Cat : Catch Basin Rim Elev : 21.9000 Area /sump: 4.00 sf /1.50 ft Bottom El: 16.1000 Cont Area: Hgrade El: 18.7483 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.000 Exit: 0.000 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> PIPE 02 17.600 18.00 0.012 Lower PROPOSED STRUCTURE REACH Location : THE GLACIER BUILDING North 377.0200 Str Type : TYPE 2 -48 East 727.5474 Str Cat : Catch. Basin Rim Elev : 23.0000 Area /sump: 0.00 sf /1.50 ft Bottom El: 17.8300 Cont Area: Hgrade El: 18.7642 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.034 Exit: 0.169 App Vel: 0.351 Junct: 0.000 Bend: 0.137 Reach <Invert> <Diam> < n > <End> PIPE_02 17.830 18.00 0.012 Upper PIPE 03 17.830 15.00 0.012 Lower PROPOSED STRUCTURE REACH STRUCTURE REPORT ID No. CB 01 ID No. CB 02 ID No. CB 03 Location : THE GLACIER BUILDING North 399.2685 Str Type : TYPE 2 -54 East 717.3213 Str Cat : Catch Basin Rim Elev : 22.7300 Area /sump: 0.00 sf /1.50 ft Bottom El: 18.0900 Cont Area: Hgrade El: 19.3205 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.070 Exit: 0.351 App Vel: 0.351 Junct: 0.000 Bend: 0.003 Reach <Invert> <Diam> < n > <End> PIPE_03 18.090 15.00 0.012 Upper PIPE 04 17.590 15.00 0.012 Lower page 8 6/26/98 12:35:9 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller PROPOSED STRUCTURE REACH Location : THE GLACIER BUILDING North Str Type : TYPE 2 -48 East . Str Cat : Catch Basin Rim Elev : Area /sump: 0.00 sf /1.50 ft Bottom El: Cont Area: BASIN_04 Hgrade El: Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.070 Exit: 0.351 App Vel: 0.105 Junct: Reach <Invert> <Diam> < n > <End> PIPE_04 18.610 15.00 0.012 Upper PIPE_12 18.610 8.00 0.012 Lower PIPE 05 18.609 18.00 0.012 Lower PROPOSED STRUCTURE REACH Location : THE GLACIER BUILDING Str Type : TYPE 1 Str Cat : Catch Basin Area /sump: 0.00 sf /1.50 ft Cont Area: BASIN_05 Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.021 Exit: 0.105 App Vel: Reach <Invert> <Diam> PIPE_05 18.860 18 0 PIPE_06 18.860 8 0 PIPE 07 18.860 15 PROPOSED STRUCTURE REACH STRUCTURE REPORT ID No. CB 04 ID No. CB 05 < n > <End> 0 0 012 Upper 0 0 012 Lower 00 0 012 Lower ID No. CB 06 North East • Rim Elev : Bottom El: Hgrade El: 0.126 Junct: page 9 449.8588 691.8533 22.1000 18.6100 20.1041 ft 0.021 Bend: 0.005 530.0599 668.2156 23.0000 18.8600 20.3113 ft 0.132 Bend: 0.086 Location : THE GLACIER BUILDING North . Str Type : TYPE 1 East . • Str Cat : Catch Basin Rim Elev : Area /sump: 0.00 sf /1.50 ft Bottom El: Cont Area: BASIN 06 Hgrade El: Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.025 Exit: 0.126 App Vel: 0.000 Junct; 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> PIPE 06 20.650 8.00 0.012 Upper 541.0079 611.9318 25.6500 20.6500 20.9234 ft 6/26/98 12:35:9 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller PROPOSED STRUCTURE REACH PROPOSED STRUCTURE REACH PROPOSED STRUCTURE REACH STRUCTURE REPORT ID No. CB 07 ID No. CB 08 Location : THE GLACIER BUILDING North 677.7785 Str Type : TYPE 1 East 613.9314 Str Cat : Catch Basin Rim Elev : 25.6500 Area /sump: 0.00 sf /1.50 ft Bottom El: 20.6500 Cont Area: BASIN 08 Hgrade El: 20.9496 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.019 Exit: 0.095 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> PIPE 08 20.650 12.00 0.012 Upper ID No. CB 09 Location : THE GLACIER BUILDING North 720.3421 Str Type : TYPE 1 East 718.1331 Str Cat : Catch Basin Rim Elev : 22.5000 Area /sump: 0.00 sf /1.50 ft Bottom El: 19.4600 Cont Area: BASIN 09 Hgrade El: 20.7173 ft Bend • No spec shape Ent type.: Area /sump: Ent Loss: 0.008 Exit: 0.040 App Vel: 0.018 Junct: 0.006 Bend: 0.001 Reach <Invert> <Diam> < n > <End> PIPE_09 19.460 12.00 0.012 Upper PIPE 10 19.460 12.00 0.012 Lower page 10 6/26/98 12:35 :9 am AHBL The Glacier Building, Project # 97191.10 25 year -24hr Calculations by Spencer B. Project Manager: David Spiller PROPOSED STRUCTURE REACH PROPOSED STRUCTURE REACH PROPOSED STRUCTURE REACH STRUCTURE REPORT ID No. CB 10 page 11 Location : THE GLACIER BUILDING North 883.0280 Str Type : TYPE 1 East 750.8468 Str Cat : Catch Basin Rim Elev : 24.1500 Area /sump: 0.00 sf /1.50 ft Bottom El: 19.9600 Cont Area: BASIN 10 Hgrade El: 20.7974 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.004 Exit: 0.018 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> PIPE 10 19.960 12.00 0.012 Upper ID No. CB 12 Location : THE GLACIER BUILDING North 351.8655 Str Type : TYPE 2 -48 East 654.1396 Str Cat : Catch Basin Rim Elev : 23.2500 Area /sump: 0.00 sf /1.50 ft Bottom El: 19.7500 Cont Area: BASIN 12 Hgrade El: 19.9517 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.012 Exit: 0.059 App Vel: 0.022 Junct: 0.009 Bend: 0.018 Reach <Invert> <Diam> < n > <End> PIPE_12 19.750 8.00 0.012 Upper PIPE 13 19.750 8.00 0.012 Lower ID No. CB_13 Location : THE GLACIER BUILDING North 354.0445 Str Type : TYPE 1 East 504.7163 Str Cat : Catch Basin Rim Elev : 23.2500 Area /sump: 0.00 sf /1.50 ft Bottom El: 19.0000 Cont Area: BASIN 13 Hgrade El: 21.1660 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.004 Exit: 0.022 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> PIPE 13 20.500 8.00 0.012 Upper 6/26/98 12:34:3 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: BASIN_04 Description • AREA CONTRIBUTING TO CATCHBASIN #04 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.23 0.90 105.00 0.0181 20.00 0.65 Composite "c" Value 0 90 Time of Conc (min).. 0.65 Drainage Area Id: BASIN 05 Description • AREA CONTRIBUTING TO CATCHBASIN #05 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.16 0.90 125.00 0.0100 20.00 1.04 Composite "c" Value 0 90 Time of Conc (min):. 1.04 Drainage Area Id: BASIN_06 Description • AREA CONTRIBUTING TO CATCHBASIN #06 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.17 0.90 80.00 0.030820.00 0.38 roof runoff 0.24 0.90 110.00 0.0050 20.00 1.30 Composite "c" Value 0 90 Time of Conc (min).. 1.68 Drainage Area Id: BASIN_08 Description • AREA CONTRIBUTING TO CATCHBASIN #08 <--- Description - -> SubArea SubC asphalt runoff 0.21 0.90 roof runoff 0.59 0.90 Composite "c" Value 0 90 L (ft) Slope -Kr -- (min) 70.00 0.0157 20.00 0.47 1.20 0.0050 20.00 0.01 Time of Conc (min). 0.48 Drainage Area Id: BASIN_09 Description • AREA CONTRIBUTING TO CATCHBASIN #09 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.17 0.90 110.00 0.0289 20.00 0.54 Composite "c" Value 0 90 Time of Conc (min).. 0.54 Drainage Area Id: BASIN_10 Description AREA CONTRIBUTING TO CATCHBASIN #10 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.23 0.90 130.000.0600 20.00 0.44 roof runoff 0.12 0.90 50.00 0,0050 20.00 0.59 Composite "c" Value 0 90 Time of Conc (min).. 1.03 page 1 6/26/98 12:34:3 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: BASIN_12 Description • AREA CONTRIBUTING TO CATCHBASIN #12 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.11 0.90 150.00 0.0116 20.00 1.16 Composite "c" Value 0 90 Time of Conc (min).. 1.16 Drainage Area Id: BASIN_13 Description • AREA CONTRIBUTING TO CATCHBASIN #13 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) asphalt runoff 0.17 0.90 190.00 0.0365 20.00 0.83 Composite "c" Value 0 90 Time of Conc (min).. 0.83 6/26/98 12:34:3 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller REACH SUMMARY Network Reach Network REACH < -AREA> < -DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft /ft (cfs) (ft) (fps) (fps) PIPE 13 0.17 0.67 149.44 0.0050 0.0120 0.52 52.00 0.36 53.47 2.74 2.94 BASIN_13 PIPE 12 0.28 0.67 105.00 0.0109 0.0120 0.86 58.23 0.38 57.36 4.14 4.33 BASIN_12 Confluence with Network Sub -net PIPE 04 2.40 1.25 56.64 0.0180 0.0120 7.34 72.50 0.83 66.42 8.48 8.47 BASIN_04 PIPE_03 2.40 1.25 24.49 0.0106 0.0120 7.34 94.42 1.04 83.45 6.71 6.50 PIPE_02 2.40 1.50 76.60 0.0030 0.0120 7.34 > =100% Pressure flow 4.16 3.90 PIPE REACH ID No. PIPE 02 From: CB_02 To: CB 01 Pipe Diameter: 1.5000 ft n: 0.0120 Pipe Length 76.6049 ft s: 0.0030 Up invert 17.8300 ft down invert: 17.6002 ft Collection Area: 2.4000 Ac. Design Flow 7.3440 cfs Dsgn Depth: ft Pipe Capacity 6.7228 cfs Design Vel 4.1559 fps Travel Time: 0.31 min Pipe Full Vel 3.9043 fps (surcharged tt) PIPE REACH ID No. PIPE03 From: CB 03 To: CB 02 Pipe Diameter: 1.2500 ft Pipe Length 24.4861 ft Up invert 18.0900 ft n: 0.0120 s: 0.0106 down invert: 17.8300 ft page 2 page 3 ( Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel • • 2.4000 Ac. 7.3440 cfs 7.7780 cfs 6.7120 fps 6.5046 fps PIPE REACH ID No. PIPE 04 From: CB 04 To: CB 03 Pipe Diameter: Pipe Length . Up invert Collection Area: Design Flow . Pipe Capacity Design Vel • Pipe Full Vel • 1.2500 ft 56.6392 ft 18.6100 ft 2.4000 Ac. 7.3440 cfs 10.1294 cfs 8.4850 fps 8.4711 fps Dsgn Depth: Travel Time: 1.04 ft 0.0.6 min n: 0.0120 s: 0.0180 down invert: 17.5900 ft Dsgn Depth: 0.83 ft Travel Time: 0.11 min. 6/26/98 12:34:3 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller PIPE REACH ID No. PIPE_ 05 From: CB_05 To: CB_04 Pipe Diameter: 1.5000 ft Pipe Length 83.6119 ft Up invert 18.8600 ft Collection Area: 1.8900 Ac. Design Flow Pipe Capacity . Design Vel Pipe Full Vel . PIPE REACH ID No. PIPE_ 06 From: CB_06 To: CB_05 Pipe Diameter: 0.6667 ft Pipe Length 57.3387 ft Up invert 20.6500 ft Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel . PIPE REACH ID No. PIPE 07 From: CB 07 To: CB 05 Pipe Diameter: 1.2500 ft Pipe Length : 135.3263 ft Up invert 19.2700 ft Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel . 0.4100 Ac. 1.2546 cfs 2.4948 cfs 6.7748 fps 7.3350 fps 5.7834 cfs 6.7228 cfs 4.0151 fps 3.9043 fps Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel . 1.3200 Ac. 4.0392 cfs 4.1547 cfs 3.5692 fps 3.4745 fps PIPE REACH ID No. PIPE 08 From: CB 08 To: CB 07 Pipe Diameter: 1.0000 ft Pipe Length . Up invert 76.8412 ft 20.6500 ft 0.8000 Ac. 2.4480 cfs 5.5790 cfs 6.5085 fps 7.2901 fps REACH SUMMARY n: 0.0120 s: 0.0030 down invert: 18.6092 ft Dsgn Depth: 1.14 ft Travel Time: 0.35 min n: 0.0120 s: 0.0312 down invert: 18.8600 ft Dsgn Depth: 0.35 ft Travel Time: 0.14 min n: 0.0120 s: 0.0030 down invert: 18.8600 ft Dsgn Depth: 1.09 ft Travel Time: 0.63 min n: 0.0120 s: 0.0180 down invert: 19.2700 ft Dsgn Depth: 0.48 ft Travel Time: 0.20 min page 4 6/26/98 12:34:3 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller PIPE REACH ID No. PIPE 09 From: C3_09 To: CB_07 Pipe Diameter: 1.0000 ft Pipe Length 63.4746 ft Up invert 19.4600 ft Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel 0.5200 Ac. 1.5912 cfs 2.2802 cfs 2.9624 fps 2.9795 fps PIPE REACH ID No. PIPE 10 From: CB_10 To: CB_09 Pipe Diameter: 1.0000 ft Pipe Length : 165.9424 ft Up invert 19.9600 ft Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: CB_12 To: Pipe Diameter: Pipe Length : 105.0000 ft Up invert 19.7500 ft Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel 0.3500 Ac. 1.0710 cfs 2.2852 cfs 2.7103 fps 2.9860 fps ID No. PIPE_ CB 04 0.6667 ft 0.2800 Ac. 0.8568 cfs 1.4713 cfs 4.1369 fps 4.3257 fps PIPE REACH ID No. PIPE 13 From: CB 13 To: CB_12 Pipe Diameter: 0.6667 ft Pipe Length : 149.4392 ft Up invert 20.5000 ft 0.1700 Ac. 0.5202 cfs 1.0003 cfs 2.7384 fps 2.9410 fps REACH SUMMARY n: 0.0120 s: 0.0030 down invert: 19.2696 ft Dsgn Depth: Travel Time: n: 0.0120 s: 0.0030 down invert: 19.4600 ft 12 Dsgn Depth: 0.50 ft Travel Time: 1.02 min n: 0.0120 s: 0.0109 down invert: 18.6100 ft Dsgn Depth: 0.38 ft Travel Time: 0.42 min n: 0.0120 s: 0.0050 down invert: 19.7500 ft Dsgn Depth: Travel Time: 0.65 ft 0.36 min 0.36 ft 0.91 min { page 5 6/26/98 12:34:3 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller REACH SUMMARY Network Reach Sub -P6 REACH (-AREA> < -DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft /ft (cfs) (ft) (fps) (fps) PIPE 06 0.41 0.67 57.34 0.0312 0.0120 1.25 50.29 0.35 52.40 6.77 7.33 BASIN_06 Network Reach Sub -P8 REACH c -AREA> < -DIA> LENGTH SLOPE c n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft /ft (cfs) (ft) (fps) (fps) PIPE 08 0.80 1.00 76.84 0.0180 0.0120 2.45 43.88 0.48 48.34 6.51 7.29 BASIN 08 Network Reach Sub -net REACH < -AREA> < -DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft /ft (cfs) (ft) (fps) (fps) PIPE_10 0.35 1.00 165.94 0.0030 0.0120 1.07 46.87 0.50 50.25 2.71 2.99 BASIN 10 PIPE_09 0.52 1.00 63.47 0.0030 0.0120 1.59 69.78 0.65 64.66 2.96 2.98 BASIN_09 Confluence with Network Sub -P8 PIPE_07 1.32 1.25 135.33 0.0030 0.0120 4.04 97.22 1.09 86.83 3.57 3.47 Confluence with Network Sub -P6 PIPE 05 1.89 1.50 83.61 0.0030 0.0120 5.78 86.03 1.14 75.97 4.02 3.90 BASIN 05 Hydraulic Gradeline for Reach site <- FROM -> <- -TO - -> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr - cb /mh- cfs -loss- - Elev -- - -loss- - -loss- - -Elev- - -Elev- - -loss- - -loss- - -loss- - -Elev- - -Rim -- CB_01 19.10 CB_02 CB_01 7.34 0.32 19.42 0.05 0.27 19.74 0.00 0.56 0.22 0.00 19.08 . 23.00 CB_03 CB_02 7.34 0.26 tw & dn <dc: Inlet Ctrl Assumed 20.72 0.56 0.01 0.00 19.50 22.73 C8_04 CB_03 7.34 0.62 tw & dn <dc: Inlet Ctrl Assumed 21.24 0.17 0.01 0.03 20.44 22.10 03_12 CB_04 0.86 0.45 20.89 0.02 0.09 21.00 20.10 0.03 0.03 0.01 20.90 23.25 C13_13 C13_12 0.52 0.23 21.13 0.01 0.03 21.18 0.00 0.00 0.00 0.00 21.13 23.25 CB_04 20.44 CB_05 CB_04 5.78 0.21 20.66 0.03 0.17 20.86 0.00 0.20 0.14 0.21 20.80 23.00 CB_07 CB_05 4.04 0.45 21.25 0.03 0.17 21.45 0.00 0.15 0.19 0,06 21.36 22.80 CB_09 CB_07 1,59 0,11 21.47 0.01 0.06 21.54 0.00 0.03 0.00 0.01 21.45 22.50 C13_10 C8_09 1.07 0.13 21.58 0.01 0.03 21.61 0.00 0,00 0.00 0.00 21.58 24.15 C13_07 21.36 B C08 C13_07 2.45 0.31 21.67 0.03 0.15 21.85 21.20 0.00 0.00 0.00 21.67 25.65 CB 05 20.80 page 6 C8_06 C8_05 1.25 0.52 tw & dn <dc: Inlet Ctrl Assumed 21.75 0.00 0.00 0.00 21.5, 25.65 ..-• 6/26/98 12:34:4 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller REACH SUMMARY page 7 Hydraulic Gradeline for Reach Continued <- FROM -> <- -TO - -> < FLOW> floss Ent HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr - cb /mh- cfs -loss- - Elev -- - -loss- - -loss- - -Elev- - -Elev- - -loss- - -loss- - -loss- - -Elev- - -Rim -- 6/26/98 12:34:4 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller EXISTING STRUCTURE REACH Location : THE GLACIER BUILDING North 350.8892 Str Type : TYPE 1 East 799.5578 Str Cat : Catch Basin Rim Elev : 21.9000 Area /sump: 4.00 sf /1.50 ft Bottom El: 16.1000 Cont Area: Hgrade El: 19.1002 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.000 Exit: 0.000 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> PIPE 02 17.600 18.00 0.012 Lower PROPOSED STRUCTURE REACH Location : THE GLACIER BUILDING North 377.0200 Str Type : TYPE 2 -48 East 727.5474 Str Cat : Catch Basin Rim Elev : 23.0000 Area /sump: 0.00 sf /1.50 ft Bottom El: 17.8300 Cont Area: Hgrade El: 19.0784 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.054 Exit: 0.268 App Vel: 0.556 Junct: 0.000 Bend: 0.217 Reach <Invert> <Diam> < n > <End> PIPE_02 17.830 18.00 0.012 Upper PIPE 03 17.830 15.00 0.012 Lower PROPOSED STRUCTURE REACH STRUCTURE REPORT ID No. CB 01 ID No. CB 02 ID No. CB 03 Location : THE GLACIER BUILDING North 399.2685 Str Type : TYPE 2 -54 East 717.3213 Str Cat : Catch Basin Rim Elev : 22.7300 Area /sump: 0.00 sf /1.50 ft Bottom El: 18.0900 Cont Area: Hgrade El: 19.5034 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.111 Exit: 0.556 App Vel: 0.556 Junct: 0.000 Bend: 0.005 Reach <Invert> <Diam> < n > <End> PIPE_03 18.090 15.00 0.012 Upper PIPE 04 17.590 15.00 0.012 Lower page 8 6/26/98 12:34:4 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller PROPOSED STRUCTURE REACH PROPOSED STRUCTURE REACH STRUCTURE REPORT ID No. CB 04 Location : THE GLACIER BUILDING North 449.8588 Str Type : TYPE 2 -48 East 691.8533 Str Cat : Catch Basin Rim Elev : 22.1000 Area /sump: 0.00 sf /1.50 ft Bottom El: 18.6100 Cont Area: BASIN 04 Hgrade El: 20.4440 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.111 Exit: 0.556 App Vel: 0.166 Junct: 0.033 Bend: 0.008 Reach <Invert> <Diam> < n > <End> PIPE 04 18.610 15.00 0.012 Upper PIPE_12 18.610 8.00 0.012 Lower PIPE 05 18.609 18.00 0.012 Lower ID No. CB 05 Location : THE GLACIER BUILDING North 530.0599 Str Type : TYPE 1 East 668.2156 Str Cat : Catch Basin Rim Elev : 23.0000 Area /sump: 0.00 sf /1.50 ft Bottom El: 18.8600 Cont Area: BASIN 05 Hgrade El: 20.8047 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.033 Exit: 0.166 App Vel: 0.201 Junct: 0.210 Bend: 0.137 Reach <Invert> <Diam> < n > <End> PIPE_05 18.860 18.00 0.012 Upper PIPE_06 18.860 8.00 0.012 Lower PIPE 07 18.860 15.00 0.012 Lower PROPOSED STRUCTURE REACH ID No. CB 06 Location : THE GLACIER BUILDING North 541.0079 Str Type : TYPE 1 East 611.9318 Str Cat : Catch Basin Rim Elev : 25.6500 Area /sump: 0.00 sf /1.50 ft Bottom El: 20.6500 Cont Area: BASIN _ 06 Hgrade El: 21.5101 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.040 Exit: 0.201 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> PIPE 06 20.650 8.00 0.012 Upper page 6/26/98 12:34:4 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller PROPOSED STRUCTURE REACH Location : THE GLACIER BUILDING North 663.7062 Str Type TYPE 1 East 689.4730 Str Cat : Catch Basin Rim Elev 22.8000 Area /sump: 0.00 sf /1.50 ft Bottom El: 19.2700 Cont Area: Hgrade El: 21.3583 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.034 Exit: 0.168 App Vel: 0.151 Junct: 0.062 Bend: 0.194 Reach <Invert> <Diam> < n > PIPE_07 19.270 15.00 0.012 PIPE_08 19.270 12.00 0.012 PIPE 09 19.270 12.00 0.012 PROPOSED STRUCTURE REACH Location : THE GLACIER BUILDING North 677.7785 Str Type : TYPE 1 East 613.9314 Str Cat : Catch Basin Rim Elev : 25.6500 Area /sump: 0.00 sf /1.50 ft Bottom El: 20.6500 Cont Area: BASIN 08 Hgrade El: 21.6658 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.030 Exit: 0.151 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> PIPE 08 20.650 12.00 0.012 Upper PROPOSED STRUCTURE REACH Location : Str Type : Str Cat . Area /sump: Cont Area: THE GLACIER BUILDING TYPE 1 Catch Basin 0.00 sf /1.50 ft BASIN 09 STRUCTURE REPORT ID No. CB 07 <End> Upper Lower Lower ID No. CB 08 ID No. CB_09 Bend _ • No special shape Ent type.: Area /sump: Ent Loss: 0.013 Exit: 0.064 App Vel: 0.029 Junct: 0.009 Bend: 0.002 Reach <Invert> <Diam> < n > <End> PIPE_09 19.460 12.00 0.012 Upper PIPE 10 19.460 12.00 0.012 Lower page 10 North 720.3421 East 718.1331 Rim Elev : 22.5000 Bottom El:. 19.4600 Hgrade E1: 21.4484 ft .. --,, ' ,..: ^... ,, 6/26/98 12:34:4 am AHBL The Glacier Building, Project # 97191.10 100 year -24hr Calculations by Spencer B. Project Manager: David Spiller PROPOSED STRUCTURE REACH STRUCTURE REPORT ID No. CB 10 Location : THE GLACIER BUILDING North 883.0280 Str Type : TYPE 1 East 750.8468 Str Cat : Catch Basin Rim Elev : 24.1500 Area /sump: 0.00 sf /1.50 ft Bottom El: 19.9600 Cont Area: BASIN _ 10 Hgrade El: 21.5755 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.006 Exit: 0.029 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> PIPE 10 19.960 12.00 0.012 Upper PROPOSED STRUCTURE REACH ID No. CB 12 page 11 Location : THE GLACIER BUILDING North 351.8655 Str Type : TYPE 2 -48 East 654.1396 Str Cat : Catch Basin Rim Elev : 23.2500 Area /sump: 0.00 sf /1.50 ft Bottom El: 19.7500 Cont Area: BASIN 12 Hgrade El: 20.8996 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.019 Exit: 0.094 App Vel: 0.034 Junct: 0.014 Bend: 0.029 Reach <Invert> <Diam> < n > <End> PIPE_12 19.750 8.00 0.012 Upper PIPE 13 19.750 8.00 0.012 Lower PROPOSED STRUCTURE REACH ID No. CB 13 Location : THE GLACIER BUILDING North 354.0445 Str Type : TYPE 1 East 504.7163 Str Cat : Catch Basin Rim Elev : 23.2500 Area /sump: 0.00 sf /1.50 ft Bottom El: 19.0000 Cont Area: BASIN _ 13 Hgrade El: 21.1343 ft Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.007 Exit: 0.034 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> PIPE 13 20.500 8.00 0.012 Upper AHBL APPENDIX C Preliminary Geotechnical Engineering Study Settlement Time Rates, Preload Surcharge Program AHBL ENGINE FRS,PLANNE RS Date: y By: l_. • Copies to: I.: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Project OPUS S ^— Cc C,Apte- No. 17338 Subject Cr / /tom. Saa Phone With/To Fax # Address # Faxed Pages . 4., Di / /..)a. {i-r' - >r ��it441 r I C • -_. •.'t 8006- o., �, .. c2 r� r� - 7 $p /&s L pe..s , O • a yr G PJt� !', F /3S G C¢ / z -- 2. C ? - 4 ` , 1 1 " 9 3 [Page of 2 Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 6/26/98 Adams, Hodsdon, Bessette & Lindsay Inc. page 1 Opus Glacier Site oil water seperator 2 -year event BASIN ID: COM SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL TIME OF CONC ABSTRACTION COEFF: 2.40 Acres TYPE1A 2.00 inches 10.00 min 2.61 min 0.20 TcReach Sheet L: 160.00 TcReach - Channel L: 550.00 PEAK RATE: 0.97 cfs VOL: BASIN SUMMARY NAME: 2 -yr combined roof and parking BASEFLOWS: 0.00 cfs PERVIOUS AREA AREA..: 0.20 Acres CN • 89.00 IMPERVIOUS AREA AREA..: 2.20 Acres CN • 98.00 ns:0.0110 p2yr: 2.00 s:0.0700. kc:42.00 s:0.0300 0.34 Ac -ft TIME: 470 min . .+ 111o1sLYfr+IJ ' aaratYfei:�L� �' d , /m�,""_. ,,� .s . jq;CI Z + ez ia7) -+.. 05/21/98 THU 09 :44 [TX /RX NO 93681 I7J008 /98 08:49 FAX 253 735 4201 2 -2 -CPS :m ;; + WATER SEPARATOR ";Projected Plate Area = 1,776 So/ft Maximum Process Flow = 830 GPM INLET I.E. rr a-Ton Lift Anchor a Places in Top Section INLET PIPE With Sampling Tee By Others STRUCTURAL NOTES: 1, Concrete: 28 Day Compressive Strength rn = 5000 pal 2. Rebar: ASTM A-515 Gracia 60 3, Mesh: ASTM A -185 Grade 65 4, Design: ACI-318-89 Building Code ASTM C-857 'Minimum Structural Design Loading For Underground Precast Concrete Utility Structures' 5. Loads: H -20 Truck Wheel 'N/ 30% Impact Per AASHTO UV Co 2.332P Galvanized Diamond Plate Cover Lifting Iron \ Coalescing Media 2 Each End, 2 Ends GENERAL NOTES! 1. All Baffles and Weirs To BB Procist Concrete 2. Static Water Depth = 4'%0" • 3, Contractor To; Supply and Install All Piping 8 Sampling Tees Grout In All Pipeu FIII wl CLeen Water Prior To "Start-Up" Of System verily All Blackout Sites and Locations UV — AUB KAI 12'-11" PLAN VIEW Oil Retaining Baffle SECTION AA 137,1 UV Co 2438P, Galvanized Diamond Plate Cover 2 Places A INFORMATION NEEDED: - Top Of Separator Elevation - - Inlet Pipe Size - Inlet Pipe Elevation - Outlet Pipe Stu - Outlet Pipe Elevalio n / OPTIONAL TOPS 2' -7" and 3' -T Heights OUTLET 1.5. a 011/011 OUTLET PIPE With Sampling Tee By Others OUTLET PIPE TO BE LARGE THAN INLET PIPE BASIC DESIGN INFORMATION; INFLUENT CHARACTERISTICS - Ol Siam* Gravity = Q.88 Operating Temperature = 50 Influent Oil Concentration = 100 Fpm Mean QU Droplet Size = 130 micron 0.033 11/ min Ol Rise Rate Designed Per Washington Slate Department Of Ecology FLOW EFFLUENT COLLECTED RATE OUAUTY SIZE 438 GPM 10 ppm 80 Micron 05/21/98 THtJ 09 :44 [TX /RX NO 93681 @o11 APPENDIX C Preliminary Geotechnical Engineering Study Settlement Time Rates, Preload Surcharge Program DAve- — TERRA ASSOCIATES, Inc. AL -� Consultants in Geotechnical Engineering, Geology and /� � / � " jj �, 77 Environmental Earth Sciences 12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (425) 1321 - 7777 Mr. Harry Dumar Opus Northwest LLC 200 — 112th Avenue NE, Suite 205 Bellevue, Washington 98004 Subject: Building Settlement Evaluation Glacier Street Business Park Tukwila, Washington Dear Harry: D A v-e-- . LL2 C a-C - October 24, 1997 a O project No. T -3613 Reference: Geotechnical Report, Southcenter Industrial Park, Site A, prepared by Terra Associates, Inc. Project No. T -3613, dated July 8, 1997. As requested, we have completed additional analysis to evaluate potential building settlements at the above subject site. This additional work was completed in order to provide information needed to evaluate the feasibility of constructing a new flexibly designed structure at the site without surcharging or supporting the building on piles. The flexible building design has been proposed by A.H.B.L. and, as we understand, can tolerate differential building settlements of up to three inches over a distance of 100 feet. The structure will have a finish floor elevation of 26 feet. Existing site grades vary from Elev. 24 to the north and Elev. 25 in the central and southern portions of the site. For our analysis, we have assumed structural loading equivalent to eight kips per lineal foot for perimeter bearing walls and 100 kips for interior isolated columns. We have also assumed a 40 foot by 40 foot column spacing. The site will be prepared in accordance with recommendations as outlined in the above referenced report. This would require that foundation areas will he overexcavated where necessary to provide a minimum of two feet of'structural fill below the bottoms of the footings. This structural fill would also extend laterally from the edge of the footing a minimum distance of one foot. For the purposes of our analysis we have assumed that structural fill would be placed at the site to an elevation equivalent to the planned finish floor grade. Mr. Harry Dumar October 24, 1997 Initial settlements will occur as a result of fill required to achieve the finish floor grade. Analysis indicates that this settlement will be on the order of one and one -half to two inches under one and two - feet of fill, respectively. We have assumed that this settlement will be allowed to take place prior to building construction. Total building settlements under the foundation loads described above will vary from south to north across the site. Towards the south end of the site, based on information from Test Boring B -1, we estimate total column settlements may approach three inches and perimeter strip foundations will settle two and one -half inches. Towards the north end of the site, based on information obtained at Test Boring B -2, total settlement of one and three - quarters inches and two and one -half inches are estimated for column and strip foundations, respectively. The settlements would be expected to occur within six months following full application of the structural loading. Additional settlement, as a result of floor loading, will also occur. For an assumed floor loading of 250 pounds per square foot (psf), estimated total settlements approach two inches to the south and three inches to the north. In summary, when including settlements expected from floor loading, analysis indicates that total settlements beneath interior columns could vary from four and one -half inches to the south, to three and one -half inches to the north. Total settlement beneath perimeter strip foundations, when including floor Toads, are indicated to be relatively uniform from south to north, on the order of four inches. The worst case differential settlement indicated by our analysis is about three - quarters of an inch over a distance of 40 feet, occurring between the perimeter strip footing and interior isolated column at the north end of the site. We trust the information presented is sufficient for your current needs. If you have any questions or require additional jaforrnatiom call. Sincerely yoursr -' T'= • TERRA ASSQ9I TES,INC . 1. 4 • r • .l �Y. -fi Theodore J. Sbepper.;1P ; ti Principal Eng , ,."; TJS:kh 177.723 :r4 1 cc: Mr. Alien Bessette, A.H.B.L. 0 /Z Li Iq Project No. T -3613 Page No. 2 1997 • 771qi.ro GEOTECHNICAL REPORT Southcenter South Industrial Park - Site A South Glacier Street Near Olympic Avenue South Tukwila, Washington Project No. T-3613 Terra Associates, Inc. Prepared for: Opus Northwest, LLC Bellevue, Washington July 8, 1997 TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. Harry DeMarre Opus Northwest, LLC 200 - 112th Avenue NE, Suite 205 Bellevue, Washington 98004 Subject: Geotechnical Report Southcenter South Industrial Park - Site A South Glacier Street Near Olympic Avenue South Tukwila, Washington Dear Mr. DeMarre: July 8, 1997 Project No. T -3613 As requested, we have conducted a geotechnical engineering study for the subject project. The attached report presents our tindings and recommendations for the geotechnical aspects of the anticipated project design and construction. In general, the site is underlain by 1.5 to 3 feet of loose to medium dense silty sand to silt fill. The fill overlies alluvial deposits consisting of loose sands, silty sands, silt, and soft clay. We encountered dense sands in two test borings drilled at the site at depths of 28 and 33 feet below existing grades. We observed groundwater at depths ranging from five to eight feet below site grades. To reduce post - construction settlements, we recommend that the building area be surcharged. Following successful completion of the surcharge program, the proposed officehvarehouse facility may be constructed using conventional spread footings supported on structural fill. 125_.5 Willows Road, Suite 101, Kirkland. Washington 98034 • Phone (206) 821 -7777 1 r r Mr. Harry DeMane July 8, 1997 The attached report describes our explorations and explains our recommendations in greater detail. We trust this information is sufficient for your present needs. Please call if you have any questions or need additional information. Sincerely yours, TERRA ASSOCIATES, INC. tr L--- Kevin P. Roberts, P. 1 Project Engigeer eodore J. Sch Principal Engin KPRJTJS:ts 648rtS r• -7l Project No, T -3613 Page No. ii Figures TABLE OF CONTENTS Patie 1.0 Project Description 1 2.0 Scope of Work 1 3.0 Site Conditions 2 3.1 Surface 2 3.2 Soils 3 3.3 Groundwater 3 3.4 Seismic Considerations 3 4.0 Discussion and Recommendations 4 4.1 General 4 4.2 Site Preparation and Grading 4 4.3 Surcharge and Settlements 5 4.4 Spread Footing Foundations 6 4.5 Slab -on -grade Floors 7 4.6 Excavations 7 4.7 Utilities 7 4.8 Lateral Earth Pressures 8 4.9 Drainage 8 4.10 Pavements 8 5.0 Additional Services 9 6.0 Limitations 9 Vicinity Map Figure 1 Exploration Location Plan Figure 2 Typical Settlement Marker Detail Figure 3 Retaining Wall Drainage Detail Figure 4 Appendix Field Exploration and Laboratory Testing Appendix A (1) 1.0 PROJECT DESCRIPTION Geotechnical Report Southcenter South Industrial Park - Site A South Glacier Street Near Olympic Avenue South Tukwila, Washington The subject site is located east and adjacent the Green River, near the intersection of South Glacier Street and Olympic Avenue South in Tukwila, Washington. The approximate location of the project is shown on the Vicinity Map, Figure 1. The provided site plan shows construction of a 65,000 square foot office /warehouse building within the central portion of the property. Loading dock and parking areas will be located adjacent to the northern and southern margins of the building. Proposed grades are not known at this time. However, we expect site grades may be raised up to two feet in building areas to accommodate dock -high floor construction. Loading ramps at dock locations may require approximately two to three feet of excavation below existing site grades. Although specific design details are not available, we anticipate the buildings will be constructed using concrete tilt -up wall panels with interior columns supporting a wood truss roof system. Perimeter wall loads may approach four to six kips per foot with interior columns carrying 80 to 100 kips. Floors constructed at dock -high grade could impose floor loads of 200 to 300 pounds per square foot (pst). We expect that truck traffic directed to loading dock areas will impose relatively heavy traffic loads on access roads. The recommendations given in the following sections are based on soil conditions observed in the test pits and borings, and our understanding of the project's design features. These recommendations should be considered preliminary and should only be used for planning purposes. We should review project design features as they are made available during the design stages of the project so that we may supplement or modify our recommendations as required. 2.0 SCOPE OF WORK On April 29, 1997, we excavated five backhoe test pits at the site to depths ranging from 9.5 to 13 feet below the existing site grades. We returned to the site on May 15 and 16, 1997 and advanced two hollow stem auger test borings to depths of 34 and 36.5 feet. Using the information obtained from the subsurface exploration, we performed analyses to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Site preparation and grading • Surcharge and settlements • Spread footing foundations • Liquefaction • Lateral earth pressures • Slab -on -grade floors • Excavations • Utilities • Pavements • Drainage requirements 3.0 SITE CONDITIONS 3.1 Surface The site comprises an irregularly- shaped open parcel of land located at the southwestern corner of the Southcenter South Industrial Park in Tukwila. The site is bounded to the east by railroad tracks and two office /warehouse buildings. A warehouse parking and loading dock area bound the site to the south. The Christensen Greenbelt Park Trail and the Green River bound the site to the west. The site topography is relatively flat. A level graveled parking area lies within the southern portion of the site. An approximately six -foot high berm slope leads upward at between 2:1 and 3:1 (Horizontal:Vertical) from the site's western margin to the Christensen Greenbelt Park Trail above the eastern bank of the Green River. The berm slope face was covered with berry brambles and appeared stable at the time of our visit. We noted some minor standing water within the southern part of the site. Vegetation consisted of grasses covering most of the property, with shrubs and berry brambles lining the western and northern edges of the property. Page No. 2 July 8, 1997 Project No. T -3613 3.2 Soils July 8, 1997 Project No. T -3613 The soil conditions observed in the test pits and test borings consisted of three to six inches of sod overlying a layer of fill soils extending to depths ranging from 1.5 to 3.5 feet. The fill consisted of brown sandy silt to silty fine sand with gravel that was loose to medium dense. Test Pit TP -4 showed minor amounts of organics and construction debris within the fill. We observed native brown to dark gray, loose to medium dense sand, sand with silt, and silty sand underlying the fill soils to depths ranging from seven to ten feet in Test Pits TP -1 through TP -4, and Boring B -1. We found soft to stiff sandy silt underlying the fill soils to the termination depth of Test Pit TP -5 and a depth of nine feet in Boring B -2. We noted soft organic silt and sandy silt underlying the sand and silty sand to the total depths of Test Pits TP -1 through TP -4. As shown by Test Pit TP -3, some of the organic silt contained wood fragments. All of the test pits were terminated within the soft silt layer. We encountered soft to medium stiff clay within Borings B -1 and B -2 at depths of 10 and 15 feet, respectively. We found medium dense to very dense sand and silty sand underlying the clay in Borings B -1 and B -2 at depths of 29 feet and 34 feet, respectively. Both borings were terminated within this soil. Figures A -2 through A -6 in Appendix A present more detailed descriptions of the subsurface conditions encountered in the test borings. The approximate test boring locations are shown on Figure 2. The Geologic Map of the Renton Quadrangle, King County, Washington by D.R. Mullineaux (1965) shows that the soils in the site vicinity are mapped as alluvium (Qaw) deposited by the Green River. The map indicates this soil unit is up to 50 feet thick and primarily consists of clayey silt and fine sand within its upper portion. The soils observed in the test pits and test borings correlate with the published description of the alluvium. 3.3 Groundwater We observed groundwater seepage within each test pit and test boring at depths ranging from 5 to 8.5 feet below the ground surface. The groundwater levels observed in the test holes appeared to correspond approximately with the level of the nearby Green River. In general, groundwater levels at the site will fluctuate in response to the rise and fall of the river. Most of the test pits showed extensive caving of soils below the groundwater table elevation. 3.4 Seismic Considerations The Puget Sound area falls within Seismic Zone 3 as classified by the Uniform Building Code (UBC). Based on the soil conditions encountered and the local geology from Table 16 -J of the 1994 UBC, a site coefficient of 1.5 should be used in design of the structures. Page No. 3 Soil Liquefaction July 8, 1997 Project No. T -3613 We reviewed the results of our field and laboratory testing and analyzed the potential for liquefaction of the site's soils during an earthquake. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. Test Pits TP -2 through TP -4 showed loose to medium dense sand with silt and silty sand underlying the existing fills. The bottom one to three -foot thick portion of this soil lies below the groundwater table. The test borings showed occasional one to two -foot thick layers of loose sand interbedded with the silts and clays. These saturated sandy layers would likely experience some minor settlements due to soil liquefaction during a moderate to severe seismic event. Because the layers are thin relative to the predominant silts and clays at the site, we believe the impacts to the project due to soil liquefaction and related settlements will be small. 4.0 DISCUSSION AND RECOMMENI)ATIONS 4.1 General Based on our study, in our opinion, there are no geotechnical constraints that would preclude construction of the proposed office /warehouse facility. The primary geotechnical concern for construction at this site is the presence of soft silts and clays underlying the near - surface sands and silty sands. The compressible soil layers are intermittent to depths ranging from 10 to 15 feet where they grade to a layer of soft to medium stiff clay to a depth of approximately 30 feet. Consolidation of these soils will occur when subjected to loads comparable to those expected from the proposed construction. In order to use spread footing foundations for the office /warehouse building, it will be necessary to load the compressible soils and induce most of the expected primary settlements before construction. At minimum, the site should be surcharged with four feet of fill placed above that required to achieve desired construction grade. We also recommend supporting foundations on a minimum of two feet of granular structural fill. The following sections provide detailed recommendations regarding the above issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications for the project. 4.2 Site Preparation and Grading To prepare the site for construction, all vegetation and organic surface soils should be stripped and removed from the areas under construction. Surface stripping depths ranging from three to six inches should be expected to remove sod and surficial organic soils. Following clearing, the building and pavement subgrades should be proofrolled with heavy construction equipment before placement of additional fill. Soft, yielding areas should be overexcavated to firm bearing soil and replaced with structural fill. Where excavations to achieve firm conditions are excessive, you could consider using a geotextile fabric such as Mirafi 500X in conjunction with limited overexcavation and replacement with a structural fill. Typically, 18 inches of clean granular structural fill over the fabric will achieve a stable subgrade. Page No. 4 l`, Maximum Aggregate Size 3 inches Maximum Passing the No. 4 Sieve 75 percent Maximum Passing the No. 200 (Based on the Minus 3/4 -inch Fraction) Sieve 5 percent r r r 1 1 1 i i i i 1 i 1 1 1 1 1 July 8, 1997 Project No. T -3613 Foundation subgrades should be overexcavated a minimum of two feet and restored with granular structural fill. The overexcavation should extend laterally from the sides of the footing a minimum distance of one foot. Structural fill used to restore foundation grade should be granular in nature as described below. Our laboratory testing shows that the existing fill and native soils were above their optimum moisture content at the time of our investigation. It will be difficult to achieve proper compaction of these soils in their present condition. To achieve proper compaction, it will be necessary to dry the soils by aeration or treat them with a cement or lime additive. When properly moisture conditioned, the existing inorganic fill and native soil will be suitable for use as fill below building floors and pavements. For below foundations and if fill placement takes place during wet weather or if the moisture conditions of the fill material cannot be controlled, we recommend using a material that meets the following grading requirements for structural fill: Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum density, as determined by ASTM Test Designation D -698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within about two percent of its optimum, as determined by this ASTM method. 4.3 Surcharge and Settlements Fill Surcharge We recommend surcharging the building site to induce most of the primary settlements expected from building loads before construction. The surcharge program will require construction of a fill pad at the site that is four feet higher than that needed to establish desired construction grades. We estimate that a four -foot thick pad of surcharge fill placed above final site grades (assumed two feet higher than existing grades) will induce 8 to 12 inches of primary settlement. We estimate a two to four month period will be required to complete the fill surcharge program. After removing the surcharge fill and constructing the building, the post- construction primary settlement should be one inch or Tess. Additional Tong -term secondary settlement of 1/2 to one inch should also be expected over the normal life span of the structure (50 years). The actual period for completion and magnitude of the primary settlements will be governed by variations in subsurface conditions at the site. We should review the final foundation and grading plans to better assess the expected settlements. Page No. 5 ,• 4.4 Spread Footing Foundations Page No. 6 July 8, 1997 Project No. T -3613 We do not believe it is necessary to place a surcharge of fill within the parking and access easement areas. However, the structural fill required in the pavement areas should be placed as soon as possible to allow time for consolidation of the compressible layers and reduction of potential settlement impacts on pavement and utilities. The site grades should be raised using structural fill as outlined in the Site Preparation and Grading section. Surcharge fill does not need to meet any special requirements other than having a minimum in -place unit weight of 120 pounds per cubic foot (pcf). However, it is advisable to use a good quality fill that could be used to raise grades in other portions of the site, such as parking and driveway areas, if necessary. To verify the amount of settlement and the rate of movement, the surcharge program should be monitored by installing settlement markers. A typical settlement marker installation is shown on Figure 3. The settlement markers should be installed on the existing grade before placing any building or surcharge fills. Once installed, elevations of both the fill height and marker should be recorded daily by a registered land surveyor until the full height of the surcharge is in place. Once fully surcharged, readings should continue weekly until the anticipated settlements have occurred. It is critical that the grading contractor recognizes the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is nearly impossible to evaluate the progress of the surcharge program if the markers are damaged or destroyed by construction equipment. Therefore, it may be necessary to install new markers and to extend the surcharging time to ensure that settlements have ceased and building construction can begin. Following the successful completion of the surcharge program, if the above estimated settlements are considered tolerable, the building may be supported on conventional spread footing foundations bearing on a minimum of two feet of compacted structural fill. Perimeter foundations exposed to the weather should be at a minimum depth of 1.5 feet below final exterior grades. We recommend designing foundations for a net allowable bearing capacity of 2,500 psf. For short -term loads such as wind and seismic, a 1/3 increase in this allowable capacity can be used. With the anticipated loads and bearing stresses, the estimated total settlements are as discussed in the Surcharge and Settlements section. For designing foundations to resist lateral loads, a base friction coefficient of 0.4 can be used in design of the structures. Passive earth pressures acting on the side of the footing and buried portion of the foundation stem wall can also be considered for.resisting lateral Toads. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pcf. We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent fill soil or backfilled with structural fill as described in the Site Preparation and Grading section. The recommended lateral resistance value includes a safety factor of 1.5. i i i i 4.5 Slab-on-grade Floors 1 1 1 i 1 1 1 With site preparation completed as described in the Site Preparation and Grading section, new structural fill soils should be suitable for supporting slab -on -grade construction. Immediately below the floor slabs, we recommend that an allowance be made for placing a capillary break layer consisting of four - inches of clean free - draining sand or gravel which has less than five percent passing the No. 200 sieve. This layer will guard against wetting of the floor slab due to the underlying soil conditions. Where moisture via vapor transmission is not desired, a polyethylene vapor barrier should be placed on the capillary break layer. To aid in uniform curing of the concrete, we recommend placing two inches of clean, uniform sand on the vapor barrier. For slab thickness design with respect to floor deflection due to traffic and point loadings, a subgrade modulus of 300 pounds per cubic inch (pci) can be used in design. 4.6 Excavations July 8, 1997 Project No. T -3613 Excavations greater than four feet deep will need to be completed in accordance with local, state, or federal regulations. In accordance with the Occupational Safety and Health Administration (OSHA), inorganic soils encountered at the site would be classified as Group C soils. Accordingly, excavations within the native soils or fill at the site that are greater than four feet but do not exceed 20 feet deep will need to be laid back with side slope gradients of 1.5:1. As another option, a trench shoring box to support excavations throughout the lower depth may be used in conjunction with sloping of the upper portion of the excavation as outlined above. Dewatering of the excavation will need to be considered where excavation depths exceed five feet below the existing site grade. The above information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. 4.7 Utilities We recommend that all site utilities be bedded and backfilled in accordance with applicable APWA specifications. For site utilities within City rights -of -way, bedding and backfill should be completed in accordance with City of Tukwila specifications. At a minimum, utility trench backfill should be placed and compacted in accordance with recommendations presented in the Site Preparation and Grading section. Where utilities will occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density . as determined by the referenced ASTM standard. Due to the potential for long- term settlements, utility pipe joints and connections should be flexible, allowing up to one inch of differential movement. Page No. 7 4.8 Lateral Earth Pressures The magnitude of earth pressure development on retaining walls constructed in loading dock areas will partly depend on the quality of backfill. Where fill is placed behind retaining walls, we recommend placing and compacting it as structural fill. Wall drainage must also be installed to guard against the buildup of hydrostatic pressure. A typical wall drainage detail is shown on Figure 4. With granular backfill placed and compacted as recommended and drainage properly installed, we recommend designing the restrained (not free to deflect) retaining walls for an at -rest earth pressure equivalent to a fluid weighing 50 pcf. A value of 35 pcf may be used for the case where the wall is unrestrained (free to deflect). These values do not include other surcharge loading, such as from fill backslopes or adjacent footings that may act on the wall. If such conditions will exist, the imposed loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the Spread Footing-Foundations section. 4.9 Drainage Surface Final exterior grades should promote free and positive drainage away from the building areas at all times. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structure. Subsurface July 8, 1997 Project No. T -3613 Provided final site grades promote free and positive drainage away from the building perimeter where pavement extends to the building, we do not believe perimeter foundation drains would be necessary. We recommend installing a continuous drain along the outside lower edge of the buildings' perimeter foundations in landscaped areas. The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. 4.10 Pavements Placement of pavement sections.on existing fills may be considered. However, even if compacted to a firm and stable condition at the time of construction, the soil will be subject to strength degradation due to increases in its moisture content. To mitigate this potential and provide long -term subgrade support, we recommend amending the sandy silt and silty fine sand subgrades with a cement or lime additive. Page No. 8 '4P ( July 8, 1997 Project No. T -3613 On a preliminary basis, we recommend scarifying the pavement subgrade a minimum depth of 12 inches and uniformly blending in Type 1 Portland cement at an application rate of 80 pounds per square yard of surface area. The soil /cement blend should then be compacted to a minimum of 95 percent of the blend's maximum dry density as determined by ASTM Test Designation D -698 (Standard Proctor). The moisture content of the blend should be within -1 to +2 percent of its optimum at the time it is compacted. • 4 Depending on traffic loads, in our opinion, two to three inches of asphalt concrete (AC) can then be placed directly on the soil /cement subgrade. Site utilities should be installed before amending the pavement subgrade as described above. 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated in the project design. We should also provide geotechnical services during construction in order to observe compliance with the design concepts, specifications, and recommendations. This will also allow for design changes if subsurface conditions differ from those anticipated before the start of construction. 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is the property of Terra Associates, Inc. and is intended for specific application to the Southcenter South Industrial Park - Site A project in Tukwila, Washington. This report is for the exclusive use of Opus Northwest, LLC and their authorized representatives. No other warranty, expressed or implied, is made. The analyses and recommendations presented in this report are based upon data obtained from the test pits and test borings drilled on -site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report before proceeding with construction. Page No. 9 1� • 173:10 too ST tuner 34 „ tom „ • a In■o SW 4.110 sr ` ^ _• inn I ... ''.):'"1 .- :I ..... .. ....: SITE 1 ' i � !SON ST l _5192 s 'a ;y9 5 _:______...-_434-...' ST t =' N .\ y :7/M sr 8, sr :a:TN 5 r� �` �' • C s I9674 5T t 5 Is-74 \ 1 I .. . . sT •seTM s i <I `, r S ZOO 5 z. flCry s- N:• II S -• • MLVO I '^ ST TERRA well ASSOC IATES G eotechnical Consultants REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 655, 656, 685 AND 686, 1997 EDITION. VICINITY MAP SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE A TUKWILA, WASHINGTON Proj. No.3613 I Date MAY 1997 I Figure 1 • • 0 d • 1 • r TP -1 \.4/0\ 1.1005E V1 oFft�� t 1250 2 '5i TP -2 TP -3 to �oo 12 G 10 (4 VZ.5 LO 4 (202,565 S.F.) 0 (No Building) t .i B -1 RIVER ENVIRONMENT ZONE 1 TP -5 Si LOW IMPACT ZONE (4 Is 441 • J4 1 10. : ▪ ; „ LOT3 • (S•• She. 6) COMMON INGRESS /EGRESS EASEMENT LOTS 3 TERRA -. ,� • ASSOC 'otechnical Con 4 1 11• • W • 4� � • � • LOT 12 �`. &� ' tit 10 9 20 �! n p a , • 11 2 1 � 20• = R . �39.2 a 102.0• 2=7 Zb 2330 1• L •4." ., RR EASEMENT �'� � = = �� / �L (AFr66031406551�_ - - - 41014 \ O QT!!! - r '- Utility- &Spro- Easement — LOT 13 — + . �� , Fr u a- �� /c066F (Alt 17704210715) 1 • �� - - -- -r— 1 r i SI TP -4 ... • • Ail \ \ v � \.. . p'C \ "ft'. g j 4 * F,9 • .. �39 o.. 1 v1 +I \\ a C a � oA rte 14,14264 4X "`' N 20•p1 (Af Af /5222050 - - - . E Af r - 100.00 - N 10 48 . 00" E 100 00 N 18 ' 0 2'00" _._ - - - -- .. - -- •— _ se gyp GREEN RIVER LOT 11 N 2041 zz•00 "E 7 1.45 31 .33 A55u►tEn fa:440 of Rtfiu 7/0/210778 N 1 8 • 02'00" E 98 CO N 20. 22.00 "E 71 43 COMMON INGRESS /EGRESS EASEMENT LOTS 3 8 4 o LOT 3 r ( 5 .. Slit. I) - A rz,4401 bv w TERRA ASSOCIATES ' "otechnical Consultants APPROXIMATE SCALE 80 0 80 LEGEND: S APPROXIMATE TEST PIT LOCATION -$- APPROXIMATE BORING LOCATION 160 feet REFERENCE: UNTITLED AND UNDATED SITE PLAN PREPARED BY OPUS NORTHWEST. EXPLORATION LOCATION PLAN SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE A TUKWILA, WASHINGTON Proj. No.3613 I Date MAY 1997 1 Figure 2 OR FILL STEEL ROD -\‘' HEIGHT VARIES SURCHARGE • • ' (SEE NOTES) NOT TO SCALE PROTECTIVE SLEEVE •' SURCHARGE •' • OR FILL • //i NOTES: 1. BASE CONSISTS OF 1/2" THICK, 2'x2' PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE. 2. BEDDING MATERIAL IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND. 3. MARKER ROD IS 1/2" DIAMETER STEEL ROD THREADED AT BOTH ENDS. 4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE. 5. PROTECTNE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE. 6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS. 7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS —FIT PLASTIC COUPLINGS. 8. STEEL MARKER ROD' SHOULD EXTEND AT LEAST 6" ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE. 9. STEEL MARKER ROD SHOULD EXTEND AT LEAST 1" ABOVE TOP OF FILL SURFACE. TERRA ` �� ASSOCIATES 'Geotechnical Consultants TYPICAL SETTLEMENT MARKER DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE A TUKWILA, WASHINGTON Proj. No. 3613 I Date MAY 1997 I Figure 3 12" MINIMUM WIDE ---,- FREE—DRAINING GRAVEL L 12" f SLOPE TO DRAIN ik 4" DIAMETER PVC PERFORATED PIPE NOT TO SCALE 12" OVER THE PIPE 3" BELOW THE PIPE EXCAVATED SLOPE (SEE REPORT FOR APPROPRIATE INCLINATIONS) COMPACTED STRUCTURAL BACKF1LL TERRA " ' ASSOCIATES 'otechnicai Consultants RETAINING WALL DRAINAGE DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE A TUKWILA, WASHINGTON Proj. No. 3613 1 Date MAY 1997 , Figure 4 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTLNG Southcenter South Industrial Park - Site A Tukwila, Washington On April 29, 1997, we excavated five backhoe test pits at the site to depths ranging from 9.5 to 13 . feet below the existing site grades. We returned to the site on May 15 and 16, 1997 and advanced two hollow stem auger test borings to depths of 34 and 36.5 feet. The test boring and test pit locations are shown on Figure 2. The Test Boring and Test Pit Logs are presented on Figures A -2 through A -6. An engineer from our office maintained a log of each test hole as it was advanced, classified the soil conditions encountered, and obtained representative soil samples. All soil samples were visually classified in accordance with the Unified Soil Classification System shown on Figure A -1. Representative soil samples were obtained from the test borings using sampling procedures outlined in ASTM Test Designation D -1586. The samples were placed in jars or tubes (ring samples) and taken to our laboratory for further examination and testing. Moisture content, liquid limit, and unit weight determinations were made on some of the samples. These values are reported on the Boring and Test Pit Logs. Grain size analyses were performed on two of the samples. The results of the grain size analyses are presented as Figure A -7. Project No. T -3613 MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION _ � , O N (, w cu Z CU — Q E o CrJ CD S o U) Cti f]! c ¢ o .c 0 U g GRAVELS More than 50% of coarse is l arger than No. 4 sieve Clean Gravels (less than 5% fines) GW Well- graded gravels, gravel -sand mixtures, little or no fines. GP Poorly- graded gravels, gravel -sand mixtures, little or no fines. Gravels with fines GM Silty gravel-sand-silt non-plastic ty gravels, ravel- sand -silt mixtures, non - lastic fines. GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. SANDS More or e than 50% of coarse fraction is smaller than Na. 4 sieve Clean Sands 5 %sfin than ) SW Well-graded sands, gravelly sands, little or no fines. S Poorly-graded sands or gravelly sands, little or no fines. Sands with fines SM Silty sands, sand -silt mixtures, non - plastic fines. SC Clayey sands, sand -clay mixtures, plastic fines. — o 5 �o m N E d m LI o Z • N _Z c o n c c ac Q c (T) 0 a� �' , CII z 0 cn ii 2 S ILTS AND CLAYS Liquid limit is less than 50% M Inorganic silts, rock flour, clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). OL Organic silts and organic clays of low plasticity. SILTS AND CLAYS Liquid limit is greater than 50% MH Inorganic silts, elastic. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS w cx 0 o z cn Standard Penetration Density Resistance in Blows /Foot 2" OUTSIDE DIAMETER SPLIT T SPOON SAMPLER r 2.4" INSIDE DIAMETER RING SAMPLER it OR SHELBY TUBE SAMPLER 1 WATER LEVEL (DATE) Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf DD DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent PI PLASTIC INDEX N STANDARD PENETRATION, blows per foot Very loose 0-4 Loose • 4 - 10 Medium dense 10 -30 Dense 30 - 50 Very dense >50 0 L. - in Standard Penetration Consistency Resistance in Blows /Foot Very soft 0 -2 Soft 2-4 Medium stiff 4 -8 Stiff 8-16 Very stiff 6 Hard >32 UNIFIED SOIL CLASSIFICATION SYSTEM SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON I / TERRA ``� `'� ; � • • •'' ASSOCIATES Geotechnical Consultants Proj. No. T -3613 Date MAY 1997 Figure A -1 1 1 1 1 1 1 1 1 1 1 1 1 1 i i 1 1 1 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 5 15 Test Pit No. TP -1 Soil Description Test Pit No. TP -2 Soil Description Moisture Content %) (0 to 6 inches sod) FILL: Brown sandy silt with gravel, loose, moist. (ML) Black fine SAND with silt, medium dense, moist to 5 feet becoming saturated. (SP -SM) Dark gray sandy SILT, soft, saturated, non - plastic. (ML) 27.4 44.4 Test pit terminated at 9.5 feet. Unable to advance test pit due to caving. Light seepage observed at 5 feet. Moisture Content ( %) TERRA ASSOCIATES Geotechnical Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON Proj. No. T -3613 1Date MAY 19971 Figure A -2 (0 to 3 inches sod) FILL: Brown silty fine SAND with some gravel, _ _ medium dense, moist. (SM) 8.4 Brown silty fine SAND, loose to medium dense, moist to 7.5 feet becoming saturated. (SM) 23.1 _ _ _ Gray sandy SILT, soft, saturated, non - plastic, very tine sand (ML). 43.3 Test pit terminated at 13 feet. Light groundwater seepage observed at 7.5 feet. _, Extensive caving below 7.5 feet. 1 1 1 1 1 1 1 1 1 i i 1 1 1 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 5 15 Test Pit No. TP -1 Soil Description Test Pit No. TP -2 Soil Description Moisture Content %) (0 to 6 inches sod) FILL: Brown sandy silt with gravel, loose, moist. (ML) Black fine SAND with silt, medium dense, moist to 5 feet becoming saturated. (SP -SM) Dark gray sandy SILT, soft, saturated, non - plastic. (ML) 27.4 44.4 Test pit terminated at 9.5 feet. Unable to advance test pit due to caving. Light seepage observed at 5 feet. Moisture Content ( %) TERRA ASSOCIATES Geotechnical Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON Proj. No. T -3613 1Date MAY 19971 Figure A -2 _ (0 to 4 inches sod) FILL: Brown silty fine sand with few gravel inclusions, medium dense, moist to wet. (SM) 13.2 1 52.9 - - Dark brown fine SAND with silt, loose to medium dense, moist to wet becoming saturated at 5 feet. (SP -SM) - Dark brown gray SILT /organic SILT, with buried wood, soft, saturated, non - plastic. (MUOL) - Test pit terminated at 10 feet. Light groundwater seepage and extensive caving below 5 feet. r r r 1 r 1 r 1 1 1 1 i i 1 1 i 1 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 Test Pit No. TP -3 Soil Description Test Pit No. TP -4 Soil Description Moisture Content ( %) Moisture Content ( %) (0 to 3 inches sod) FILL: Brown silty fine sand with some gravel and rare boulder, bits of wood and masonry, medium dense, wet to 1 foot becoming moist. (SM) Dark gray fine SAND with silt, loose to medium dense, moist to wet becoming saturated at 6 feet. (SP -SM) Grades to: Dark brown gray SILT with sand and occasional buried wood, soft, saturated, non - plastic. (ML) 14.0 27.0 48.0 Test pit terminated at 9.5 feet due to extensive caving. Light groundwater seepage noted at 6 feet. TRW . ,. TERRA • FT ASSOCIATES Geotechnlcal Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON Proj. No. T -3613 !Date MAY 19971 Figure A -3 _ _ r (0 to 3 inches sod) FILL: Brown silty fine sand with some gravel and occasional buried wood, medium dense, moist. (SM) 32.7 _ 43.7 . Brown, mottled silty very fine SAND /sandy SILT, medium stiff to 5 feet becoming soft, moist to 5 feet, becoming saturated. (SM /ML) - _ — Brown mottled SILT with occasional organic fibers, soft, saturated, non - plastic. (ML) Becomes gray at 8 feet. - - Test pit terminated at 13 feet. Light groundwater seepage at 5 feet. Minor caving below 7 feet. r r r r i L Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 Test Pit No. TP -5 Soil Description Moisture Content ( %) TERRA ASSOCIATES Geotechnlcal Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON Proj. No. T-3613 J Date MAY 19971 Figure A -4 . Boring No. B -1 Logged by: DPL Date: 5/16/97 Soil Description Consistency/ Relative Density Depth (ft.) a E (2 (N) Blows/ foot Moisture Content ( %) Notes FILL: Brown silty SAND, moist, fine grained, some mottling. (SM) Medium Dense L _ _ - — 5 _ T 18 11 1 1 3 3 4 2 3 5 31 60 62 16.2 29.5 21.6 36'2 42.4 63.3 61.4 49 2 60.8 48.0 46.3 48.7 53.5 25.3 5/16/97 _ Wet Unit Weight 95.4 pcf Wet Unit Weight = 102.4 pcf Wet Unit Weight pcf Gray -brown silty SAND, wet, fine grained. (SM) Medium Dense 1 sandy SILT, wet, slight plasticity. (ML) Gray y g p ty( ) Soft 10 - 15 ( Black silty SAND, wet, fine grained. (SM) Very Loose Gray sandy SILT to clayey silt, wet, peaty wood pieces, non - plastic to slight. (ML) Very Soft I_ — Black SAND, wet, fine to coarse grained. (SP) Very Loose Gray CLAY, wet, plastic, small peaty wood pieces, some thin sand lenses. (CL) Soft to Medium Stiff E 91.6 6 3.0 k r F20 E --.25 30 --- I T + i 1 T Black SAND, wet, fine to medium grained. (SP). Thin gray silt lenses at 31 feet. Dense to Very Dense L (-- r r T -- T Boring terminated at 34.0 feet. Groundwater encountered at 7.0 feet. TERRA BORING LOG SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON � - ,<,.\\„.,-I .�,<,.\\„.,-I `�� " --7 ASSOCIATES '� Geotechnlcal Consultants Proj. No. T -3613 'Date MAY 1997' Figure A -5 1 1 1 1 1 i i l i 1 1 1 1 Boring No. B -2 Logged by: DPL Date: 5/15/97 Soil Description Consistency / Relative Density Depth (ft.) n , E (N) Blows/ foot Moisture Content ( %) Notes FILL: Brown silty SAND, moist, fine grained. (SM) L Loose f" 1 6 5 7 3 1 4 4 5 8 3 4 10 56 18 18.3 31.9 31.3 45.9 30.6 43.5 83.0 69.8 69.3 53.7 82.9 88.7 45.5 45.2 26.4 26.5 5/15/97 Wet Weight = 84.8 pcf Wet Unit Weight = 67.9 pcf Wet Unit Weight = 84.0 pcf Brown SILT to sandy silt, wet, non - plastic. Soft to Medium Stiff _ 5 - _ r I Black silty SAND, wet, fine to medium grained. (SM) Loose _ 10 T Gray clayey SILT to CLAY, wet, peaty wood pieces, plastic. (MUCL) F L Very Soft L Whitesh -brown SILT with peat, wet, interbedded with gray clay, slight plasticity. (MUCL) Very Soft 7 15 to r Soft 20 Gray CLAY, wet, plastic, peaty wood pieces. (CUPT) Very Soft _ to Medium Stiff - ` 25 r L [-30 '�'� 1 I Z clayey SILT, wet. (ML) Stiff to Hard [ I I Blac Gray k silty SAND, wet, fine to coarse grained. (SM) Very Dense L to — 35 Medium Dense - Boring terminated at 36.5 feet. Groundwater encountered at 8.5 feet. BORING LOG SOUTHCENTER SOUTH INDUSTRIAL PARK SITE A TUKWILA, WASHINGTON 7 I TE .. �. •:'>: ASSOCIATES • • - 5 ; Geotechnical Consultants Proj. No. T -3613 (Date MAY 19971 Figure A -6 1 I i i i i 1 1 .. L i i 1 1 1 1 o cn 0 z -1 O = w n 03 c (/) G7 o o � _ (n NJ o m N � xX m D SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MM 100 90 80 70 60 50 40 30 20 10 0 cn Q, W N N .... 4> 03 N OD o O O C:3 0 0 N O O O -A -A _ p� N . O O S S Q� p W ;► W N �• GD O) 4A Li iv j 0 GRAIN SIZE IN MILLIMETERS �+ W N coo C.4 • • • 1 1. 1 J 11 I ( 11 1 1 1 11 1 1 1 1 1 1 _ I 1 O O O bb O - Q () O O O OD co ? (A N COBBLES - � ! MMA FINES 0 10 20 - 30 m z —1 40 (-) 0 50 (. ) m 60 co 70 i7 80 90 100 O 0 Key • O Boring or Test Pit TP -2 TP -3 Depth (ft.) 4.0 1.0 U SM SM SIEVE ANALYSIS Description silty SAND silty SAND with gravel HYDROMETER ANALYSIS Moisture Content (%) LL PL • • . Opus Northwest. 1.t.0 200 112th Street NE Suite 205 F3ellevue. WA 08004 J P A L A (L- AL GUI_ A HONS tor BUILDING MAY 1998 Prepared For Prepared By: Larry A Higgins. Design Engineer Reviewed By: All,in E Besette PE Principal 97191 20 AEJ C i V L L " T R U C T U R A L ENGINEERS •PLANNERS Project Principal Allan E. Bessette, PE, SE Design Engineer Larry A. Higgins DESIGN CRITERIA: Roof: 25 psf SL (Cd = 1.15) WIND: 80 mph Exp B Glacier Building Tukwila, WA Project # 97191.20 SEISMIC Zone 3 $ =1 R =6 r SOIL: 2500 psf From Soils report by Terra dated July 1997 and Oct. 1997. CONCRETE: 28 day strength for Footings = 3000 psi, Slabs = 4000 psi, Panels = 5000 psi. Use 60 ksi reinforcement,. Table of Contents L 1 - L 5.... Lateral ( wind and seismic) Analysis R 1 - R 16 Roof Design F 1 -5 ... Foundation / Column / Wood Shear Wall Design P 1 - P 46 Panel Design 2215 N. 30th St, Suite 300 Tacoma, WA 98403 (253) 383 -2422 Fax (253) 383 -2572 Structural Description The Glacier building is a warehouse constructed of Concrete Tilt -up Panels. The roof is a standard metal joist and girder, panelized design, common to the area. Due to the settlement of the soil over time, the building is designed to allow for settlement along the foundation. In this flexible foundation system, the diaphragm cords are placed inboard from the panel wall perimeter. In general, no panel has cord reinforcement and no panel has the standard panel to panel joint. The overturning moment from each panel is transferred to the footing, through reinforcing bar attached to a plate, anchored in the footing. This same plate is also attached to the adjacent panel so that, as one panel corner lifts up, the adjacent corner pushes down. This building, due to its unusual exterior configuration has been broken up into five (5) separate roof diaphragms with 4" seismic separation between the different portions. The separation is carried down to the floor, but is tied together at the foundation. Because of the stiffness of the concrete panels, the 4" gap is conservative for building separation. 2215 N. 30th St. Salta 300 Tacoma, W,4 98403 (253) 383 -2422 Fax (253) 383 -2572 ALIBL CIVIL aS P UC T U ENGINEERS•PLANNERS Date: By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383•2422 253/383-2572 FAX Project 41.41) Ea_ Subject With/To Address No. Phone Fax # # Faxed Pages 0" El Page Li of 17:1 Calculations El Fax El Memorandum Meeting Minutes El Telephone Memo j ems' If this doos not meet with your tiriderstanding, please contact us in writing within seven days. THANK YOU. 1 • Date: AUBL ENGINEERSAPIANNERS Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383 -2572 FAX Project /� ( 4'G 1 E 2 7 - No. C , ZO Subject f..r+TP Z/ r L ii N1j Phone With/To Fax # Address # Faxed Pages fraND 444).5 (o2 ► ►�,�f�F C �Cr C (z.11 36 - O Page L of 0 Calculations 0 Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo .................. ............................... WOLSi s• D / 9,110 .6 -:. LDAO --- vw = (2)(0,Z90+ + 5 ' y 3 5 5 416,2) ?r5"( PLF If this does not meet with your understanding, please contact us In writing within seven days. 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THANK YOU. ❑ Page J of ❑ Calculations ❑ Fax Memorandum ❑ Meeting Minutes ❑ Telephone Memo 03 ..A EI J4% /3 _ . 333' P� jJjBL r l v I l g G r F U i r u u A I ENGINEERS•PLANNERS Date qfrr By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383 -2572 FAX Project No. 11 /, /fin ; 2 '� L --1(-� r 7� ❑Page of Subject / A - `r"'/L AL •••• ( r r! Phone calculations With/To Fax # ❑Fax ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes ❑ Telephone Memo Hs 4 Aksm(c �1,f %T k V W St( Wk SE( so— te (1g°)64 9- -1(v)( t3J1gP5; \JN3 =0)3751$7yr = 511W4- VELA, / 7) — 504 , .c4. _6 Q Vitc _ ►137, Cal k) = 30k: 0 s£ Ic �1F = �i � � �z v s � ia.)C47' V = , l3)5 (zeb,) _ a' Jl1 d. C k4 = 67 (3+ yy C 121 7 b if 0+4 3_71057, -= ;V.3 PcF itisliz), 2/0 e dig g 67 If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. : fr)_ 3 51 PGA' • ...ir I di AHBL ENGINEERS•PLANNERS Date: 1 (127 c Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Project Gdr a L Subject_�(�j��,Rf With/To Address ewLa i G vNSD _r- St\ At Wt 13 2.$g 4 Li ‘A-14f) Coal �'• S No. /7/11, 2.6 Phone Fax # # Faxed Pages - f: az t ( 35 2- )r/°59& = lays ( Og) 13,Si "u= (q 1- ....S ! z./47. • AsE 51(9.16 7 ❑ Page I of V alculations ❑ Fax Memorandum ❑ Meeting Minutes ❑ Telephone Memo (,ji'..b Comec4 c rr/rs ),2crio,J VIE , ms /iiOn 1 1 3rismIc 6N 7 S S E ....._ L) oittc 50 1 ) ) 2 P <� }- 2$0 /105 VNS _ // ) =9.1) K S, w = (49'&!) +- (54 ) l04 010 _ "O.:* If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. AHBL ENGINEER PLANN E RS Date: 9 /z� v By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX Project a-- No . 7 7/ 2/ • Z 0 ❑ EP ge of Subject geVe ` As AJ6 Phone LJ Calculations With/To 2 w @ '� uG Fax # El Fax �� i D �,Lc�✓� g ❑ Memorandum Address N Faxed Pa es ❑ Meeting Minutes ❑ Telephone Memo RAJ 2 -2$6 /v/Se- zo 14r 3 S i() 70 � MINX g g gb 6m (fast b 61' ace 3V - 3C - k.f„ 2v' a1i 2 1) #Z :lee r /-% 5 Frb ="0‘10( / (/‘/ (i3O(9cofs 75 las% .13T.,€) 0 k_ If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. 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THANK YOU. v i r:r ENGINEERS•PLANNERS Date: 4 / 1 715 4 i By: MBL Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX Project _ C.t No. 9? I % 2.0 rz 3 O "a ge g`? of Subject � ___ _ ___ Phone E Calculations With/To Fax # ❑ Fax 0 Memorandum Address # Faxed Pages Meeting Minutes 0 Telephone Memo �'5PLF , �5, /��P� a'l o e- ��(s /l . e �z bGiG4O 4 4tL 1. • .S , o-4 ; T &44 . e� S � &264.F 39, (51 0 k. If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. • M L ENGINEERS •P LA NNE RS Date: 419 Qt) F`o RcG s BY \ Di t#D7— Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX ( g) 9 3' Project _Ccif-C 1` �a No. 97 (/l, Z° Subject Phone With/To Fax # Address # Faxed Pages fL�r G T3 �zsr g;s 4.; 6 4.41e IN 41, tft (11 �. Vj 34ePu= /$'D' Z4 ?68°6 =d?Ri tG 419 ) - tis �g O p a 5-6 35iete- 4- g >q7 6F / (A ' Gra b4'e L rat r �D Fp2 /L£Si,IA /A/ 67( ❑ Page . of Calculations ❑ Fax Memorandum ❑ Meeting Minutes ❑ Telephone Memo 2' IL as 0,3° k> 22.E Sty t9.1° = q4 0'6 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, AHBL n ENGINEERS•PLANNERS Date: 1 � By: yy Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX Project Subject e-aD/` ( /rA/ With/To Address No. / fi r' L (� Phone Fax # # Faxed Pages ❑ PPage a of Lf Calculations ❑ Fax Memorandum Meeting Minutes ❑ Telephone Memo \)ii-/u/v n 0 2/0 N>:4 D ago ... ....... ( P2o fz 1445 23796- 4 2qo - let OeLF Ci &i. 2s) = /. , - 3� x(67 - Zy' l t;etn -o$ a'= 3.•1 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. • Cp i, ;(tr 111P Al ENGINEERS•PLANNERS Date: By: at Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District HBL 253/383.2422 253/383.2572 FAX Project g6,e(e2 No. 7 7/C4- Z Subject )D F Phone With/To Fax # Address # Faxed Pages SIGN ��b V )v- s c.. 30)( ) ?Jaw U� tc 2-9k 934' Zia (,�G, e(6•4 s•AC 41- At 6 A I) ' 9Prr a i- 9 • 7 vc a g 7 G SO pc, n6 ► s pa LJ/ 1200 � z 6 It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ❑gage "�" of al Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo 7 By: MBL C l , t N ENGI NEERS•PLANNERS Date 9/0 Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX b 3 " /c) L s/'GN lv�.�S 3S lis = 13,.E kp3 1 Project •ift: /11 Subject With/To Address as (11 _ /dK (Ls") �t1t0f2h" -- g . (406 - ) 0 7 ' 1 ": --V381/ ,547-fi q s , ( i gbt 61/ io) (2J (o 35 (1 5 )( 25cP) 3; eL.F No. g719/- Zb Phone Fax f! 4 Faxed Pages Page r? of Calculations ❑ Fax El Memorandum ❑ Meeting Minutes 4bi' ❑ Telephone Memo If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. )047" 6,2g • Date: /4(2 By : kit AHBL C , 1, 4 r o . it N A I E N G I N E E R S• P LAN N E RS Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Project ‘tittr‘2 No. 97/7/• 2a Subject ,o. b <S / ii___._ Phone With/To Fax # Address # Faxed Pages got / t_ T *qt.- (-06 e4.. DV. AJ If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. • C` ❑ Page of _ . Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo AHBL ENGINEERS• PLAN NERS Date W/ 0 By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383 -2572 FAX Project (�' G r 1— 2 ' N o. 971 ' /, 0 Subject � !v)) LS e7 !c; AI Phone With/To Fax # Address # Faxed Pages l� f GN Lo q�s Vi = ifie )9L p zs� FaC.C- 1 Dz ; i � ; _ _ — 33A 3q17 (5-e ttfif) M- ,9r'r" b� 25' V ❑ P ge (21 of 1I Calculations ❑ Fax El Memorandum ❑ Meeting Minutes ❑ Telephone Memo If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. C I V I L A S T a U C T U 0 A L ENG1NEERS•PLANNERS Date: �/ / By: Copies to: 2215 N. 301h Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX Project ) - Subject - 4.9-- 87/fi9+ //fiL/ With/To Address n # Faxed Pages No. Phone Fax # ❑,�,,// g. o of E Calculations 0 Fax 0 Memorandum ❑ Meeting Minutes ❑ Telephone Memo S II this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Date Copies to: Old Town Historical District E N GI N E E R S• P LAN N E RS 2215 N. 30th Street Suite 300 Tacoma, WA 98403 253/383-2422 253/383-2572 FAX Project CoferF/ No. 7 7 / Z ❑ ge `li of Subject / 0 "—. i1/4•fC, -'G Phone With/To Fax # Address it Faxed Pages e o&f' 11�Rf�Q� Sce.actLt 46E / &g G /J & . yaG 2 d /Zo /2 vc Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo .,790 4P It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. • ENGINEERS £ PLANNERS Date: �ff,z By 11 AHBL Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Project (� (E-( No. 9 7/ Z �r 2 0 Subject S /6A/ Phone With/To Fax # Address It Faxed Pages GRf1, etkct o� rc>XNG G ct . J r.. (.(6 /d IASE 1 7,7d To 6 EAQ � 6 '7q3f 7C = /41 Ps 406(c...70 P'M7 L33 GR��6 \./k L b 3t3 f 2 +2 = /D /0 l 7 4 , ) 6 ? O ) t 3 70Ks " /0 4, (93NA ) 46,,yk > 2,, o ©1<. eat r ,tN W z c b r 12 Tt 7 US"( i Vfrf 0a6 2/z Il usG /// Ir if this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 2 � ❑ Page " of Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo . �Or iPK 24-5 j."C.S1S56?..._ 0,04: ENGINEERS•PLANNERS Date: ,{ 61 By: MBL Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX n/ N4c7 ?& /... 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THANK YOU. ❑ age V=+' of Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo � %4- )s P£ c ?�� Date: 5/ AHBL ENGINEERS•PLANNERS By: Ll Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Project aciK < No. ! 7f. / r 2 d Subject ,C �� rGr` Phone With/To Fax # Address # Faxed Pages eceb fd2cc = /zX ��..2k gPr C3S' . _e usEl2K- • ? #4 /; sVcr2 s i1 itJfru D 6 X fi -0 46 gPrf . / 3 (-51-C) - 0/00 _ nK S S E 3 In^S 7' SIP A P = 9 {. 0 q age of Calculations ❑ Fax El Memorandum ❑ Meeting Minutes ❑ Telephone Memo b f"j ec gt PAW MST "JZ S TRAPS filK7 4: IS (V)0(1 76*7676)= (y/) , � _ 05" sE 5/i.e Oft 5 i1 If this does not meet with your understanding, please contact us in writing within seven days, THANK YOU Project q No. r❑�/Page i of Subject_ f�7 GONCT�3'' Phone I.� 5atcutations With/To r C(tb (_otid(Cfrodl Fax # ❑ Fax ❑ Memorandum Address 4 Faxed Pages ❑ Meeting Minutes ❑ Telephone Memo AHBL ENC.rINFE RS•F'LANNE RS Date: By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX L ¢k6h/ K/ 6" 4 l, `. > • 3 (%j,76"(7)/c.S — Z , ,c , tie IAi 4/2Ak Lem _cge S VC 7 CA c Lc 7;')( = (4 2s �, 4/ r' 144-4-P (cif 'D _ 6. � � S Q.QG� � ,e� ... - /4iRl .3, /44 6 P a'? - F rN W.QZ . R A r 707 37 X// 1 33 ski« t b / L G v ,t T '/ : ' C0NI7C i / &'n) �I JI� qi> 14o5 GaZn uA" ,i) L't 4 /- Ad t +!yeurG — = 311.45 cotal Sr ar PA: a 3, PP X 60 .ilrl 1''x / %3/i rs% g5 k._n L4 ,o670 If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. AHBL Civil & Structural Engineers Land Planners- Landscape Architects Structural Calculations MULTI -SPAN TIMBER BEAM DESIGN GLACIER BLDG, OFFICE ROOF BEAMS D1 El GENERAL DATA 1 2 - All Spans Simple Support ?? : YES Spans Length ft : 30.00 44.00 End Fixity: : Pin:Pin Pin :Pin Beam Width in : 5.125 5.125 Beam Depth in : 31.50 31.50 CALCULATED VALUES -OK- -OK- F'b- Modified Allow. psi : 2102.8 2023.8 fb - Actual. psi : 842.4 1457.3 F'v- Modified Allow. psi : 190.0 190.0 fv (actual) * 1.5 psi : 55.3 88.7 Moment @ Left k-in : 0.0 0.0 Moment @ Right k -in : 0.0 0.0 Max. Mom. @ Mid -Span k -in : 714.0 1235.1 X -Dist ft : 19.80 19.95 Shears: Left k : 5.95 7.25 Right k : -5.95 -9.55 Reaction @ Left DL k : 1.70 2.07 LL k : 4.25 5.18 Total k : 5.95 7.25 Reaction @ Right DL k : 1.70 2.73 LL k : 4.25 6.82 Total k : 5.95 9.55 Max. Defl. @ Mid Span in : -0.410 -1.457 X -Dist ft : 15.00 22.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 Fb :Basic Allowable psi : 2400.0 2400.0 Fv :Basic Allowable psi : 190.0 190.0 Elastic Modulus ksi : 1800 1800 Load Duration Factor 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Point DL 1 : 1700.00 1200.00 LL 1 : 4250.00 3000.00 X -Dist. ft : 10.00 10.00 Point DL 1 : 1700.00 1200.00 LL 1 : 4250.00 3000.00 X -Dist. ft : 20.00 20.00 Point DL 1 : 1200.00 LL 1 : 3000.00 X -Dist, ft : 30.00 Point DL 1 : 1200.00 LL 1 : 3000.00 X -Dist. ft : 40.00 QUERY VALUES Location ft : 0.00 0.00 Shear 1 : 5.95 7.25 Moment k -in : 0.00 0.00 Deflection in : 0.000 0.000 Date: 05/04/98 Page: ' \ AHBL E N G I N E E R S A P L A N N E R S • Date: If3 By: gr ft Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Project V.+, ` ..1 co - Subject POvN % /v/V With/To Fax # Address # Faxed Pages tricesv' ..E SPAS✓ - 'yf 'i "G9,4 . /%F4 I No, 9f zU Phone 3F i X (sv .+2g .f1J*4, , ' (Z /.0/0) 90 ear- -+ 2537, 'eL F MIN i f^.t... V011 ► N E A W ,Q4 roa7 /NG 25s 3(5F ap 3 1 49q �Lr / a 2.5 Kit's 4(O.0 'GAP 5 62.5 hip's 90. kttS 1`DuNbA -7 (e7A) CSC s ? oO /' F Z#f-Pig i 7 = = ' a - - Zqt r e'r Terah SPo r !G SfkeL iJCrt,t_ ra) INtrS s 4gc. Al-P, *VEL, a41- eiGG4i 'v'3 It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 0 Page P/ of 0 Calculations 0 Fax 0 Memorandum 0 Meeting Minutes ❑ Telephone Memo 1-. A HBL ENGINEERS ♦PLAN NE RS Date: By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX / 41/6. Project 4.4IC /f. No. Phone With/To Fax it Subject C�cr�•c ,� �'�Oi /��S Address k Faxed Pages ' 2 - S Go/trc. 1400 L9sE 60) 3/( 6 410 = +.� �7 2... Z ( 2 / 5C 1 3_ = , cs�F a 7 8'x zs /s'() 4..yx �aLW ) 11�r61f'r s 30'- 3,s' - i e trr psi rest at S 9-K v �r�„NG &ecN£if4) j.*C0 app 6t- 3o sF 2.50 M s Irc.og6 WM (k)o 6:Or b ra3 Ago- /0/ %, b L A579 5 /`/, 2sA 2,3 A 33. If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU ❑ Page v of ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo 770uG x rod„ 1/74 A fT 3.9 5st erst !/!� X � V COO E N G I N E E RS • PI_ A N NE RS Date: By: MBL Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX Project f No. Subject .6telt MI✓ S Q C;O t` Phone With/To / Fax # Address # Faxed Pages If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ❑ Page of Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes. ❑ Telephone Memo ABBL ENGINEERS•PLANNERS Date: 6///4 By: Project No. �� D6 • No. `T /V //i Z Subject ki P) % t,j/kC.$ Phone With/To Fax # Address # Faxed Pages ,�u/tbiA4 1 b bc1E b Fcx 45 4'tb sev. cL 7_5 30 t 6-ic.55).62/)4-(3.>2 . ma? /95 iC35--tz / y i2 q . ,s -( )= llg,?K 7 1/4 Copies to: 2215 N, 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383 -2422 253/383-2572 FAX z . Op , v ❑ r4 of ;Calculations ❑ Fax El Memorandum ❑ Meeting Minutes ❑ Telephone Memo zc. /S /� 1/ D6CS . /Zac F ccb 3 019 = 2t'7t eces t 5 /cc rtfki ,000F W f = 49 iC SX72 /.?os - / Wsbj /0,3' , P _ )39 ,2--W hie ?? ii1f = ( l fxsd) / - t('z) ? 3; 92 . - /22.2Y V 135 (3 /I,0) = ' Z,�SJ�- Km.. a$C $j c / ¢s 6L2 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. • EN(,INEE RS• PLANNERS ud MBL Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383 -2422 253/383-2572 FAX Project No. Subject ��- Phone WithrTo Fax # Address # Faxed Pages SIOC tif ctsc_ ' 5 to /96 >4 ,R/ 3.2* p(A -K CoAD 0 l?L 2/32 // • TociY • ❑ P a g er , of • ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383 -2572 FAX No. 4 7 9 • t)-c) Project Subject 7 �` Phone With/To Fax # Address # Faxed Pages tA c csriliG t°P14 t CO D ZrVle N I fi-Y dt 1 ¢ I v>e. � P Iso e ti x Iso 0- - Ce _�. 14-20 z 0. 6 -] 0. Z 24 -34' 4 0 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. V ❑ Page` of Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo 1 1 v A HBL ENGINEERS•PLANNERS Date: By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383.2572 FAX 71∎1 4G F Imo= Projectlx No - 171 . Za Subject 1:2714411 Phone With/To Fax tk Address 0 Faxed Pages -zNe1 rf 2 o ' "r r ' -, ' /z" ✓�c'4 cr ^1 ap ✓� eusr{ 1xs =cp14 1 / k � ( I \// r cw.l V ruvk It this does not meet with your understanding. please contact us in writing within seven days. THANK YOU. ❑ Page P of Ei Calculations ❑ Fax ❑ Memorandum El Meeting Minutes ❑ Telephone Memo _ 7 1 ef.66/14ver e.1 Vice, N..-*/ -)42. e _ (2J` �v. "FAA1 12;C2� -F GS c 12- or.. MBL ENGINEERS •PL ANN ERS Date: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX Project G1" Gi G BI, No. — l t 19 ( - Zo Subject t S- ., Phone With/To Fax # Address # Faxed Pages If this does not meet with your understanding, please contact us in writing within seven days, THANK YOU, ❑ Page n of ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo Panel P1 Eccentric Toads Length of Pier (ft) ::::3:83 >:` Effective Load Length to Per = 11.83 ft rib Length to Per (ft) ;,;... DL Moment (ft-K/ft) = 0.703 Framing Span (ft):' > s LL Moment (ft-K/ft) = 1.351 eccentricity (in) 7 "' "• DL (Klf) = 1.205 Dead Load (psf)..,. " LL (KR) = 2.317 Live Load (pst) : ::;;:25 Wall DL mid- height (KIT) = 1.71 Wall Parameters fc' of concrete (Ksi) Fy of reinforcing bar (Ksi). Wall height (ft) Applied Moments @ Ends due to Lateral Loads Moment @ Roof (ft -K) Moment @ Base (ft -K) Uniform Horizontal Loads EQ (psf) = 33.0 Seismic (Ksf) 0.033 Wind (Ksf) 0.040 Wind (psf) 40.0 4 Parapet height (ft) .......2 Actual wall thickness (in) 7.25 For Two Layers of Rebar Inside face clear dist to rebar (in) Outside face clear dist to rebar (in) 'r okay okay Ec = 4.03E +06 n = 7.20 k = 0.268 = 0.80 Ig = 307.55 Glacier Building dif = 5.375 dof = 5.375 Rebar at Panel Confining Rebar diameter (in) :::0:250: #3 diameter =.375, #2 diameter =.25 reveal depth (in) : :: :0:50: Icr = 60.96 Structural wall thickness (in) 6.75 Ag = 81 Distance to Centriod of Bar (in) 5.375 Asmin = 0.2700 Bar size 6 As = 0.4400 Bar spacing (in) 12 (1) or (2) layers of reinforcing 2 Load Case #1 Load Case #2 Load Case #3 Load Case #2 EQ Load Case #3 EQ Load Case Pu (K/ft) 1 8.02 2 6.01 3 2.62 2 EQ 6.01 3 EQ 2.62 NOTES: U =1.4DL +1.7LL U = 0.75(1.4 DL + 1.7 LL + 1.7 W) U= 0.9DL +1,3W U= 0.75(1.4 DL + 1.7 LL + 1.87 EQ) U =0.9DL +1.43W Ase (in "2) 4 0.57 0.86 0.54 0.87 0.48 0.89 0.54 0.87 0,48 0.89 As>Asmin okay p = 0.0068 p < 0.6pb (1) If "NG" compression controls, Increase structural wall width. (2) If "NG" under reinforced, increase rebar size or decrease spacing. Calculation of Mid - height deflection and Moment under Service Loads 6,1= 0.000 M1= 4.949 1.606 Calculation of Mid - height deflection and Moment under Ultimate Loads 0.703 DL Moment (ft -K/ft) 1.351 LL Moment (ft-K/ft) 0.049 Applied M (ft -K/ft) EQ 0.4621 K/ft Wind 0.5601 K/ft Marna = 0.703 ft -K/ft MLLmax = 1.351 ft -K/ft EQ 0.4621 K/ft Wind 0.5601 K/ft trib len to pie 0 0.000 Applied Moment (ft-K/ft) 0.6pb = 0.0201 okay Actual Allowable pmin = 0.0033 okay a (psi) a (psi) P -A design limitations per UBC 1914.8.2 = 64.6 200.0 okay Mcr = 2.68 ft-K Service 0 = 2.013 in Allow Service A = 2.240 in okay t,Pb = 72.37 (K/ft) Mu a (In) Pu < 4, Pb (1) 4 Mn (in -K) (in -K) 0.67 okay 149.18 28.06 0.64 okay 142.66 97.33 0.57 okay 131.05 70.17 0.64 okay 142.66 89.57 0.57 okay 131.05 63,97 Mu < 4, Mn ( okay okay okay okay okay M2= 5.535 A3= 1.942 1/20/98 97191.20 Andy Herrick length of pier spandrel length of pier Ultimate Q (in) 0.266 3.384 2.121 3,017 1,824 Plan View M3= 5.657 Q4= Panel P1 Glacier Building 2e weight at spandral -pier intersection eight of spandral/2 = 6525 Ibs Midpoint of Pier = weight above midpoint of pier = weight below midpoint of pier = 15 ft 6525 Ibs 0 Ibs Panel Layout Equivalent Wind and Seismic Load Equivalent EQ Load Wind Load Equivalent Wind Load b= 16 ft d = >21> ft e =3.83ft a= 8 ft Wall Thickness = ;7 25 in Weight Concrete =IL 150 pcf 1/20/98 97191.20 A.L. Herrick Seismic Load = 20 psf = 33 psf = »13'> psf = 40 psf Panel P2 Glacier Building Eccentric Toads Length of Pier (ft) 2 rib Length to Per (ft) Applied Moments @ Ends due to Lateral Loads Moment Roof (ft-K) €; O.0 041:s: Moment @ Base (ft -K) • Uniform Horizontal Loads EQ (psf) = 50.0 Seismic (Ksf) 0.050 Wind (Ksf) 0.078 Wind (psf) 78.0 Load Case #1 Load Case #2 Load Case #3 Load Case #2 EQ Load Case #3 EQ Load Case Pu (K/ft) 1 16.64 2 12.48 3 5.78 2 EQ 12.48 3 EQ 5.78 NOTES: (1) (2) Framing Span (ft) ':60 eccentricity (in) < » :i Dead Load (psf) ' Live Load (psf) Walt Parameters fc' of concrete (Ksi) 5::::.:: Ec = 4.03E +06 Fy of reinforcing bar (Ksi) .::: n = 7.20 Wail height (ft) 28 , ., k = 0.382 Parapet height (ft) 2 a = 0.80 Actual wall thickness (in) 7.25 Ig = 307.55 For Two Layers of Rebar Inside face clear dist to rebar (in)' 00. okay Outside face clear dist to rebar (in) okay Reber at Panel Confining Rebar diameter (in) : ::0250 reveal depth (in) wall thickness (in) 6.75 Distance to Centriod of Bar (in) 5 375 Bar size . 6 Bar spacing (in) ::;; :: 5 (1) or (2) layers of reinforcing U =1.4DL +1.7LL Calculation of Mid- height deflection and Moment under Service Loads A1= 0.000 M1= 9.641 A2= 2.362 Calculation of Mid - height deflection and Moment under Ultimate Loads Effective Load Length to Pier = 12.00 ft DL Moment (ft-K/ft) = 1.365 LL Moment (ft -K/ft) = 2.625 DL (Klf) = 2.340 LL (KU) = 4.500 Wall DL mid - height (Kit) = 4.08 0 du = 5.375 dof = 5.375 MDLmax = 1.365 ft -K/ft MLLmax = 2.625 ft -K/ft #3 diameter =.375, #2 diameter =.25 Icr = 118.46 Ag = 81 Asmln = 0.2700 As = 1.0560 p = 0.0164 0.6pb = 0.0201 Actual pmin = 0.0033 okay a (psi) P. design limitations per UBC 1914.8.2 = 134.8 Mcr = 2.68 ft -K As>Asmin okay p < 0.6pb okay Service A = 2.991 in Allow Service o = 2.240 in NG 4)Pb = 46.50 (K/ft) U = 0.75(1.4 DL + 1.7 LL + 1.7 W) U= 0.9DL +1.3W U = 0.75(1.4 DL + 1.7 LL + 1.87 EQ) U = 0.9 DL + 1.43 W Ase (In "2) 4) 1.33 0.82 1.26 0.84 1.15 0.87 1.26 0.84 1.49 okay 294.48 1.15 0.87 1.36 okay 283.01 If "NG" compression controls, increase structural wall width. If "NG" under reinforced, increase rebar size or decrease spacing. 1.365 DL Moment (ft-K/ft) 2.625 LL Moment (ft -K/ft) 0.049 Applied M (ft-K/ft) EQ 0.7001 K/ft Wind 1.0921 K/ft EQ 0.7001 K/ft Wind 1.0921 K/ft trib length to pie _ _ spandrel i ..... j 0.000 Applied Moment (ft-K/ft) 154.69 okay 3.281 101.91 okay 2.021 M2= • 11.389 A3= 2.878 length of pier eq \/ Allowable a (psi) 200.0 okay Mu Mu < 4 Mn Ultimate A a (in) Pu <4) Pb (1) 4) Mn (in -K) (in-K) (2) (in) 1.57 okay 300.35 66.38 okay 1.117 1.49 okay 294.48 201.60 okay 4.422 1.36 okay 283.01 140.85 okay 2.979 1/20/98 97191.20 Andy Herrick raming an length of pier Plan View M3= 11.771 A4= . Panel P2 Glacier Building 2e weight at spandral -pier intersection eight of spandral/2 = Midpoint of Pier = weight above midpoint of pier = weight below midpoint of pier = a =b /2 8156 Ibs 15ft 8156 Ibs 0 Ibs Panel Layout b= 20 ft c = >9 ft d = _Tift e= 2.00 • a= 10 ft Wall Thickness = ?7 25? in Weight Concrete = t5 pcf Equivalent Wind and Seismic Load Equivalent EQ Load Wind Load Equivalent Wind Load ?7 1/20/98 97191.20 A.L. Herrick Seismic Load _ Z C. psf = 50 psf = =3 >s. psf = 78 • psf • Panel P3 Eccentric Toads Length of Pier (ftj rib Length to Pier (ft) Framing Span (ft): eccentricity (in) Dead Load (psf) Live Load (psf) ;;: Moment Roof (ft-K)::11 Applied Moments @ Ends due to Lateral Loads Moment @ Base (ft -K) Uniform Horizontal Loads EQ (psi). 55.0 Seismic (Ksf) 0.055 Wind (Ksf) 0.065 Wind (psf) 65.0 Wall Parameters fc' of concrete (Ksi) 5 Fy of reinforcing bar (Ksi) •. • Load Case #1 Load Case #2 Load Case #3 Load Case #2 EQ Load Case #3 EQ Load Case 1 2 3 2 EQ 3 EQ NOTES: Pu (K/ft) 8.13 6.09 4.54 6.09 4.54 (1) (2) Wall height (ft) : : 28 . : ,.. Parapet height (ft) 2 Actual wall thickness (In) 7.25 For Two Layers of Rebar Calculation of Mid - height deflection and Moment under Service Loads A1= 0.000 M1= 6.649 A2= 2.120 Calculation of Mid - height deflection and Moment under Ultimate Loads Glacier Building Effective Load Length to Pier = DL Moment (ft-K/ft) = LL Moment (ft-K/ft) = DL (K1f) = LL (K1f) = Wall DL mid- height (1af) = 0.190 0.365 0.062 EQ Wind Ec = 4.03E +06 n = 7.20 k = 0.302 = 0.80 Ig = 307.55 Inside face clear dist to rebar (in) `.::`.1:00::: okay dif = 5.375 Outside face clear dist to rebar (In) :::::1::50:::: okay dof = 5.375 Rebar at Panel Confining Rebar diameter (in) "::0;250:: #3 diameter =.375, #2 diameter =.25 reveal depth (in) ::::0:50;:;; Icr = 76.62 Structural wall thickness (In) 6.75 Ag = 81 Distance to Centriod of Bar (in) 5.375 Asmin = 0.2700 As>Asmin Bar size ::...:.6 As = 0.5867 okay Bar spacing (In) ' : ..... p = 0.0091 p < 0.6pb (1) or (2) layers of reinforcing' 2 0.6pb = 0.0201 okay MDLmax = 0.190 ft -K/ft MLLmax = 0.365 ft-K/ft pmin = 0.0033 okay P -A design limitations per UBC 1914.8.2 = Mcr = Service A = Allow Service A = 4)Pb = U= 1.4DL +1,7LL U = 0.75(1.4 DL + 1.7 LL + 1.7 W) U= 0.9 DL + 1.3 W U = 0.75(1.4 DL + 1.7 LL + 1.87 EQ) U= 0.9 DL +1.43W Ase (1(142) 4) a (In) Pu < 4) Pb (1) 4) Mn (in -K) 0.72 0.86 0.85 okay 184.42 0.69 0.87 0.81 okay 0.66 0.88 0.78 okay 0.69 0.87 0,81 okay 0.66 0.88 0.78 okay If "NG" compression controls, increase structural wall width. If "NG" under reinforced, increase rebar size or decrease spacing, 178.54 173.87 178.54 173.87 15.00 ft 0.190 0.365 0.325 0.625 4.72 DL Moment (ft -K/ft) LL Moment (ft -K/ft) Applied M (ft -K/ft) 0.7701 K/ft 0.9101 K/ft EQ 0.7701 K/ft Wind 0.9101 K/ft Mu Mu < 4) Mn (in -K) (2) 7.42 okay 115.81 okay 108.53 okay 107.36 okay 100.96 okay M2= 7.234 length of pier rA AA trib length r - to pie r� - spandrel 1U 0.000 Applied Moment (ft -K/ft) eq length of pier Actual Allowable a (psi) a (psi) 70.0 200.0 okay 2.68 ft-K 2.421 in 2.240 in say ok 66.21 (K/ft) A3= 2.387 Ultimate A (in) 0.070 3.485 3.213 3.164 2.925 1/21/98 97191.20 Andy Herrick Plan View M3= 7.308 A4= Pane! P3 e 3 weight at spandrai -pier intersection eight of spandraV2 = 9788 Ibs Midpoint of Pier = 15 ft weight above midpoint of pier = 9788 Ibs weight below midpoint of pier = 0 lbs Glacier Building Panel Layout b = 24 ft c = >9 ft e = 3.00 ft a= 12 ft Wall Thickness = ;:.725;: in Weight Concrete = <15 pcf Equivalent Wind and Seismic Load Seismic Load = 'Q psf Equivalent EQ Load = 44 psf Wind Load = €3psf Equivalent Wind Load = 65 psf 1/21/98 97191.20 A.L. Herrick Panel Eccentric loads 0,9-)C 5709/ 70 b Length of Pier (ft) Trib length to Pier (ft).• Framing Span (ft)' eccentricity (In) Dead Load (psf);;; Live Load A1= 0.000 pi. 0.000 Ai. 0.000 Ai. 0.000 M . 0.000 Applied Moments g Ends due to Lateral Loads Moment CA Roof (ft-K) , Moment © Base Uniform Horizontal Loads EQ (psi) = 23.0 Seismic (Ksf) 0.023 Wind (Ksf) 0.021 Wind (psi) 21.0 Wall Parameters (c' of concrete (Ksi): 5 Fy of reinforcing bar (Ksi) : Wall height (ft) 2 Parapet height (ft) Actual wall thickness (In) 5.50 For Two Layers of Rebar Inside face clear dist to rebar (in) Outside face clear dist to rebar (in) j:A Ec = 4.03E+06 n= 7.20 k= 0.306 (3 = 0.80 Ig = 166.38 .00 okay de= 4.188 dot = 3.688 Rebar at Panel Confining Rebar diameter (in) 1:0150 #3 diameter =.375, *2 diameter =.25 reveal depth (in) ii0;f:XY': icr = 10.61 Structural wall thickness (in) 5.50 Ag = 66 Distance to Centriod of Bar (in) 2.750 Asmln = 0.2200 As>AsmIn Bar size 5 As = 0.3100 okay Bar spacing (in) p = 0.0094 p < 0.6pb (1) or (2) layers of reinforcing 0,6pb = 0.0201 okay Actual Allowable pmin = 0.0033 okay a (psi) cr (psi) P. design limitations per UBC 1914.8.2 = 26.0 200.0 okay Load Case #1 U = 1.4 DL + 1.7 LL Mcr = 1.78 ft-K Load Case #2 U = 0.75(1.4 DL + 1.7 LL + 1.7 W) Service A = 1,957 in Load Case #3 U = 0.9 OL + 1.3 W Allow Service A = 2.160 in okay Load Case #2 EQ • U = 0.75(1.4 DL + 1.7 LL + 1.87 EQ) 4)Pb = 33.46 (K/ft) Load Case #3 E0 U = 0.9 OL + 1.43 W Load Ase Mu Mu <4) Mn Ultimate A Case Pu (K/I1) (In^2) 4, a (in) Pu < 4)Pb (1) 4) Mn (in-K) (in-() (2) (In) 1 2.52 0.35 0.88 0.41 okay 47.51 0.00 okay 0.000 2 1.89 0.34 0.89 0.40 okay 46.40 35.55 okay 3.833 3 0.86 0.32 0.89 0.38 okay 44.56 31.70 okay 3.002 2 EQ 1.89 0.34 0.89 0.40 okay 46.40 45.20 okay 6.216 3 EQ 0.86 0.32 0.89 0.38 okay 44.56 38.97 okay 4.872 NOTES: (1) If "NG" compression controls, Increase structural wall width. (2) If "NG'' under reinforced, increase rebar size or decrease spacing. Calculation of Mid-height deflection and Moment under Service Loads A1= 0.000 1,A1= 2.096 2 1.320 Calculation of Mid-height deflection and Moment under Ultimate Loads kilr. 0.000 0.000 M1= 2.449 Aar. 2.415 M1= 2.488 6,2. 2.534 M1= 2.934 ,6,2. 3.917 M1= 2.997 A2. 4.112 Effective Load Length to Pier = 4.75 ft DL Moment (ft-KM = 0.000 LL Moment (11-1Qft) = 0.000 DL (K1f) = 0.416 thb LL (Kin = 0.693 to pi Wall DL mid-height (KU) = 0.54 0.000 OL Moment (ft-J1) r Thf 0.000 LL Moment (ft-K/ft) 0.000 Applied M (ft-K/ft) EQ 0.311 K/ft Wind 0.284 KM Moi.max = 0.000 ft-Kilt Mu = 0.000 11-Kift EQ 0.311 K/ft Wind 0.284 K/ft 1( 0.000 Applied Moment (ft-K/ft) M2= 2.247 M2= 0.000 A3= 0.000 M2= 2.773 A3= 3.417 M2= 2.618 G13-= 2.937 M2= 3.459 A3. 5.542 M2= 3.209 A3= 4.767 Plan View 6,3= 1.789 M3= 2.301 M= 1.957 M3= 0.000 Mr. 0.000 M3= 2.907 Mr. 3.833 M3= 2.639 M= 3.002 M3= 3.676 AO 6.216 M3= 3.242 A4. 4.872 2/12/98 PAja M4= 2.321 M4= 0.000 M4= 2.963 M4= 2.642 M4= 3.766 M4= 3.248 Panel / m P490 O 0o+2 Midpoint of Pier = weight above midpoint of pier = weight below midpoint of pier = 2e weight at spandral -pier intersection eight of spandral/2 = 2406 Ibs 13.5 It 1624 Ibs 782 Ibs Panel Layout b = 3.5 ft c= s20ft d= 7ft e = 3.00 ft a = 1.8 ft Wall Thickness =':.15;:W in Weight Concrete = >:15O. pcf Equivalent Wind and Seismic Load Equivalent EQ Load Wind Load Equivalent Wind Load Seismic Load _ ': psf = 23 psf = psf 21.::. psf • 2/12/98 LA Panel 4 No 140, 2 Eccentric Toads Length of Pier (ft)'" . 5. °... Trib length to Per Load Case #1 Load Case #2 Load Case #3 Load Case #2 EQ Load Case #3 EQ Load Case Pu (K/ft) 1 1.59 2 1.19 3 0.34 2 EQ 1.19 3 EQ 0.34 NOTES: (1) (2) A1= 0.000 Q1= 0.000 A1= 0.000 Q1= 0.000 �1= 0.000 Framing Span (ft) •x •50 eccentricity (In);:: Dead Load (psi) " Live Load (pst) ;:2 Applied Moments Ends due to Lateral Loads Moment © Roof (ft -K) Moment © Base (ft-K) Uniform Horizontal Loads Seismic (Ksf) Wind (Ksf) 0 Wall Parameters to' of concrete (Ksi) .. : Fy of reinforcing bar (Ksi) Wall height (ft) Parapet height (ft) ...;.. 0 Actual wall thickness (in) 5.50 For Two Layers of Reber 0.016 0.013 Wind (psl) 13.0 SO (psi). 16.0 M1= 0.000 Q2= 0.000 M1= 1.516 A2= 0.549 M1= 1.540 Q2= 0.640 M1= 2.041 Q2= 2.561 M1= 2.085 Q2= 2.729 Effective Load Length to Pier = 5.00 It DL Moment (ft -K/ft) = 0.000 LL Moment (ft-K/ft) = 0.000 DL (Kit) = 0.375 LL (Klf) = 0.625 Wall DL (© mid - height (K10 = 0.00 0.000 DL Moment (ft-K/ft) 0.000 LL Moment (ft -K/ft) 0.000 Applied M (ft-K/ft) EQ 0.216 K/ft Wind 0.176 K/ft Ec= 4.03E+06 n = 7.20 k = 0.318 0 a = 0.80 I6 = 125.00 Inside face clear dist to rebar (in)';;;1 okay dif = 3.688 Outside face clear dist to rebar (in) , i:A 50::; okay dof = 3.688 Reber at Panel Confining Rebar diameter (in) :.0:250:: #3 diameter =.375, 42 diameter =.25 reveal depth (in)Q50 ; Icr = 8.49 Structural wall thickness (in) 5.00 Ag = 60 Distance to Centriod of Bar (in) 2.500 Asmin = 0.2000 As>Asmin Bar size . 5 As = 0.3100 okay Bar spacing (in) : 12 (1) or (2) layers of reinforcing MDUn.. = MLUnan = U= 1.4DL +1.7LL Mcr= U= 0.75(1.4 DL + 1.7 LL + 1.7 W) Service , = U= 0.9 DL + 1.3 W Allow Service t = U = 0.75(1.4 DL + 1.7 LL + 1.87 EQ) 4Pb = U =0.9DL +1.43W Ass (InA2) 4 a (in) pu <4) Pb (1) 4 Mn (in -K) 0.34 0.89 0.40 okay 41.33 0.33 0.89 0.39 okay 40.71 0.32 0.90 0.37 okay 39.35 0.33 0.89 0.39 okay 40.71 0.32 0.90 0.37 okay 39.35 If "NG" compression controls, increase structural wall width. If "NG" under reinforced, increase rebar size or decrease spacing. Calculation of Mid- height deflection and Moment under Service Loads 01= 0.000 M1= 1.458 02= 0.380 Calculation of Mid - height deflection and Moment under Ultimate Loads 0.000 ft-Kilt 0.000 ft-K/ft EQ 0.216 K/ft Wind 0.176 KM 0.000 Applied Moment (ft -K/ft) 1.47 ft-K 0.468 in 2.160 in okay 29.24 (K/ft) Mu (in-K) 0.00 19.20 18.72 29.16 26.05 Mu <4Mn (2) okay okay okay okay okay M2= 1.490 A3= 0.447 M2= 0.000 Q3= 0.000 M2= 1.571 Q3= 0.759 M2= 1.558 Q3= 0.709 M2= 2.296 6,3= 3.538 M2= 2.162 Q3= 3.023 p= 0.0103 p < o.6pb 1s.:. 0.6pb = 0.0201 okay Actual Allowable pmin = 0.0033 okay a (psi) a (psi) P. design limitations per UBC 1914.8.2 = 16.7 200.0 okay Ultimata A (In) 0.000 0.838 0.716 3,910 3.055 m n Plan View M3= 1.495 A4= 0.468 M3= 0.000 A4= 0.000 M3= 1.592 Q4= 0.838 M3= 1.560 L14= 0.716 M3= 2.393 M= 3.910 M3= 2,170 04= 3.055 2/12/98 P M4= 1.497 M4= 0.000 M4= 1.600 M4= 1.560 M4= 2.430 M4= 2.171 Panel leg C e_ S�� Eccentric Toads Length of Pier (ft) 1 Effective Load Length to Per = 2.75 ft Trib length to Pier (ft) .:::1::75::: DL Moment (ft-K/ft) = 0.000 Framing Span (ft) ,;;;;50 "' ` LL Moment (ft-K/ft) = 0.000 eccentricity (in) : : :;c.0;::;:;, DL (KII) = 1.031 Mb Dead Load (psf) :;; ;15 :. LL (Klf) = 1.719 to pl - Live Load (psi) :25 ?::: Wall DL @ mid - height (Kif) = 1.63 spandrel Applied Moments Ends due to Lateral Loads Moment © Roof (ft -K) ' 0 " ''. Moment t Base (ft-K) Uniform Horizontal Loads EO (psf) = 37.0 Seismic (Ksf) 0.037 Wind (Ksf) 0.036 Wind (psi) 36.0 Wall Parameters fc' of concrete (Ksi) 5 Ec = 4.03E+06 Fy of reinforcing bar (Ksi) :: :: n = 7.20 Wall height (ft) `.' ' 27 k = 0.419 Parapet height (ft) 0 = 0.80 Actual wall thickness (In) 5.50 I6 = 125.00 For Two Layers of Rebar Inside face clear dist to rebar (in);;; 1;OOs: okay Outside face clear dist to rebar (in) . €:: :50::: okay Rebar at Panel Confining Rebar diameter (in) :0.250:: #3 diameter =.375, #2 diameter =.25 reveal depth (In) :'0;50:.; Icr = 46.48 Structural wall thickness (in) 5.00 Ag = 60 5%rk L • Distance to Centriod of Bar (in) 3.688 Asmin = 0.2000 As>Asmin Bar size ..,.... = 0.9300 okay Bar spacing (in) ""'4?:1:: p = 0.0210 p < 0.8pb (1) or (2) layers of reinforcing "`",2 0.6pb = 0.0201 say okay Actual Allowable pmin = 0.0033 okay a (psi) a (psi) P -A design limitations per UBC 1914.8.2 = 73.0 200.0 okay Load Case #1 U = 1.4 DL + 1.7 LL Mcr = 1.47 ft -K Load Case #2 U = 0.75(1.4 DL + 1.7 LL + 1.7 W) Service A = 2.192 in Load Case #3 U = 0.9 DL + 1.3 W Allow Service A = 2.160 In say ok Load Case #2 EQ U = 0.75(1.4 DL + 1.7 LL + 1.87 EQ) 4)Pb = 23.28 (K/ft) Load Case #3 EQ U = 0.9 DL +1,43 W Load Ass Mu Mu <4 Mn Ultimate A Case Pu (K/ft) (in ^2) 4 a (in) Pu <4 Pb (1) 4) Mn (in -K) (in -K) (2) (In) 1 6.65 1.04 0.86 1.22 okay 164.35 0.00 okay 0.000 2 4.99 1.01 0.87 1.19 okay 162.91 63.03 okay 3.054 3 2.40 0.97 0.88 1.14 okay 160.38 55.56 okay 2.641 2 EQ 4.99 1.01 0.87 1.19 okay 162.91 71.30 okay 3.542 3 EQ 2.40 0.97 0.88 1.14 okay 160.38 62.98 okay 3.083 NOTES: (1) If "NG" compression controls, increase structural wall width. (2) If "NG" under reinforced, increase rebar size or decrease spacing. Calculation of Mid - height deflection and Moment under Service Loads A1= 0.000 M1= 3.372 6,2= 1.743 Calculation of Mid - height deflection and Moment under Ultimate Loads Ai= 0.000 A1 = 0.000 M= 0.000 M= 0.000 M= 0.000 M1= 0.000 6,2= 0.000 M1= 4.199 A2= 2.335 M1= 4.265 6,2= 2.382 M1= 4.720 6,2= 2.708 M1= 4.821 A2= 2.780 0 dit = 3.688 dor. = 3.688 Mau = 0.000 ft-K/ft Mu = 0.000 ft-IUft EQ 0.5 K/ft Wind 0.486 KM 1( 0.000 Applied Moment (ft -K/ft) M2= 3.889 A3= 2.113 M2= 0.000 A3= 0.000 M2= 5.004 A3= 2.911 M2= 4.594 A3= 2.618 M2= 5.654 A3= 3,377 M2= 5.206 A3= 3.056 length of plan 0.000 DL Moment (ft-K/ft) r Thfr 0.000 LL Moment (ft-K/ft) 0.000 Applied M (ft-K/ft) nth of plat EQ 0.5 K/ft Wind 0.486 K/ft mtng n Plan View If M3= 3.999 M= 2.192 M3= 0.000 M= 0.000 M3= 5.203 M= 3.054 M3= 4.627 A4= 2.641 M3= 5.885 A4= 3.542 M3= 5.245 A4= 3.083 2/12/98 M4= 4.023 M4= 0.000 M4= 5.252 M4= 4.630 M4= 5.942 M4= 5.248 Panel 1 13 tic, RAW boe_ . eight of spandral/2 = Midpoint of Pier = weight above midpoint of pier = weight below midpoint of pier = a =b /2 e " 2e weight at spandral -pier intersection 2406 Ibs 13.5 ft 1624 Ibs 782 lbs Panel Layout b = 3.5 ft c = ': ft • d= > > 7 ft e = ,:. 1.60 ft -. a = 1.8 ft Wall Thickness = >55:0`in Weight Concrete = pcf Equivalent Wind and Seismic Load Seismic Load =: psf Equivalent EQ Load = 37 psf Wind Load = 13 psf Equivalent Wind Load = 36 psf Panel v Eccentric loads Length of Pier (ft) Trib length to Pier (ft) Framing Span (ft) eccentricity (in)::. Q Dead Load (psf) Live Load (psf)' s2 Applied Moments Ends due to Lateral Loads Moment © Roof (ft -K) Moment © Base (ft -K) Uniform Horizontal Loads EQ (psf) = 31.0 Seismic (Ksf) 0.031 Wind (Ksf) 0.039 Wind (ps0 39.0 Wall Parameters fc' of concrete (Ksi) 5 Fy of reinforcing bar (Ksi) depth Wall height (ft) :: Parapet height (ft); 0 Actual wall thickness (in) 5.50 For Two Layers of Reber Inside face clear dist to rebar (in) ;1 ;00;; OKAY Outside face clear dist to rebar (in)' ' l 50 CARY Rebar at Panel Confining Rebar diameter (in) •0:2 Structural wall thickness (in) 5.00 Distance to Centriod of Bar (in) 3 688 Bar size ... Bar spacing (in) 4 (1) or (2) layers of reinforcing 2 Load Case #1 Load Case #2 Load Case #3 Load Case #2 EQ Load Case #3 EQ Load Case 1 2 3 2 EQ 3 EQ NOTES: Pu (K/ft) 3.46 2.59 1.81 2.59 1.81 (1) (2) A1= 0.000 A1= 0.000 A1= 0.000 A1= 0.000 A1= 0.000 U= 1.4DL +1.7LL U = 0.75(1.4 OL + 1. U = 0.9 DL +1.3W U = 0.75(1.4 DL + 1. U =0.9 DL +1.43 W Ase (in ^2) 0.99 0.97 0.96 0.97 0.96 Effective Load Length to Pier = 9.00 ft DL Moment (ft-K/ft) = 0.000 LL Moment (ft-K/ft) = 0.000 OL (Kft) = 0.225 LL (Kg) = 0.375 Wall DL mid - height (K11) = 1.79 0.000 OL Moment (ft-K/ft) 0.000 LL Moment (ft -K/ft) 0.000 Applied M (ft-KM) EQ 0.419 K/ft Wind 0.527 K/ft Ec = 4.03E +06 n = 7.20 k= 0.419 = 0.80 I6 = 125.00 7 LL + 1.7 W) 7 LL + 1.87 EQ) M1= 0.000 6,2= 0.000 M1= 4.549 A2= 2.585 M1= 4.620 A2= 2.636 M1= 3.955 A2= 2.160 M1= 4.040 A2= 2.221 Calculation of Mid - height deflection and Moment under Service Loads M. 0.000 M1= 3.554 1\2= 1.873 Calculation of Mid - height deflection and Moment under Ultimate Loads du = 3.688 dof = 3.688 EQ 0.419 KM Wind 0.527 K/ft #3 diameter =.375, #2 diameter =.25 Icr = 45.48 Ag = 60 Asmin = 0.2000 As >Asmin As = 0.9300 OKAY p =0.0210 p <0.6pb 0.6pb = 0.0201 say OKAY pmin = 0.0033 OKAY P -A design limitations per UBC 1914.8.2 = Mcr= 1.47 0.000 Applied Moment (ft -K/ft) Service A = 2.055 2.160 23.28 Allow Service A = 4,Pb = a (in) Pu < 4, Pb (1) 4, Mn (in -K) 0.88 1.16 °jay 161.46 0.88 1.14 Oka 160.59 0.89 1.13 Oka 159.77 0.88 1.14 Okay 160.59 0.89 1.13 Oke 159.77 If "NG" compression controls, increase structural wall width. If "NG" under reinforced, Increase rebar size or decrease spacing. 0.000 ft-K/ft 0.000 ft-K/ft Actual Allowable a (psi) a (psi) 39.8 200.0 okay ft -K in In OKAY () Mu Mu < 4, Mn Ultimate A (in-K) (2) (in) 0.00 Okay 0,000 59.33 Okay 2.866 58.27 Oka 2.804 51.42 Oka 2.395 50.86 Oka 2.362 M2= 3.787 A3= 2.040 M2= 0.000 A3= 0.000 M2= 4.906 A3= 2.841 M2= 4.841 A3= 2.795 M2= 4.253 A3= 2.373 M2= 4.226 A3= 2.354 M3= 3.808 A4= 2.055 M3= 0,000 A4= 0.000 M3= 4.941 A4= 2.866 M3= 4.855 A4= 2.804 M3= 4.282 A4= 2.395 M3= 4.237 A4= 2.362 ?J12198 P M4= 3.810 M4= 0.000 M4= 4.944 M4= 4.856 M4= 4.285 M4= 4.238 Panel e., 2e weight at spandral -pier intersection 5363 Ibs 13.5 ft 5363 Ibs 0 Ibs eight of spandral/2 = Midpoint of Pier = weight above midpoint of pier = weight below midpoint of pier = Panel Layout b= 12 ft • c = • > 13 < d =t4ft e= . a= 6 ft • Wall Thickness = `5` ... in Weight Concrete =ill: :::•ipcf Equivalent Wind and Seismic Load Seismic Load =:‘ 6psf Equivalent EQ Load = 31 psf Wind Load =13 psf Equivalent Wind Load = 39 psf 2/12/98 P IS 1 • AHBL ENGINEERS A PLAN NF RS By: \N( Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383 -2572 FAX Project No. 0 Page of Subject 74Alf L I 9 A/ Phone ❑ Calculations With/To Fax # 01 Fax ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes ❑ Telephone Memo 7x /= 10,6 ,c SSE 1.007/ ifre6 /1 io pi; To e t1 x/4 l �'x 3miM /0 /'r 3 23 Les If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Eccentric Toads Panel Length of Pier (ft): 2 5 Trib length to Pier (ft) 7 tj Framing Span (f) eccentricity (in) Dead Load (psf) Live Load (psf) Applied Moments Ends due to Lateral Loads Moment © Roof (ft-K) :.. 0.. Moment © Base (ft- K):386 Uniform Horizontal Loads EQ (psf) = 41.0 Seismic (Ksf) 0.041 Wind (Ksf) 0.052 Wind (psf) 62.0 Wall Parameters re of concrete (Ksi) Fy of reinforcing bar (Ksi) Wall height (ft)'. '' Parapet height (ft) Actual wall thickness (In) 5.50 For Two Layers of Rebar Inside face clear dist to rebar (in) :;':1;00::` OKAY Ec = 4.03E+06 n = 7.20 k = 0.386 i; = 0.80 lg = 125.00 Calculation of Mid-height deflection and Moment under Service Loads A1= 0.000 A1= 0.000 M= 0.000 M= 0.000 M= 0.000 A1= 0.000 M1= 2.809 Calculation of Mid-height deflection and Moment under Ultimate Loads M1= 0.000 n2= 0.000 M1= 3.595 A2= 2.155 M1= 3.651 Q2= 2.202 M1= 2.529 Q2= 1,265 M1= 2.583 Q2= 1.310 Effective Load Length to Pier = 10.00 ft DL Moment (ft-K/ft) = 0.000 LL Moment (ft-K/ft) = 0.000 DL (Kit) = 1.050 LL (Kit) = 1.750 Wall DL mid - height (KIt) = 2.79 0.000 DL Moment (ft-K/ft) 0.000 LL Moment (ft -KM) ' - 0.000 Applied M (ft-K/ft) EQ 0.696 K/ft Wind 0.845 K/ft cur = 3.688 dor = 3.688 Mow., = 0.000 ft-K/ft Mu nax = 0.000 ft-KM EQ 0.696 K/ft Wind 0.845 K/ft Outside face clear dist to rebar (in) :::1;50'::: OKAY Reber at Panel Confining Rebar diameter (in): '.01250: *3 diameter =.375, *2 diameter =.25 reveal depth (In)_ Icr = 38.99 Structural wall thickness (in) 5.00 Ag = 60 Distance to Centriod of Bar (in) 3.688 Asmin = 0.2000 As>Asmin Bar size . • As = 0.7440 OKAY Bar spacing (In) • •• 5::::: p = 0.0168 p < o.6pb (1) or (2) layers of reinforcing 2 0,epb = 0.0201 OKAY ()min= 0.0033 OKAY P. design limitations per UBC 1914.8.2 = Load Case #1 U= 1.4 DL + 1.7 LL Mcr= Load Case #2 U = 0.75(1.4 DL + 1.7 LL + 1.7 W) Serviced = Load Case #3 U = 0.9 DL + 1.3 W Allow Service A = Load Case #2 EQ U = 0.75(1.4 DL + 1.7 LL + 1.87 EQ) 4IPb = Load Case #3 EQ U = 0.9 DL + 1.43 W Load Asa Mu Case Pu (K/ft) (inA2) 4 a (in) pu < 4 Pb (1) • Mn (in•K) (in -K) 1 8.35 0.88 0.84 1.04 okay 141.76 0.00 2 6.26 0.85 0.86 1.00 Okay 139.32 58.13 3 3.46 0.80 0.88 0.94 okay 135.67 49.51 2 EQ 6.26 0.85 0.86 1.00 Oka 139.32 39.14 3 EQ 3.46 0.80 0.88 0.94 okay 135.67 34.39 NOTES: (1) If "NG" compression controls, increase structural wall width. (2) If "NG" under reinforced, increase rebar size or decrease spacing. 2 1.499 M2= 3.332 bib top( i j -3.860 Applied Moment (ft -K/ft) Mu <4 Mn (2) okay okay okay oka Okay spandrel 6,3= 1.936 M2= 0.000 Q3= 0.000 M2= 4.458 6,3= 2.876 M2= 4.055 Q3= 2.540 M2= 3.035 A3= 1.688 M2= 2.823 Q3= 1.511 lintel ape, bngth of pie Actual Allowable a (psi) a (psi) 93.2 200.0 okay 1.47 ft•K 2.064 In 2.160 in OKAY 31.09 (K/ft) Ultimate (In) 0.000 3.118 2.591 1.830 1.542 Plan View M3= 3.485 A4= 2.064 M3= 0.000 p4= 0.000 M3= 4.747 Q4= 3.118 M3= 4.117 Q4= 2.591 M3= 3.205 Q4= 1.830 M3= 2.860 M= 1.542 2/12/98 P L� M4= 3.530 M4= 0.000 M4= 4.844 M4= 4.126 M4= 3.262 M4= 2.865 Panel a =b /2 3 INAP 2e �1 bola weight at spandral -pier intersection eight of spandral2 = 7348 Ibs Midpoint of Pier = 13.5 ft weight above midpoint of pier = 6961 Ibs weight below midpoint of pier = 387 tbs Panel Layout c / El Or of OPfA rti'G cJ£��r� s' t9 b�1tc.� i �� f ca �'�r��' b = d = >13 ft e = t 2.5Q,ft _ a = 7.5 ft Wall Thickness = < 50`: in z l� Weight Concrete = "150 pcf d Equivalent Wind and Seismic Load Seismic Load =:!1118::iipsf Equivalent EQ Load = 41 psf Wind Load =1:::Mitpsf Equivalent Wind Load = 52 psf 2/12/98 Panel 1 Q.uLK �co� � 6u� 06147 Eccentric loads Length of Pier (ft) Trib length to Pier (11) :::;4,5 Framing Span (ft), eccentricity (in) Dead Load (psf) .. i 5. : .., :. .. ... Live Load (psf) A1= 0.000 A1= 0.000 Q1= 0.000 A1= 0.000 A1= 0.000 Applied Moments Ends due to Lateral Loads Moment @ Roof (ft-K) 0 Moment @ Base (ft -K) . 3 09 Uniform Horizontal Loads EQ (psf = 39.0 Seismic (Ksf) 0.039 Wind (Ksf) 0.042 Wind (psi) 42.0 Wall Parameters fc' of concrete (Ksi) 5 Fy of reinforcing bar (Ksi) • 60 Wall height (ft)';» Parapet height (ft) 0 Actual wall thickness (in) 5.50 For Two Layers of Rebar Inside face clear dist to rebar (in) ''1 l)0'; okay Outside face clear dist to rebar (in) >1s50 okay Rebar at Panel Confining Rebar diameter (in) :.0:2.5W #3 diameter =.375, #2 diameter =.25 reveal depth (in)' ;;0;50 ;: icr = 25.23 Structural wall thickness (in) 5.00 Ag = 60 Distance to Centriod of Bar (In) 3.688 Asmin = 0.2000 Bar size ...... 5...,.. As = 0.4133 Bar spacing (In): 9;; p = 0.0093 (1) or (2) layers of reinforcing .. 0.6pb = 0.0201 pmln = 0.0033 Ec = 4.03E+06 n = 7.20 k = 0.306 = 0.80 Ig = 125.00 Calculation of Mid - height deflection and Moment under Service Loads A1= 0.000 M1= 2.282 A2= 1.428 Calculation of Mid - height deflection and Moment under Ultimate Loads M1= 0.000 A2= 0.000 M1= 2.921 A2= 2.252 M1= 2.967 A2= 2.311 M1= 2.812 A2= 2.112 M1= 2.873 A2= 2.190 Effective Load Length to Pier = 6.50 ft DL Moment (ft-K/ft) = 0.000 LL Moment (ft-K/ft) = 0.000 DL (Klf) = 0.853 Wb LL (KR) = 1.422 to pi. Wall DL @ mld- height (KIf) = 2.09 0.000 DL Moment (ft-K/ft) 0.000 LL Moment (ft-K/ft) (� ' 4 0.000 Applied M (ft-K/ft) EQ 0.641 KM Wind 0.681 K/ft 0 di! = 3.688 dot = 3.688 Moun.x = 0.000 MLLmax = 0.000 As>Asmtn okay p < 0,6pb okay okay Load Case #1 U =1.4 DL + 1.7 LL Load Case #2 U = 0.75(1.4 DL + 1.7 LL + 1.7 W) Load Case #3 U = 0.9 DL + 1.3 W Load Case 42 EQ U = 0.75(1.4 DL + 1.7 LL + 1.87 EQ) Load Case #3 EQ U = 0.9 DL + 1.43 W Load Ase Case Pu (K/ft) (102) 4) a (In) pu < 4 Pb (1) 4) Mn (in -K) 1 6.54 0.52 0.86 0.61 okay 90,73 2 4.90 0.50 0.87 0.58 okay 87.51 3 2.65 0.46 0.88 0.54 okay 82.80 2 EQ 4.90 0.50 0.87 0.58 okay 87.51 3 EQ 2.65 0.46 0.88 0.54 okay 82.80 NOTES: (1) if "NG" compression controls, Increase structural wall width. (2) If "NG" under reinforced, increase rebar size or decrease spacing. Allow Service r1= 4)Pb = ft-K/ft ft-K/ft EQ 0.641 Kitt Wind 0.681 K/ft 4) -3.090 Applied Moment (ft -K/ft) 2.119 in 2.160 in okay 44.98 (K/ft) Actual Allowable a (psi) a (psi) P -A design limitations per UBC 1914.8.2 = 72.8 200.0 okay Mcr= 1.47 ft-K Service e = Mu Mu <4) Mn Ultimate A (in-K) ( (in) 0.00 okay 0.000 48.61 okay 3.554 40.41 okay 2.814 46.46 okay 3.333 39.03 okay 2.666 M2= 2.677 A3= 1.937 M2= 0.000 A3= 0.000 M2= 3.637 A3= 3.176 M2= 3.296 A3= 2.736 M2= 3.483 A3= 2.978 M2= 3.184 A3= 2.592 trig n Plan View 4 4� I-ce_ a G inl M3= 2.818 A4= 2.119 M3= 0.000 A4= 0.000 M3= 3.930 A4= 3.554 M3= 3.356 M.T. 2.814 M3= 3.759 A4= 3.333 M3= 3.242 M= 2.666 2/12/ 8 P M4= 2.869 M4= 0.000 M4= 4.051 M4= 3,367 M4= 3.871 M4= 3.252 • Panel T eu c Dav2 °CZ N1lCt+7 a =b /2 2e weight at spandral -pier intersection eight of spandrali2 = 5259 Ibs Midpoint of Pier = 13.5 ft weight above midpoint of pier = 4177 Ibs weight below midpoint of per = 1083 Ibs Panel Layout b= 9 ft c ft d e = 2.00 ft a = 4.5 ft Wall Thickness = < 5 5O : in Weight Concrete = X15:0 iipcf Equivalent Wind and Seismic Load Seismic Load =i8psf Equivalent EQ Load = 39 psf Wind Load =in13illipsf Equivalent Wind Load = 42 psf 2/12/98 P „2 0 !.P Panel Eccentric loads Length of Pier (ft) 5.00 Trib length to Pler (ft) 2.5 Framing Span (ft) eccentricity (in)*: Dead Load (psf) Live Load (psi);;; 25.: Applied Moments Ends due to Lateral Loads Moment @ Roof (ft-K) i Moment t Base (ft-K) Uniform Horizontal Loads EQ (psf) = Seismic (Ksf) 0.023 Wind (Ksf) 0.020 A1= 0.000 M= 0.000 a1= 0,000 A1= 0.000 Q1= 0.000 Wall Parameters fc' of concrete (KsI) •• 5 Wind (psi) 20.0 Calculation of Mid•helght deflection and Moment under Service Loads 01= 0.000 M1= 2.375 6,2= 0.251 Calculation of Mid-height deflection and Moment under Ultimate Loads M1= 0.519 62= 0.055 M1= 2.766 Q2= 0.445 M1= 2.524 p2.. 0.267 M1= 3.372 A2= 1.636 M1= 3.156 Q2= 1.211 Effective Load Length to Pier = 7.50 It DL Moment (ft-K/ft) = 0.184 LL Moment (ft -KJtt) = 0.306 DL (K11) = 0.394 LL (Kit) = 0.656 Wall OL © mid - height (Klf) = 0.61 0.184 OL Moment (ft-KJft) 0.306 LL Moment (ft-K/ft) 0.510 Applied M (ft -K/ft) EQ 0.313 K/ft Wind 0.273 K/ft 23.0 Ec = 4.03E+06 n = 7.20 k = 0.281 = 0.80 I6 = 307.66 Fy of reinforcing bar (Ksi):: ;: Wall height (ft) Parapet height (ft) Actual wall thickness (in) 7.25 For Two Layers of Rebar Inside face clear dist to rebar (in) 8;00 OKAY Outside face clear dist to rebar (in) '•, 5Q • OKAY Rebar at Panel Confining Rebar diameter (in) : :0:250:: 03 diameter =.375, #2 diameter =.25 reveal depth (in) 0;50;'.. icr = 16.56 Structural wall thickness (in) 6,75 Ag = 81 Distance to Centriod of Bar (in) 3.375 Asmin = 0.2700 Bar size ...... _. • As = 0.3100 Bar spacing (in) : 12 p= 0.0077 (1) or (2) layers of reinforcing 1;:::: 0.60 = 0.0201 Actual Allowable pmln = 0.0033 OKAY a (psi) a (psi) P -0 design limitations per UBC 1914.8.2 = 20.6 200.0 okay Mcr= 2.68 ft-K Service A = 0.254 in dit = 6.438 dot = 6.438 MuLmax = 0.184 ft -K/ft Muntax = 0.306 ft -K/ft As>Asmin OKAY p < 0.spb OKAY Load Case #1 U = 1.4 DL + 1.7 LL Load Case #2 U = 0.75(1.4 DL + 1.7 LL + 1.7 W) Load Case #3 U = 0.9 DL + 1.3 W Allow Service e = Load Case #2 EQ U = 0.75(1.4 DL + 1.7 LL + 1.87 EQ) 4)Pb = Load Case #3 EQ U = 0.9 DL + 1.43 W Load Ase Case Pu (K/ft) (In ^2) 4, a (in) Pu < 4) Pb (1) 4) Mn (in -K) 1 2.52 0.35 0.89 0.41 okay 59.39 2 1.89 0.34 0.89 0.40 Oka 57.93 3 0.90 0.33 0.90 0.38 0J(8 55.61 2 EQ 1.89 0.34 0.89 0.40 okay 57.93 3 EQ 0.90 0.33 0,90 0.38 okay 55,61 NOTES: (1) If "NG" compression controls, Increase structural wall width. (2) If "NG" under reinforced, Increase rebar size or decrease spacing. EQ 0.313 K/ft Wind 0.273 K/ft k ‘,... j 0.000 Applied Moment (ft-KJft) 2.16o In OKAY 44.03 (K/ft) Mu Mu <4) Mn Ultimate (In•K) (2) (in) 6.34 okay 0.056 34.12 (AM 0.589 30.45 ok8 0.269 43.87 okay 2.167 38.72 022y 1.349 M2= 2.403 A3= 0.254 M2= 0.528 6,3= 0.056 M2= 2.825 p3= 0.559 M2= 2.538 A3= 0.269 M2= 3,586 63= 2.058 M2= 3.219 A3= 1.336 s n p Plan View M3= 2.404 Q4= 0.254 M3= 0.528 Q4= 0.056 M3= 2.840 Q4= 0.589 M3= 2.538 Q4= 0.269 M3= 3.642 j4= 2.167 M3= 3.226 M= 1.349 2/12/98 P -�l- LI M4= 2.404 M4= 0.528 M4= 2.843 M4= 2.538 M4= 3.656 M4= 3.227 Panel L a =b /2 2e weight at spandral -pier intersection eight of spandral/2 = 4984 Ibs Midpoint of Pier = weight above midpoint of pier = weight below midpoint of pier = 13.5 ft 3059 Ibs 1926 Ibs Panel Lavout b= c = } 22 d= e a =2.5ft Wall Thickness Weight Concrete =( In 5th;: pcf . Equivalent Wind and Seismic Load Seismic Load = <`y; psf Equivalent EQ Load = 23 psf Wind Load = ::3'psf Equivalent Wind Load = 20 psf 2/12/98 P 20 L Panel ' S I rti\ Eccentric loads Effective Load Length to Pier = 7.50 ft DL Moment (ft-KM) = 0.000 LL Moment (11-K/ft) = 0.000 DL. (Klf) = 0.394 LL (KII) = 0.656 Wall DL © mid - height (Kit) = 0.47 0.000 DL Moment (ft-K/ft) 0.000 LL Moment (ft-K/ft) 0.000 Applied M (ft-K/ft) Moments Ends due to Lateral Loads EQ 0.311 KAR Moment Roof (ft- K) .:;:`0 Wind 0.27 K/ft Moment © Base (ft- K) ;..,:. 0 ,.;, : Length of Pier (ft) 5.00 Trib length to Pier (ft) 2.5 Framing Span (ft) eccentricity (in) Dead Load (psf) Live Load (pst);:25, Applied Mo Uniform Hor izontal Loads EQ (psi) = 23.0 Seismic (Ks) 0.023 Wind (Ksi) 0.020 Wind (psf) 20.0 Wall Parameters lc' of concrete (Ksi) Fy of reinforcing bar (Ksi) ••60• Wall height (ft) Parapet height (ft) 0 Actual wall thickness (in) 5.50 For Two Layers of Rebar Inside face clear dist to rebar (in);`'.1;00;; OKAY reveal depth (in) Structural wall thickness (in) 5.00 Distance to Centriod of Bar (In) 2.500 Bar size " 5 Bar spacing (in) (1) or (2) layers of reinforcing 1. Load Case #1 Load Case 112 Load Case #3 Load Case #2 EQ Load Case #3 EQ Load Case 1 2 3 2 EQ 3 EQ NOTES: Pu (KM) 2,32 1.74 0.78 1.74 0.78 (1) ( M= 0.000 M= 0.000 A1= 0.000 Q1= 0.000 A1= 0.000 M1= 0.000 A2= 0.000 M1= 2.333 A2= 2.382 M1= 2.369 Q2• 2.466 M1= 2.934 6,2= 3,779 M1= 2.997 A2= 3,925 Calculation of Mid - height deflection and Moment under Service Loads M= 0.000 M1= 2.096 6,2= 1.831 Ec = 4.03E+06 - � n = 7.20 k = 0.417 p = 0.80 1g = 126.00 Calculation of Mid - height deflection and Moment under Ultimate Loads 0 dif = 3.688 dot = 3.688 Outside face clear dist to rebar (in) 1 d50 > OKAY Rebar at Panel Confining Rebar diameter (in) :0250 03 diameter =.375, #2 diameter =.25 icr = 14.01 Moumax = 0.000 ft-Km = 0.000 ft-K/ft U = 1.4 DL + 1.7 LL U= 0.75(1.4 DL + 1.7 LL + 1.7 W) U= 0.90E +1.3W Allow Service A= U = 0.75(1.4 DL + 1.7 LL + 1.87 EQ) 4)Pb = U =0.9DL +1.43W Asa (in ^2) 4, a (in) Pu < 4) Pb (1) 4) Mn (in -K) 0.66 0.88 0.77 olley 73.85 0.65 0.89 0.76 oka 73.28 0.63 0.89 0.74 okay 72.30 0.65 0.89 0.76 o Jaw 73.28 0.63 0.89 0.74 okay 72.30 If "NG" compression controls, increase structural wall width. If "NG" under reinforced, increase rebar size or decrease spacing. EQ 0.311 K1ft Wind 0.27 KM Ag = 60 Asmin = 0.2000 As>Asmin As = 0.6200 OKAY p = 0.0207 p < o.spb 0,6pb= 0.0201 say OKA pmin = 0.0033 OKAY P. design limitations per UBC 1914.8.2 = 1( 0.000 Applied Moment (ft-K/ft) Mcr= 1,47 Service A = 2.400 2.160 16.22 Mu (in -K) 0.00 32.91 30.00 43.01 38.46 Mu < 4) Mn ( okay Okay okay okay okay M2= 2.292 03= 2.287 M2= 0.000 A 0.000 M2= 2.631 A3= 3.074 M2= 2.486 A3= 2.737 M2= 3.407 6,3= 4.877 M2= 3.182 A3= 4.356 Actual Allowable a (psi) a (psi) 25.3 200.0 okay ft -K in In SAY OK (Kitt) Ultimate A (in) 0.000 3.275 2.766 5.196 4.403 M3= 2.341 Q4= 2.400 M4= 2.353 M3= 0.000 Q4= 0.000 M3= 2,717 Ma 3.275 M3= 2.498 Q4= 2.766 M3= 3.544 t,4= 5.196 M3= 3.202 Q4= 4.403 2/12/98 P 23 M4= 0.000 M4= 2,742 M4= 2.500 M4= 3.584 M4= 3.205 Panel h 5 /M =b /2 2e weight at spandral -pier intersection eight of spandral/2 = 3781 Ibs Midpoint of Per = 13.5 ft weight above midpoint of pier = 2320 Ibs weight below midpoint of pier = 1461 Ibs Panel Layout a = 2.5 ft Wall Thickness = 5 >'in Weight Concrete = >> 150s pcf Ecwivalent Wind and Seismic Load Seismic Load = 6 ; psf Equivalent EQ Load = 23 psf Wind Load = >13 < psf Equivalent Wind Load = 20 psf 2/12/9 P Z. 2215 N. 30th Street Suite 300 I Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX i AHBL Date: % ( II u_ 1 G ' 01- ON e D 4i e g• S / f ah` � I �l � y rie- Z3 � I 1p i to • L s... t— d4.. L I . 71 I:l I Copies to: I.: tap PIA FL. • ENGINEERS•PLANNERS • gooF Gee, = / (oo) = �. Project 4/et? 7 No. 92 /Zv Subject Phone Withlto Fax # Address # Faxed Pages ❑P ge - ft of Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo T,vG k �d 170 l t l , g = 72'7 /Pc 16 — 7S Ff = uouer (zs tePLAPT 914 , 7y),,J ((com f ag , - 'I-6u 'DAr/d» A7 iit 4 ie- If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ] eaH runners Lanc scape EVNTteecsts Structural Calculations LnNCRETE SHEAR WALL DEi=1TliN I GENERAL DATA Total Wall Height = 5 27.00 ft Shk t IMP � Concrete eight = 150.00 E m 0 pcf Loa e ight Live not acting with Short Term Overburden Wt. = 0.0 psf 34.80 k 27.00 ft #1 11Cp -or- ZIC /Rw = 0.00 112 Seismic lone = 4 # Min Wall As:bending = 0.0014 14 #5 #6 17 #8 #9 #10 -Wall Section Data - Analysis Height Wall Offset Wall Length Wall Thickness f'c: Concrete Fy: Reinforcing - Shear & Overturning - Vs : Story Shear Ms: Story Overturning Moments Lateral Acting Right....: Lateral Acting Left..,, Uplift@ Left End of Wall Uplift @ Rt End of Wall Shear Analysis - Effective Depth = .8*L Vu =Vs * Load Factors) Vu : Applied Nu : Axial Mu : Moment Vc*.85 (11.10&14.3) Vn:Max =10*f'c ".2*.85 Code Min Horiz As :Horiz X ....Horiz Area ...Max. Spacing Code Min Vert As:Vert % ....Vertical Area ...Max. Vertical Spacing Governing AC1 Equation Bending Analysis Ru= Mu /(thick*d"2*Phi) . m = Fy /f'c /Beta As Req'd Each End Governing ACI Equation V4.4D (c) 1983 -96 ENERCALC Bottom of Wall 0.00 ft (datum) 25.00 ft 7.25 in 5000 psi 60000 psi 20.00 ft 48.72 k 28.00 psi 88.7 k 1323.1 k -ft 176.0 psi 424.3 psi 0.0020 ott .f 0.174 in2 18.00 in • 0.0012 60V 0.104 in2 L in 9 -2 42.2 psi (2. in2 /2.t 1 #4 orb WALL DESIGN TABLE 0.7 k 0.7 k 0.7 k Date: 05/01/98 Page: 1 7 2. VERTI DADS Dead Live - Term Verti 27.0 ft 27.0 ft 27.0 ft 0.0 It 10.0 ft 20.0 ft Highest Wall Section 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 in 0.00 in 0.00 in 0.00 in 3000 psi 3000 psi 3000 psi 3000 psi 60000 psi 60000 psi 60000 psi 60000 psi 34.80 k 0.00 k 0.00 k 0.00 k 0.00 k 934 k -ft 0 k -ft 0 k -ft 0 k -ft 0 k -ft 934 k -ft 0 k -ft 0 k -ft 0 k -ft 0 k -ft 6k Ok Ok Ok Ok Ok Ok Ok Ok Ok 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 k 0.00 k 0.00 k 0.00 k 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.Ok 0.Ok 0.Ok 0.Ok 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0000 0.0000 0.0000 0.0000 0.000 in2 0.000 in2 0.000 in2 0.000 in2 0.00 in 0.00 in 0.00 in 0.00 in 0.0000 0.0000 0.0000 0.0000 0.000 in2 0.000 in2 0.000 in2 0.000 in2 0.00 in 0.00 in 0.00 in 0.00 in 9 -2 9-2 9 -2 9 -2 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.00 0.00 0.00 0.00 0.00 in2 0.00 in2 0.00 in2 0.00 in2 9 -2 9 -2 9 -2 9-2 (continued on next page....) AHBL, Inc., KW0602298 1 AHBL Civil & Structural Engineers Land Planners- Landscape Architects 1 Structural Calculations CONCRETE SHEAR WALL DESIGN GLACIER SHEAR WALL 1 &2 COMBINED FOOTING GLACIER SHEAR WALL 1 &2 COMBINED FOOTING GENERAL DATA Total Wall Height Concrete Weight Live not acting with Short Overburden Wt. ZICp -or- ZIC /Rw = Seismic Zone Min Wall As :bending 27.00 ft 145.00 pcf Term 0.0 psf 0.00 4 0.0014 -Will Section Data - Bottom Analysis Height • Wall Offset Wall Length Wall Thickness Pc: Concrete Fy: Reinforcing - Shear & Overturning - Vs : Story Shear Ms: Story Overturning Moments Lateral Acting Right.... : Lateral Acting Left,... : Uplift@ Left End of Wall Uplift @ Rt End of Wall : Shear Analysis Effective Depth = .8 *L Vu =Vs * Load Factor(s) Vu : Applied Nu : Axial Mu : Moment Vc*,85 (11.10 &14.3) Vn:Max= 10 *f'c ".2 +,85 Code Min Horiz As :Horiz y ....Horiz Area ,.,Max. Spacing Code Min Vert As:Vert 2 ....Vertical Area ....Max. Vertical Spacing : Governing ACI Equation : Bending Analysis Ru= Mu /(thick*d ^2*Phi) m = Fy /f'c /Beta As Req'd Each End Governing AC1 Equation - LATERAL LOADS Short Term Only Load Height Dead 58.60 k of Wall 0.00 ft (datum) 50.00 ft 7.25 in 5000 psi 60000 psi 58.60 k 1582 k -ft 1582 k -ft Ok Ok 40.00 ft 82.04 k 23.57 psi 165.6 k 2215.1 k -ft 206.4 psi 424.3 psi 0.0020 0,174 in2 18.00 in 0.0012 0.104 in2 18.00 in./ 9 -2 17.7 psi 15.00 4.87 in2 9 -2 6 27.00 ft 41 12 113 *4 15 16 B7 B8 19 B10 WALL DESIGN TABLE 0.00 ft 0.00 ft 0.00 ft 0.00 in 3000 psi 60000 psi Date: 05/02/98 0.00 ft 0,00 ft 0.00 ft 0.00 in 3000 psi 60000 psi 0.00 k 0.00 k 0 k -ft 0 k -ft 0 k -ft 0 k -ft Ok Ok , f: O k Oki• / 0.00 ft 0.00 ft 0.00 k , O.00 k 0.00 psi j' 0.00 psi 0.O k / 0.O k 0.0 k-f17 0.0 k -ft O,Op 0.O psi 0, p si 0.0 psi 0.00 0 0.0000 ,0.000 in2 0.000 in2 ,-' 0.00 in 0.00 in 0.0000 0,0000 0,000 in2 0.000 in2 0.00 in 0.00 in '3-2 '3 -2 0.0 psi 0.0 psi 0.00 0.00 0,00 in2 0,00 in2 9-2 9-2 VERTICAL LOADS Short Load Location Live Term Vertical Horiz Highest Wall Section 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 in ) 0.00 in 3000 psi / 3000 psi 60000 psi, 60000 psi 0'k / 0 k -ft 0 k -ft Ok Ok , P, Page: 1 a � 0.00 k 0 k-ft 0 k-ft Ok Ok 0.00 ft 0.00 ft 0.00 k 0.00 k 0.00 psi 0.00 psi 0.O k 0.O k 0.0 k -ft 0.0 k -ft 0.O psi 0.0 psi 0.0 psi 0.0 psi 0.0000 0.0000 0.000 in2 0.000 in2 0.00 in 0.00 in 0.0000 0.0000 0.000 in2 0.000 in2 0.00 in 0.00 in 9 -2 9 -2 0.0 psi 0.0 psi 0,00 0.00 0.00 in2 0.00 in2 9 -2 9-2 (continued on next page....) 1 r r 1 1 .: r i AHBL Civil & Structural Engineers Land Planners- Landscape Architects Structural Calculations ( continued) FOOTING DATA Ftg, Projection Left = Wall Length @ Base = Ftg. Projection Right Total Footing Length f'c Fy Footing Width Footing Thickness Rebar Cover Kern Distance ACI Load Factors ACI 9 -1 & 9 -2 DL ACI 9 -1 & 9 -2 LL ACI 9 -1 & 9 -2 ST ACI ACI ACI UBC UBC CONCRETE SHEAR WALL DESIGN GLACIER SHEAR WALL 1 &2 COMBINED FOOTING GLACIER SHEAR WALL 1 &2 COMBINED FOOTING .. Seismic = ST 9-2 Group Factor = 9 -3 Dead Load Fact = 9 -3 Short Term = 1912.2.7 'I.4° FactoF 1921,2.7 '0.9' FactoF 1.00 ft 50.00 ft 1.00 ft 52.00 ft 3000 psi 60000 psi 3.00 ft 14 in 3.50 in 8.67 ft Date: 05/02/98 WALL & FOOTING STABILITY SUMMARY Service Loads ACI 9-1 = 144.7 k 202.5 k Total Vertical Loads Overturning Moments... No Lateral or Short Term = 0.0 k -ft Loads Applied To Left = - 1650.6 k-ft Loads Applied To Right = 1650.6 k -ft Resultant Ecc. From Footing Centerline.... No Lateral or Short Term = 0.00 ft Loads Applied To Left = -11.41 ft Loads Applied To Right = 11.41 ft 1.40 Soil Pressures... 1.70 Static Soil Press. @ Left 1.70 Static Soil Press. @ Right 1.10 Soil Pressures w/ Short Term 0.75 @ Left Side of Footing 0.90 @ Right Side of Footing 1.30 Soil Pressures w/ Short Term 1.40 @ Left Side of Footing 0.90 @ Right Side of Footing = 927 psi 1298 psf = 927 psf 1298 psf Load Applied To Left = 2203 psf 0 psi Load Applied To Right = O psf = 2203 psf OVERTURNING STABILITY Overturning Resisting Ratio Lateral Loads Applied to Left = 1650.6 k -ft 3761.0 k -ft 2.28 Lateral Loads Applied to Right = 1650.6 k -ft 3761.0 k -ft 2.28 ONE WAY SHEAR CHECK Governing Max. Vu /.85 2 *f'c ^.5 ACI Equation 9 -3 @ Left End of Footing = 3.60 psi 109.54 psi 9 -3 @ Right End of Footing = 3.60 psi 109.54 psi BENDING DESIGN Min. As X 0.0014 ACI Eq. 9 -3 @ Left Edge of Footing 9 -3 @ Right Edge of Rooting ctt ,6:5° Mu /Phi:Actual 4,6 k-ft 4.6 k -ft 0.0 k-ft 0.00 ft Page: p ACI 9 -2 & 9 -3 202.5 k -2310.8 k -ft 2310.8 k -ft -11.41 ft 11.41 ft 3085 psf 0 psf O psf 3085 psi X As Total Ru Req'd As:Req'd 15.4 psi 0.0014 0.53 in2 15.4 psi 0.0014 0.53 in2 r r r r tg �_. Copies to: M BL ENGINEERS•PLANNE RS Date: obi By: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX c ,oe s,/acc �* 3 G/1_t b g A . bC Project C- No. 9, /W Z O Subject 'SW 44 W* -5 Phone With/To Fax # Address # Faxed Pages 7a Tap a r= /D / 2'' i dAf re 24Q G -sjNr3 �IZdt Vct r xtS g(' c /kv.r OTA-\. y,S (7 /g"22, 3 g 1 = L7,33, 75 , - f 11 . 4 ..tti S1'c,cL I 1 JA L (ze ZS k w f5)- a pa, g ,�>< Wt'G'rr _ 2733 ,75 - ,7 _ /g ; 6R (/) -2 30,S. a� fT4ThAJ brev CID ITN l If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ❑ Page _ of ,Calculations ❑ Fax El Memorandum ❑ Meeting Minutes ❑ Telephone Memo 1 1 AHBL Civil & Structural Engineers Land Planners - Landscape Architects Structural Calculations 1 CONCRETE SHEAR WALL DESIGN GLACIER SHEAR WALL 13 GLACIER SHEAR WALL 13 GENERAL DATA Total Wall Height = 28.30 ft Concrete Weight = 150.00 pcf Live not acting with Short Term Overburden Wt. = 0.0 psf 67.50 k 1ICp -or- ZIC /Rw = 0.00 Seismic Zone = 4 Min Wall As :bending = 0.0014 --- Wall Section Data - Bottom of Wall • 04% 7 .2, - 0 14 ti5 7 1,1;5 3°I ZiA o■c LATERAL LOADS Short Ter. Only Load Height Analysis Height 0.00 ft Wall Offset (datum) Wall Length 39.50 ft Wall Thickness 7.25 in f'c: Concrete 5000 psi Fy: Reinforcing 60000 psi -Shear & Overturning - Vs : Story Shear 67.50 k Ms: Story Overturning Moments Lateral Acting Right.... : 1822 k -ft Lateral Acting Left.... : 1822 k -ft Uplift@ Left End of Wall 0 k Uplift @ Rt End of Wall 0 k Shear Analysis Effective Depth = .BBL 31.60 ft Vu =Vs * Load Factor(s) 94.50 k Vu : Applied 34.37 psi Nu : Axial 141.8 k Mu : Moment 2551.5 k -ft Vc*.85 (11.10 &14.3) 207.1 psi Vn:Max= 10*f'0.2*.85 424.3 psi Code Min Horiz As :Horiz X : /0.0020 ....Horiz Area : - JI 0.174 in2 .Max. Spacing (r 18.00 in Code Min Vert As :Vert Z V � 0.0012 ....Vertical Area : 0 0.104 in2 ....Max. Vertical Spacing : 18.00 in Governing ACI Equation : 9 -2 Bending Analysis Ru= Mu /(thick*d^2 *Phi) m = Fy /f'c /Beta As Req'd Each End Governing ACI Equation 32.6 psi 15.00 85in2� l _ - 27.00 ft 11 #2 #3 #4 15 #6 #7 #8 #9 #10 WALL DESIGN TABLE ON Date: 05/01/98 VERTICAL LOADS Short Load Location Dead Live Term Vertical Horiz JL 6 Page: 1 2'3() Highest Wall Section 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 in 0.00 in 0.00 in 0.00 in 3000 psi 3000 psi 3000 psi 3000 psi 60000 psi 60000 psi 60000 psi 60000 psi 0.00 k 0.00 k 0.00 k 0.00 k 0 k-ft 0 k-ft 0 k-ft 0 k-ft 0 k -ft 0 k-ft 0 k -ft 0 k -ft Ok Ok Ok Ok Ok 0k Ok Ok 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0,00 k 0.00 k 0.00 k 0.00 k 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0,0000 0.0000 0.0000 0.0000 0.000 in2 0.000 in2 0.000 in2 0.000 in2 0.00 in 0.00 in 0.00 in 0.00 in 0.0000 0.0000 0.0000 0.0000 0.000 in2 0.000 in2 0.000 in2 0.000 in2 0.00 in 0.00 in 0.00 in 0.00 in 9 -2 9 -2 9 -2 9 -2 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0,00 0.00 0.00 0.00 0.00 in2 0.00 in2 0.00 in2 0.00 in2 9 -2 9 -2 9 -2 9-2 TO how N rrc) r- (continued on next page,...) A HBL ENGINEERS•PLANNERS 1 Date: By: i r L Copies to: i r i i i [ 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Project No. Subject 5'ttg2 jr✓/ S Phone With/To Fax # Address # Faxed Pages A2 n'VL'L, cs2crI F z a>vb�%rnN 1/ 149-44- 1 1 . , r i LSD (b) - BJ 5,wail' ,r Aidnc "- /714 UGC ("me_ ❑ age iot Wage ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 1 1 AHBL Civil & Structural Engineers Land Planners- Landscape Architects Structural Calculations CONCRETE SHEAR WALL DESIGN GLACIER SHEAR WALL 13 kul GLACIER SHEAR WALL 13 GENERAL DATA Total Wall Height = 29.60 ft Concrete Weight = 150.00 pct Live not acting with Short Term Overburden Wt. = 0.0 psf ZICp -or- ZIC /Rv = 0.00 Seismic Zone = 4 Min Wall As:bending = 0.0014 - Wall Section Data - Bottom of Wall Analysis Height Wall Offset Wall Length Wall Thickness f'c: Concrete Fy: Reinforcing - Shear & Overturning - Vs : Story Shear Ms: Story Overturning Moments Lateral Acting Right.... Lateral Acting Left.... Uplift@ Left End of Wall , Uplift @ Rt End of Wall , Shear Analysis - Effective Depth = .8 *L Vu =Vs t Load Factor(s) Vu : Applied Nu : Axial Mu : Moment Vc*.85 (11.101(14.3) Vn:Max= 10ff'0.2f,85 Code Min Horiz As:Horiz X ....Horiz Area ....Max. Spacing Code Min Vert As :Vert X , ....Vertical Area ....Max. Vertical Spacing : Governing ACI Equation : Bending Analysis Ru= Mu /(thick #d 4 2 +Phi) m = Fy /f'c /Beta As Req'd Each End Governing ACI Equation - LATERAL LOADS Short Term Only Load Height 93.40 k 27.00 ft 11 12 13 14 15 46 17 48 19 110 WALL DESIGN TABLE 0.00 ft 0.00 ft (datum) 0.00 ft 39.50 ft 0,00 ft 7.25 in 0.00 in 5000 psi 3000 psi 60000 psi 60000 psi 93.40 k 0.00 k 25 . k -ft 0 k -ft 2522 k t 0 k -ft 11k Ok Ok Ok 31.60 ft 130.76 k 47.56 psi 148,3 k 3530.5 k -f 207.5 424. psi 0.0 0 .174 in2 18,00 in 0.0012 0.104 in2 18.00 in 9 -2 ft k psi 0.0 0.0 k t 0.0 psi 0.0 psi 0.0000 0.000 in2 0.00 in 0.0000 0,000 in2 0.00 in 9 -2 45.2 psi 0.0 psi 15,00 0.00 3.85 in2 0.00 in2 9 -2 9 -2 Date: 05/01/98 Short Load Location Dead Live Tere Vertical Horiz 0.00 ft 0.00 It 0.00 ft 0.00 in 3000 psi 60000 psi 0.0 0 k-ft 0 k -ft Ok Ok 0.00 ft 0.00 k 0.00 psi 0.0 k 0.0 k -ft 0.0 psi 0.0 psi 0.0000 0,000 in2 0,00 in 0.1000 0,110 in2 0.0; in 9 -2 0.0 psi 0.00 0.00 in2 9 -2 VERTICAL LOADS Highest Wall Section 0.00 ft 0.00 ft 0.00 ft 0.00 in 3000 psi 60000 psi 0.00 k 0 k -ft 0 k -ft Ok Ok 0.00 ft 0.00 k 0.00 psi 0.0 k 0.0 k -ft 0.0 psi 0.0 psi 0.0000 0.000 in2 0.00 in 0.0000 0.000 in2 0.00 in 9 -2 0.0 psi 0.00 0.00 in2 9 -2 X31 Page: 0.00 it 0.00 ft 0.00 ft 0.00 in 3000 psi 60000 psi 0.00 k 0 k -ft 0 k -ft Ok Ok 0.00 ft 0.00 k 0.00 psi 0.0 k 0.0 k -ft 0.0 psi 0.0 psi 0.0000 0.000 in2 0.00 in 0.0000 0.000 in2 0.00 in 9 -2 0.0 psi 0.00 0.00 in2 9 -2 (continued on next page,,..) AHBL Civil & Structural Engineers Land Planners- Landscape Architects Structural Calculations CONCRETE SHEAR GLACIER SHEAR WALL 13 GLACIER SHEAR WALL #3 ( continued) FOOTING DATA Ftg. Projection Left = Wall Length @ Base = Ftg. Projection Right Total Footing Length f'c Fy Footing Width Footing Thickness Rebar Cover Kern Distance = ACI Load Factors ACI 9 -1 & 9 -2 DL - ACI 9 -1 & 9 -2 LL = ACI 9 -1 & 9 -2 ST = Seismic = ST = ACI 9 -2 Group Factor = ACI 9 -3 Dead Load Fact = ACI 9 -3 Short Term _ UBC 1912.2.7 '1.4' FactoF UBC 1921.2.7 '0.9' FactoF WALL DESIGN 4.00 ft 39.50 ft 4.00 ft 47.50 ft 3000 psi 60000 psi 6.00 ft 24 in 3.50 in 7.92 ft Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Applied To Left Loads Applied To Right Resultant Ecc. From Footing No Lateral or Short Teri Loads Applied To Left Loads Applied To Right 1.40 Soil Pressures... 1.70 Static Soil Press. @ Left 1.70 Static Soil Press. @ Right 1.10 Soil Pressures u/ Short Term 0.75 @ Left Side of Footing 0.90 0 Right Side of Footing 1.30 Soil Pressures u/ Short Term 1.40 @ Left Side of Footing 0.90 @ Right Side of Footing Lateral Loads Applied Lateral Loads Applied Governing ACI Equation 9 -3 @ Left End of Footing = 9 -3 @ Right End of Footing = Min. As • 0.0014 AC] Eq. 9 -3 @ Left Edge of Feoting 9 -3 @ Right Edge of Footing Mu /Phi:Actual Date: 05/01/98 WALL & FOOTING STABILITY SUMMARY Service Loads ACI 9 -1 = 191.5 k 268.0 k = 0.0 k -ft = - 2708.6 k-ft = 2708.6 k -ft Centerline.... • 0.00 ft _ -14.15 ft = 14.15 ft 32.64 psi 32.64 psi BENDING DESIGN 0.0 k -ft 0.00 ft • 672 psf 940 psf = 672 psf 940 psf Load Applied To Left = 2215 psf = 0 psf Load Applied To Right = 0 psf = 2215 psf OVERTURNING STABILITY Overturning Resisting to Left = 2708.6 k -ft 4547.1 k-ft to Right = 2708.6 k -ft 4547.1 k -ft ONE WAY SHEAR CHECK Max. Vu /.85 2 ACI 9-2 & 9 -3 268.0 k - 3792.0 k -ft 3792.0 k -ft 0 -14.15 ft 14.15 ft Ratio 1.68 1.68 109.54 psi 109.54 psi As Total Ru Req'd As :Req'd 142.0 k-ft 62.6 psi 0.0014 2.07 in2 142.0 k-ft 62.6 psi 0.0014 2.07 in2 6.c T,vN s 0-6 � CN , Qa t Page: ?!7 3101 psf 0 psf 0 psf 3101 psf 2(f%c--P HBL ENGINEE RS♦PLAN N Date: By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383 -2422 253/383 -2572 FAX •i Project No. 0yage ____ of Subject Phone &Calculations With/To Fax # ❑ Fax ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes ❑ Telephone Memo 01 e5e,127 = l X I. 5' /O.y /Sk..c 24 z t 4 z {)r 3::■ 4 x T P 1 2_ Dsc ( . ‘4- 4iircfr 75T , •aomN • c /L -2 .4e5 l( CC. Gd. a'2 ... Sri /f o G /? W t c.h 3 . ovs fz t .A N6 It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. AHBL Civil & Structural Engineers Land Planners- Landscape Architects Structural Calculations CONCRETE SHEAR WALL DESIGN GLACIER BUILDING SHEAR WALL 15 FOUNDATION GLACIER BUILDING SHEAR WALL 15 FOUNDATION GENERAL DATA Total Wall Height = 28.30 ft Concrete Weight = 145.00 pct Live not acting with Short Term Overburden Wt. = 0.0 psf ZICp -or- ZIC /Rw = 0.00 Seismic Zone = 4 Min Wall As:bending = 0.0014 -- Will Section Data Analysis Height Wall Offset Wall Length Wall Thickness Pc: Concrete Fy: Reinforcing - Shear & Overturning - Vs : Story Shear Ms: Story Overturning Moments Lateral Acting Right.... : Lateral Acting Left.... Uplift@ Left End of Wall : Uplift @ Rt End of Wall : Shear Analysis - Effective Depth = .B *L Vu =Vs * Load Factor(s) Vu : Applied Nu : Axial Mu : Moment . Vct.85 (11.l0&14.3) Vn:Max= 10 *f'0.2*.85 Code Min Horiz As:Horiz X : .... Horiz Area ....Max. Spacing Code Min Vert As :Vert X ....Vertical Area ,...Max. Vertical Spacing Governing ACI Equation Bending Analysis Ru= Mu /(thick *d^2*Phi) m = Fy /f'c /Seta As Req'd Each End Governing AC1 Equation - Bottom of Wall 0.00 ft (datum) 25.00 ft 7,25 in 5000 psi 60000 psi • • LATERAL LOADS Short Term Only Load Height 25.90 k 27.00 ft 11 12 13 14 15 16 17 18 19 110 WALL DESIGN TABLE Date: 05/02/98 Page: VERTICAL LOADS Short Load Location Dead Live Term Vertical Horiz Highest Wall Section 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 in 0.00 in 0.00 in 0.00 in 3000 psi 3000 psi 3000 psi 3000 psi 60000 psi 60000 psi 60000 psi 60000 psi 25.90 k 0.00 k 0.00 k 0.00 k 0.00 k 699 k-ft 0 k -ft 0 k -ft 0 k -ft 0 k -ft 699 k -ft 0 k-ft 0 k -ft 0 k -ft 0 k -ft Ok Ok Ok Ok Ok Ok Ok Ok Ok Ok 20.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 36.26 k 0.00 k 0.00 k 0.00 k 0.00 k 20.84 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 86.8 k 0.0 k 0.0 k 0.0 k 0.0 k 979.0 k -ft 0.0 k-ft 0.0 k -ft 0.0 k -ft 0.0 k-ft 177.3 psi 0.O psi 0.O psi 0.O psi 0.O psi 424.3 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0020 0,0000 0,0000 0.0000 0,0000 0.174 in2 0.000 in2 0.000 in2 0.000 in2 0.000 in2 18.00 in 0.00 in 0.00 in 0.00 in 0.00 in 0.0012 0.0000 0.0000 0.0000 0.0000 0.104 in2 0.000 in2 0.000 in2 0.000 in2 0.000 in2 18.00 in 0.00 in 0.00 in 0.00 in 0.00 in 9 -2 9 -2 9 -2 9 -2 9 -2 31.3 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 15.00 0,00 0.00 0.00 0.00 2,44 in2 0.00 in2 0.00 in2 0.00 in2 0.00 in2 9 -2 9 -2 9 -2 9 -2 9 -2 (continued on next page....) Structural Calculations ( continued) FOOTING DATA Ftg. Projection Left = Wall Length @ Base = Ftg. Projection Right = Total Footing Length = f'c Fy Footing Width Footing Thickness = Rebar Cover Kern Distance ACI Load Factors ACI 9 -1 & 9-2 DL = ACI 9 -1 & 9 -2 LL = ACI 9 -1 & 9 -2 ST = Seismic = ST ACI 9 -2 Group Factor = ACI 9 -3 Dead Load Fact = ACI 9-3 Short Term = UBC 1912.2.7 '1.4' FactoF UBC 1921.2.7 '0.9' FactoF 3.00 ft 25.00 ft Total Vertical Loads 3.00 ft Overturning Moments... Date: 05/02/98 NALL & FOOTING STABILITY SUMMARY Service Loads ACI 9 -1 = 83.0 k 116.1 k 31.00 ft No Lateral or Short Tern = 0.0 k -ft 3000 psi Loads Applied To Left = -729.5 k -ft 60000 psi Loads Applied To Right = 729.5 k -ft 4.00 ft Resultant Ecc. From Footing Centerline.... 14 in No Lateral or Short Term = 0.00 ft 3.50 in Loads Applied To Left = -8.79 ft 5.17 ft Loads Applied To Right = 8.79 ft 0.0 k -ft 0.00 ft 1.40 Soil Pressures... 1.70 Static Soil Press. @ Left = 669 psf 937 psf 1.70 Static Soil Press. @ Right = 669 psf 937 psf 1.10 Soil Pressures u/ Short Term Load Applied To Left 0.75 @ Left Side of Footing = 2062 psf 0.90 @ Right Side of Footing = 0 psf 1.30 Soil Pressures u/ Short Term Load Applied To Right 1.40 @ Left Side of Footing = 0 psf 0.90 @ Right Side of Footing = 2062 psf OVERTURNING STABILITY Overturning Resisting Lateral Loads Applied to Left = 729.5 k -ft 1285.8 k -ft Lateral Loads Applied to Right = 729.5 k -ft 1285.8 k -ft ONE WAY SHEAR CHECK Governing Max. Vu /.85 ACI Equation 9 -3 @ Left End of Footing = 54.25 psi 9 -3 @ Right End of Footing = 54.25 psi BENDING DESIGN Min. As % = 0.0014 ACI 9 -2 & 9 -3 116.1 k 2 #f'c ".5 - 1021.3 k -ft 1021.3 k -ft -8.79 ft 8.79 ft 2886 psf 0 psf 0 psf 2886 psf Ratio 1.76 1.76 109.54 psi 109.54 psi y As Total Mu /Phi :Actual Ru Req'd As:Req'd ACI Eq. 9 -3 @ Left Edge of Feoting 49,4 k -ft 124.4 psi 0.0028 9 -3 @ Right Edge of Rooting 49.4 k -ft 124.4 psi 0.0028 1.43 in2 1.43 in2 Page: T$ �,{ vuAcn,nnn 7 MBL ENGINEERSAPLANNERS Date: By: 1' Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX 5 ixix ow", Project GG( Subject t�if'2. td1 S With/To Address No. gage 3 of Phone E Calculations — Fax # ❑ Fax ❑ Memorandum # Faxed Pages ❑ Meeting Minutes ❑ Telephone Memo t r»6 I 27 C i M /l! :.E. �.. ... if this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. AHBL Civil & Structural Engineers Land Planners- Landscape Architects 1 Structural Calculations CONCRETE SHEAR WALL DESIGN GLACIER SHEAR WALL 16 GLACIER SHEAR WALL 16 GENERAL DATA Total Wall Height = 27.00 ft 1 Concrete Weight = 150.00 pcf Live not acting with Short Term Overburden Wt. = 0.0 psf ZICp -or- ZIC /Rw = 0.00 1 Seismic Zone 4 Min Wall As:bending = 0.0014 15.00 k -Wall Section Data - Bottom of Wall Analysis Height Wall Offset Wall Length Wall Thickness f'c: Concrete Fy: Reinforcing - Shear & Overturning - Vs : Story Shear Ms: Story Overturning Moments Lateral Acting Right....: Lateral Acting Left.... : Uplift@ Left End of Wall , Uplift @ Rt End of Wall : Shear Analysis Effective Depth = .8*L Vu =Vs f Load Factor(s) Vu : Applied Nu : Axial Mu : Moment Vcl.85 (11.10 &14.3) Vn:Max= 10 +f Code Min Horiz As :Horiz X : ....Horiz Area ....Max. Spacing Code Min Vert As :Vert X . ....Vertical Area ...,Max. Vertical Spacing : Governing AC! Equation , Bending Analysis Ru= Mu/(thick*dA2*Phi) , m = Fy /Pc /Beta As Req'd Each End Governing ACI Equation 1 ,n 1.' ,no or rkirn' Ir` • • - LATERAL LOADS Short Term Only Load Height 0.00 ft (datum) 34.00 ft 7.25 in 5000 psi 60000 psi 15.00 k 405 k -ft 405 k -ft Ok Ok 27.20 ft 21,00 k 8.87 psi 116.5 k 567.0 k -ft 206.7 psi 424.3 psi 0.0020 0.174 in2 18.00 in 0.0012 0.104 in2 18.00 in 9 -2 9.8 psi 15.00 3.31 in2 9 -2 27.00 ft 11 #2 #3 #4 #5 #6 #7 #8 #9 #10 WALL DESIGN TABLE Date: 05/02/98 0.00 k 0.00 k 0.00 k 0.00 k Page: VERTICAL LOADS Short Load Location Dead Live Term Vertical Horiz Highest Wall Section 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 in 0,00 in 0.00 in 0.00 in 3000 psi 3000 psi 3000 psi 3000 psi 60000 psi 60000 psi 60000 psi 60000 psi 0 k-ft 0 k-ft 0 k-ft 0 k-ft 0 k-ft 0 k-ft 0 k-ft 0 k-ft Ok Ok Ok Ok Ok Ok Ok Ok 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 k 0.00 k 0.00 k 0.00 k 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.0 k 0,0 k 0.0 k 0.0 k 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 psi 0,0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.0 p5i 0.0 psi 0.0000 0.0000 0.0000 0,0000 0.000 in2 0.000 in2 0.000 in2 0.000 in2 0.00 in 0.00 in 0.00 in 0.00 in 0.0000 0.0000 0.0000 0.0000 0.000 in2 0.000 in2 0.000 in2 0.000 in2 0.00 in 0.00 in 0.00 in 0.00 in 9 -2 9 -2 9 -2 9 -2 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.00 0,00 0.00 0.00 0.00 in2 0.00 in2 0.00 in2 0.00 in2 9 -2 9 -2 9 -2 9 -2 (continued on next page....) WIA4OIrlom -:! AHBL Civil & Structural Engineers Land Planners- Landscape Architects Structural Calculations CONCRETE SHEAR WALL DESIGN GLACIER SHEAR WALL 116 GLACIER SHEAR WALL 16 ( continued) FOOTING DATA Ftg. Projection Left = Wall Length @ Base = Ftg. Projection Right Total Footing Length f'c Fy Footing Width Footing Thickness Rebar Cover Kern Distance ACI Load Factors ACI 9 -1 & 9 -2 DL = ACI 9 -1 & 9 -2 LL ACI 9 -1 & 9 -2 ST = .. Seismic = ST ACI ACI ACI UBC UBC 9 -2 Group Factor = 9-3 Dead Load Fact = 9 -3 Short Term = 1912.2.7 '1.4" FactoF 1921.2.7 "0.9' FactoF 0.50 34.00 0.50 35.00 3000 60000 2.50 14 3.50 5.83 ft ft ft ft psi psi it in in ft WALL & FOOTING STABILITY SUMMARY Service Loads . ACI 9 -1 ACI 9 -2 & 9 -3 Total Vertical Loads = 98.5 k 137.9 k 137.9 k Overturning Moments... No Lateral or Short Term = 0.0 k -ft 0.0 k -ft Loads Applied To Left = -422.5 k -ft -591.5 k -ft Loads Applied To Right = 422.5 k -ft 591.5 k -ft Resultant Ecc. From Footing Centerline.... No Lateral or Short Term = 0.00 ft 0.00 ft Loads Applied To Left = -4.29 ft -4.29 ft Loads Applied To Right = 4.29 ft 4.29 ft 1.40 Soil Pressures... 1.70 Static Soil Press. @ Left = 1126 psf 1576 psf 1.70 Static Soil Press. @ Right = 1126 psf 1576 psf 1.10 Soil Pressures w/ Short Term Load Applied To Left 0.75 @ Left Side of Footing = 1954 psf 0.90 @ Right Side of Footing = 298 psf 1.30 Soil Pressures w/ Short Term Load Applied To Right 1.40 @ Left Side of Footing = 298 psf 0.90 @ Right Side of Footing = 1954 psf OVERTURNING STABILITY Overturning Resisting Ratio Lateral Loads Applied to Left = 422.5 k -ft 1723.9 k -ft 4.08 Lateral Loads Applied to Right = 422.5 k -ft 1723.9 k -ft 4.08 ONE WAY SHEAR CHECK Governing Max. Vu /.85 2sf'c ".5 ACI Equation 9 -3 @ Left End of Footing = 0.00 psi 109.54 psi 9 -3 @ Right End of Footing = 0.00 psi 109.54 psi BENDING DESIGN Min. As 7. = 0.0014 ACI Eq. 9 -3 @ Left Edge of Feoting 9 -3 @ Right Edge of footing Date: 05/02/98 5 a S' r (e) I , AP - c Page: 1 ,7e] 2735 psf 417 psf 417 psf 2735 psf i As Total Mu /Phi:Actual Ru Req'd As:Req'd 0.9 k -tt 3.4 psi 0.0014 0.44 in2 !. ;t,'1 k-ft 3.4 psi 0,0014 � 0 :44 in: AHBL C I VI L A S T. U C T U A A L ENGINEERS•PLANNERS Date: afs�� By: 1.\,61, Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 2531383.2572 FAX 97'542 F46770,4.1 OrJ ( 2) 0V1 _ , Cs 4q 4 ,a /44:" 0(,) -r7 (8)1,31 1 lin = a. , i KIPS (*ts) nlcrc Atru4tcr give P Ojf n = 33,2 6 1 ria.. / Si Q;W6TH cw 14,5" 1'u = )193 (V) l 93✓ri 7:1, `BV 224 K,75 ),(4 cicos x :� �,7oC.'3 .74Ksl) C 13Asr ?LW p4uG _/� 800 )g9'"5 j VC = (PS 6 -IPS Z� 0116%. je ( C I R S Pr) - . (de) l 14 AX) Wm., Project No. Subject SH'AC JPrtt I (oPiN Phone With/To Fax # Address # Faxed Pages 0 H EN ' SEA Lo ,4b /$ /At'dN /AliO Rccou,v r = 115,44 g,Ps 1- Si* 'f2 o }L / = 2.'2.) L t /$ (9/f44 ccoo itsc4 0 age I I "o( C'7�c9,8 X l ya USE, / "FILL; CPcr r C.hck. c 4 re n 4rcis c &ce V = 7,4c ' e tj EQ L'3) 1 Tfr- Ate 39 0C'io /4azted.9oc4 OIL 00714 uku.s Fe' 7 3co Psi U , ,r L. ; 5/1 ..425 ' I N toll. 7S , ()(x . 6 = . /// z e ( ee If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo ' C O NS 9;j i P,tNEr- Z-//S x181r _K t,Jh S S ' )1 d � � t (3 5 t4. t)9 ate: / i7qq , , Project No. ,❑ age 1 H B L Subject '/ � J, 10N Phone 0 Calculations ❑ Fax With/To Fax # ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes ❑ Telephone Memo C I V I L h S T RUC T U R n L ENGINEERS•PLANNERS By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX \ 2_ f ( a3 '7/ 1s ps " pi+ 6 Aesi2 Sj�:_L ciiC &r . C —f" i.� t IG< <e /J / g. ' cM ft CJ V tr-=-PI(7?" ) J3 1=(.-5 i At= //33 /A) _ 19 bogie /3 LI, P / T47 ( ° 0 ° d i � 1 T IAlt= /?.5 - . dib/ae.-4Tc 706 /,o w .7 of* A 0 41;1, = u� SzciertA v C.c.t, o LM2 12 (it • y - /9''742.4f;% ter k[p,s t.4 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 1�91i Z,,za c� PANEL QUANTITY Panel width Panel Thick R PANEL % OF FORCE FORCE TO PANEL TOTAL LENGTHS EACH PANEL DEFLECTION DEFLECT. 1. - 1 23.50 7.50 1694.7 13.98 3.419 0.0020 0.0020 23.5 2 : 3 26.00 7.50 1611.0 13.29 3.783 0.0023 0.0070 78 0.000 0.0000 0.0000 0 .: 0.000 0.0000 0.0000 0 0.000 0.0000 0.0000 0 0.000 0.0000 0.0000 0 4 1 16.50 5.50 1206.4 9.95 2.401 0.0020 0.0020 16.5 ;,: -:. :, -.- 5 1 60.70 5.50 4384.8 36.18 8.832 0.0020 0.0020 60.7 • - #DIV/0! 0.000 0.0000 0.0000 0 :: : • - ' ''' - #DIV/0! 0.000 0.0000 0.0000 0 #DIV/0! 0.000 0.0000 0.0000 0 0.000 0.0000 0.0000 0 A HBL, Inc. Flexable Foundation Shear Wall Deflection Total Shear to wall section: Concrete Strength: TOTAL WALL LENGTH swo,,,d6 lava- 40)4 g_Ib 6 00 7 kips Glacier Building psi 97191.2 ft. 0.0131 178.7 Calculation Sheet PANEL SHEET PANEL 1 Shear force to Panel 3.419138 KIPS R PANEL 1694.70961 Wall Thickness: ..... 7: in. fc= Wall Height: . '' 20 ft. Ec= Panel width: ...; ; 23 5 ft. Opening #1 width: :`':12: Height: Opening #2 width: 35:ft. Height: Pier 'A' width: 4 ft. Pier 'B' width: .:3ft. Pier 'C' width: ..ft. PANEL 1 Two Opening Panel Drive in door & Man Door psi 4030.509 ksi Page 1 ft. ft. Pier Height Width Delta R pier % force SHEAR (kips) 1.43 Fv(psi) .85 fv(psi) Fv /fv <1 ok A 14 4.00 0.001766 566.3 31.86 1.089 4.3 120.2 0.0 B 7.5 3.00 0.000765 1307.2 64.77 2.215 11.7 120.2 0.1 C 7.5 1.00 0.0147 68.0 3.37 0.115 1.8 120.2 0.0. D 6.5 8.00 9.84E -05 10164.8 68.14 2.330 4.6 120.2 0.0 E 6 23.50 2.75E -05 36309.5 100.00 3.419 2.3. 120.2 0.0 BCD 0.000826 1211.3 Panel 0.00059 1694.7 PANEL SHEET PANEL 2 Wall Thickness: Wall Height: Panel width: Opening #1 width: Opening #2 width: Pier 'A' width: Pier 'B' width: Pier 'C' width: Shear force to Panel= 3.419138 KIPS R PANEL 1611.002 Two opening Panel in. ft. ft. ft. ft. ft. ft. ft. fc= Ec= PANEL 2 g Psi 4030.509 ksi Height: Height: .. .. ft. Double Dock High Doors Pier Height Width Delta. R pier % force SHEAR (kips 1.43 Fv(p .85 fv(psi) Fv /fv <1 ok A B C D E BCD Panel 10 2.00 0.004631 215.9 12.42 0.425 3.4 120.2 0.028 10 4.00 0.000765 1307.2 75.17 2.570 10.2 120.2 0.085 10 2.00 0.004631 215.9 12.42 0.425 3.4 120.2 0.028 .0 8.00 0 #DIV /01 87.58 2.995 5.9 120.2 0.049 10 26.00 4.57E -05 21882.3 100.00 3.419 2.1 120.2 0.017 0.000657 1523.1 0.000621 1611.0 Page 1 PANEL SHEET ONE opening Panel Single Dock High Door PANEL 2 Shear force to Panel= 3.419138 KIPS R PANEL 1206.399 Wall Thickness: Wall Height: Panel width: Opening #1 width: Per 'A' width: Pier 'B' width: in. ft. ft. fc= Ec= PANEL 4 ; psi 4030.509 ksi Height: t ;1.g ft. Pier Height Width Delta R pier % force SHEAR (kips 1.43 Fv(p .85 fv(psi) Fv /fv <1 ok A 10 2.00 0.006315 158.3 11.19 0.383 4.1 120.2 0.034 B 10 4.50 0.000796 1256.6 88.81 3.037 14.6 120.2 0.122 C 10 16.50 0.000122 8184.1 100.00 3.419 4.5 120.2 0.037 Panel 0.000829 1206.4 Page 1 PANEL SHEET PANEL 1 Wall Thickness: »55 in. fc= Wall Height: .`' : Ec= Panel width: ;.x::: ft. ._ -) Opening #1 width: - 12 ft. Opening #2 width: ;' >a.3 5 ft, Pier 'A' width: ,10 7;ft. Pier 'B' width: :::.::::3:25. ft. Pier 'C' width: ": ,ft, Two Opening Panel Height: Height: PANEL 5 Shear force to Panel 3.419138 KIPS ' R PANEL 4384.84458 aI? „psi 4030.50 ksi Page 1 ft. ft. /NGuwb C z9 rQO^ ✓4.g err/CT /10A Pier Height Width Delta R pier % force SHEAR (kips) 1.43 Fv(psi) .85 fv(psi) Fv /fv <1 ok A 14 10.70 0.000278 3595.7 72.27 2.471 5.0 120.2 0.0 B 7.5 3.25 0.000867 1153,8 21.33 0.729 4.9 120.2 0.0 C 7.5 2.00 0.002886 346.5 6.40 0.219 2.4 120.2 0.0 D 6.5 15.95 5.82E -05 17181.0 27.73 0.948 1.3 120.2 0.0 E 6 31.45 2.71E-05 36939.4 100.00 3.419 2.4 120.2 0.0 BCD 0.000725 1379.8 Panel 0.000228 4384.8 34 . • 03/25/1999 23:34 FROM CUSTOM ROOFING, INC. Johns Manville Three Ply Mineral Surfaced Fiber Glass Built -Up Roof. For use over wood or other nailable decks on inclines of W' to S' per foot (20.6 to 500 mm/m). For Region 3 only Msurials per 1011 sq. tt (9,3 m') of Hoof Area Sheathing Paper. • Wood board decks only Felts Gla §Base, GlasBase Plus,.•PermaPly.28 or Ventsulation Felt 1 ply GlasPly Premier or GlasPty IV 1 py G(asKep, Mineral Surfaced Cap Sheet 1 ply Asphalt (Irnerplyk Trumbull or other JM Approved Asphalt • Incline per foot Asphalt Upto1 "(25mm) , 1'10 3' (25 to 76 mm) 3'0o 6' (76 m 152 mm) 0to6'(0to152mm) 1701, Type 11, Flat 190°F, Type 111, Steep 2233°F, Type IV, Special Steep PermaMop 1 layer Nominal Weight 46 lbs. (21 kg) 46 lbs. (21 kg) 46 lbs. (21 kg) 46 Ihs. (21 kg) Approximate ins talfed.weigfic 141 - 215•Ibs. (61.98 kg) Geeeral This:specificatfon is for use over any type of approved structural deck (withoutinsulation)whichcan receive and adequately retain nails or other types of.ntechanica(fasteners that may be recommended by the deck manufacturer, Examples of such decks are wood and plywood. This • specifctrtion is not.for use.directty over lightweight insulating concrete decks. . Design and :itistellation.of the deck and/or substrate must result in the roof draining freely audio' outlets numerous enough and so located as to raagve•water promptly and egmpletaely. Aeeas where water ponds tor niere than 24 hours am unacceptable and are not eligible to receive a JId Roofing Systems Guarantee. • Pte: AlI generai.instru cornained in the current JM Commercial/ tndustriel Roofing . ,Systems Manual should be considered part of this specification, • . • flastiings Rashing details can be found in the 'Bituminous Fleshings" section of the JM,CornmercieVlndustrial Roofing Systems Manual. ytpIrcetron • . Over wood board decks, one ply of sheathing paper must be used under the base felt and on top of the wood board deck. Note On roof decks.with slopes up to 1' per foot (83.3 mm/m), the roofing feltsmay be imaged either perpendicular or parallel tote roof incline, On slopes over 1' per foot( ®.3 mm/m), refer m Paragraph 6,11 of this section for special requirements, Using GlasBase, Masaase Plus PermaPly 28 orVentsulation, start with a 12'006 arm) width (a specific base sheet may be a condition of Guarantee). The following base sheet courses are to be applied full width, • lapping the preceding feh'T (51 rear) on the side laps and 4" (102 mm) on . the end Zaps; Nall the side laps 9' (229 mm) o.c. Down the longitudinal . center of each felt, place two rows of nails spaced approximately 11 (278 mm) apart, with the nails staggered on approximately 18' (457 mm) centers: Use nails,or fasteners appropriate to the type of deck with 1' Glineosla Atm. Vaal • refer trePra, JM Using following by 2"•.(51 voids, tie hat before U ernire suAep'{ Surfacing Pttior appliotp: relax and hot aspl L: 231ba. par. . maxim zes • sheet rose • such that be iakewtra Asphiak is cover the Z exposed'' ,asphalt Thje; into the hats . Attphah • Asphalt she* JM Guar Approves! Nymber(Afall indicate thate source; ' Checic,■ilh requiremer is in., For. en id TO 94252518277 P. 0 • the 7' :Fot Odi iqr .l fastener information, jaeck" aectionofthe current Manuals . apply apiece 18' (467 mm) wide. The 1 1 0 $ 7 1 1 0 1 1 1 . 1. ovesiapping the preceding felts sadist it is firnlyend uniformly sar without zZ°F•le °0 'of the.EVT} applied just q, Per artyrare (1.1.kg/m'1 over the , clad* cap sheet inttrhandleable lengths art on the'ivof anti allow it to taidlh;sheeL apply a.mopping of Ono) above tee EVE at a nominal rate of tentperawre Of asphalt ;m Me ply felts.) Thenrflop the cap ogqureet. the zap sheet is shee in the'pr'eceding course siseetis' axposed. Care should arid* (152 mm/and laps. slt beton, making sure to also la j: Asphalt may also be applied TO the plena lapping' it into the hot And irifrarroly set wataut voids, lgts well sealed. of:ASIM D 312 4E,Trambull asphak or another JM . saran provide an Asphalt Confirmation , ' ' require a JM Guarantee. The ACN will reelateaad vAth the approved asphalt os$pecialist for Special asphalt qsk for RS =2050. �� :,wr uO+111114 4 • ` ' (Spie G 5pe�c on page 12.6.) T. -6 • ion• Chests' ; Op .Gwsle Spetifiicction No; T on page 12.6.) :51;sles Cf, t:.1 grid CF•EJ. 1 Style ei Style EJ S I•o•CF • x ::I Style CF aoot.to.ROOf• Roof to Wall 'Root to kioti >r" `r !'; i'.,' • : dtoof to Wall • • ,ice N fl4epprenei.Availo6le;0.1 2' Billows Widths Standard Color: Black ? µ � ; 'Pt a E {EPOM) kllo.vs Widths i White Available on Request • Bowl en Ow i:G O Awmb mined b dwarmine below, •:ddr to iah arming, her CF (Curb Nerrq t:no Cs= cJ sryks: • " ' j" pf iio Faof • 1,1 fwrikh'of wqd cwrb b w bilk of wcod orb who ,i in.:haJ: Root r WWF: 11, widen _ 1.3 kolfr4111 0l vc od'a,,}i, : a volt Mw"s 2'inchas;. for aria •d'hs puller +a; 2K•, soq'CE gn Considerolh 1, Aole t 2.6 and abar''X lwkf U, dope 11'10; • b of tart; 04400 mo.emen1111eWd blumnsicinert ler mope thing• +-- = --•- -- 3 " PI astung Flap Style,TL -6 .. ' Ro of t o go fit " '.'t ��'i '� • "''+r. �Jii"k �%� , Y±-. - ,r: 7, } it • rl "" ' �• ` r`?,%rt�„ ,:• ��,•�$ :��„� k'dJs "h'�' F;+. y 4:' Y - °�' �"•'��Ts• ; it�" '.: 14 ?�^- Y . IM, p, `"= t�'�'� ,�'�r, ...l:�r +`.r ..•1y- 'S?. �.ry - -r' ' '.1f �'' 7"q r are' ', kitil�Ut� 0'r :a � J ,. ! . : hw + ° ,r.,.� 1- �• ^ 1 , n..t,alr . r $'''c,. Same Cover as Roof to Roof Serge Cover as Roof to Root Style TL - Roof t,o Wal! a 124 , • • • For Mctiic•COnvet ipaisli ' } 4rrA, . See Pope 12'31.. • ;e r : ms ' lAneth •.t 3'W 6" • ' iOC:h; in Bbeie (8TIi) by White (W TL). . t�iremeM TOTAL P.02 ( ,,•:•,.• . Space Heat Type ❑ Electric resistance JAII other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area (rough opening) Gross Exterior (vertical 8 overhd) divided by Wall Area times 100 equals % Glazing -' X 100 = Concrete/Masonry Option ❑ Check here if using this option and if project meets all requirements for the Concrete/Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. Project Info Project Address 61 dcra r �• Date S-5 Gia 6 t � &r.._ .307 �a For Building Department Use 65 /o S. 6 r, - rtia-►tiik 4vpk' Applicant Name: c.*Erieaws c'"T v s c) / 3 Applicant Address: 2D0 (it1 h A 0 �' io y 'eliente Woo Applicant Phone: `,f25 -'f - 4..3 - ekp o Envelope Summary Climate Zon= ENV -SUM 1994 Washington State Nonresidential Energy Code Compliance Forms Project Description *New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option ❑ Prescriptive ,r-a Component Performance (See Decision Flowchart (over) for qualifications) ❑ ENVSTD ❑ Systems Analysis Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic All Other Roofs Opaque Walls Below Grade Walls Floors Over Unconditioned Space Slabs -on -Grade Radiant Floors Opaque Doors Vertical Glazing Overhead Glazing Maximum U- factors Maximum SHGC (or SC) Vertical/Overhead Glazing Seml- heated space' Minimum Insulation R- values Roofs Over Semi - Heated Spaces' Notes: 1994 Washin t - State Nonresidential Ener Code .im•liance Form 'Refer to Section 1310 for qualifications and requirements S IHe'P�f x42. 1 F Po 1 Q -ll Keii-021 V00113 Apnl. 1994 Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC 2 9.0 Btu/R' -'F below (other walls must meet Opaque Walt requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value 8 position) U- factor p�,GENE t or/ tql 1 1 1998 PERMIT CER All insulation installed/ Opaque Walls R -11 Masonry walls (int) U-0 19 Masonry walls (other) U -0 25 Below grade walls (ext) R-10 Below grade walls ( otter) R•11 Roofs over attics R•30 • I other roofs R•21 Floors over uncond sp R -19 Slabs -on -grade R•10 Radiant floors R -10 Opaque doors U -0 60 Glazing Cnteria Met/ Glazing Vert OH Area % U U SHGC 00-15% 090 1.45 100 15-20% 0.75 140 100 20-30% 0.60 1 30 0 65 30-40% 050 1 25 0 45 All Insulation Installede Opaque Walls R -19 Masonry walls (int) U-0 19 Masonry walls (other) U-0 25 Below grade walls (ext) R -10 Below grade walls (othr) R -19 Roofs over attics R•38 I other roofs R -30 Floors over uncond R•30 Slabs -on -grade R -10 Radiant floors R -10 Opaque doors U-0 60 Grazing Cntena Met? Glazing Vert. OH Area % U U SHGC 00.20% 0 40 080 100 All Insulation Installed/ I Opaque Walls R -19 Below grade walls (ext) R -10 Below grade walls (othr) R -19 Roofs over attics R -38 All other roofs R -30 Floors over uncond R -30 Slabs -on -grade R -10 Radiant floors R -10 Opaque doors U -0.60 Glazing Crdena Met/ Glazing Vert OH Area % U U SHGC 00.20% 0 40 080 100 r • Climate Zone 1 ENV -SUM Envelope Summary sack) 1994 Washington State Nonresidential Energy Code Compliance Forms Decision Flowchart for Prescriptive Option 1302 Space Heat Type: For the purpose of determining budding envelope requirements. the following two categories comprise all space heating types Other All other space heating systems including gas, solid fuel, oil. and propane space heating systems and those systems listed in the exception to electnc resistance (continued at right) • All • walls R -11 ' yes <40% ' • ' Glazing/ •no yes 1 All Insulation Installed/ (Opaque Walls R -11 'Below grade walls (ext) R -10 Below grade walls (othr)R-11 'Roofs over attics R -30 'Floors other roofs R -21 Floors over uncond.sp. R -19 : Slabs -on -grade R -10. 'Radiant floors R -10 1 Opaque doors 1J-0 60 Glazing Crrtena Met/ 1 Glazing Vert . OH 1 Area % U U SHGC 00.15% 090 1 45 1.00 1 15.20% 0 75 140 100 120.30% 0 60 130 0 65 1 30.40% 050 1 25 0 45 no lyes 1994 Washin • Masonry ' *Wall Cntena OK/ • no (below) yes no' 1 State Nonresidential Ener no Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used, n <25 % • Glazing? • yes Stan ' Electric • • Resistance no Heat/ yes Prescriptive Path Allowed Component Performance or Systems Analysis Required C <20% ',Clazing3- no yes •.j.. no om Iiance Form Electric Resistance: Space heating systems which use electnc resistance elements as the pnmary,heating system including baseboard, radiant. and forced air units where the total electric resistance heat capacity exceeds 1 0 WMt' of the gross conditioned floor area Exception: Heat pumps and terminal electric resistance heating in variable air volume distnbubon systems Masonry • Call Cntena OK? •'E yes no ' All walls R -19 o utsulation? •' Y es <20% no •-Glazing? "Yes Yes Yes Concrete/Masonry Option* Assembly Description Wall Heat Capacity (HC) Assy.Tag Area }�jghted vide t f l ip HC** Area (sf) xart) by Total Area HC x Area no April, 1994 1 •if the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. **For framed walls, assume HC =1.0 unless calculations are provided; for all other walls, use Section 2009. Building Permit Plar Checklist t ENV -CHK 1994 Washington State Energy Code Compliance Forms April, 1994 Project Address 650 5. av/kG -/�br TJk(v ,/ ,., r li1/4_,A- c . t r !Date 9 _ _ Q (/ Q, ( The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (circle one) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans if allowed 1302 Space heat type Ott 1 ''T" HEIe R -S p 7.0 i es o)n.a. Electric resistance • es no n.a. Other Indicate on •fans that electric resistance heat is not allowed y s no n.a. 1310.2 Semi - heated spaces Semi- heated spaces identified on plans if allowed • 2.e i 1311 Insulation R.- 1 { ..DO F . o i • Z / ( - no n.a. 1311.1 Insul, installation Indicate densities and clearances if no n.a. 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts it yes / 1 o . 1311.3 Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken in ENVSTD; yes no n. a• 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents %S 10 ,a. 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected yes n n.a. 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official yes no 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as • • rcent of • ross wall area yes no 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, If values are default then specify frame type, glazing layers, gapwidth, low-e coatings, gas fillings yes no 0' 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessa 1313 Moisture control yes no .4 1313.1 Vapor retarders Indicate vapor retarders on warm side yes no gp 1313.2 Roof /ceiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non -wood struc. yes no j 1313.3 Wall vapor retarder Indicate vapor retarder on wall section yes no • . 1313.4 Floor vapor retarder Indicate vapor retarder on floor section es no (a 1313.5 Crawl s•ace va•. ret. Indicate six mil black .01 eth lene overta• •ed 12" on •round 1314 Air leakage yes no 6.a 1314.1 es no I;•r 1314.2 Bldg. envel. sealing Gtazln• /door sealin• Indicate sealing, caulking, gasketing, and weatherstripping Indicate weatherstri• •in. es no 1314.3 Assemb. as ducts Indicate sealin• , caulkin• and •asketin• PRESC - IPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) yes no • ••._ _ •. Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output if necessary 1994 Washington State Nonresidential Energy Codeompliance Form ctrc for any question, provi �,C e explanation: RSCEI �, CI • l y OFTUKWI A y 1 199 PER O CeNTCA , • .. . 1994 Washing - State Nonresidential Energy Cod - ''ompliance Form Building Permit Plans Checklist 1994 Washington State Energy Code Compliance Forms ENV -CHK Apnl, 1994 Envelope - General Requirements 1311 Insulation 1311.1 Installation Requirements: All insulation materials shall be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances, and maintain uniform R- values. To the maximum extent possible, insulation shall extend over the full component area to the intended R- value. 1311.2 Roof /Ceiling Insulation: Open -blown or poured loose -fill insulation may be used in attic spaces where the slope of the ceiling is not more than 3/12 and there is at least thirty inches of clear distance from the top of the bottom chord of the truss or ceiling joist to the underside of the sheathing at the roof ridge. When eave vents are installed, baffling of the vent openings shall be provided so as to deflect the incoming air above the surface of the insulation. Where lighting fixtures are recessed into a suspended or exposed grid ceiling, the roof /ceiling assembly shall be insulated in a location other than directly on the suspended ceiling. Exception: Type IC rated recessed lighting fixtures. Where installed in wood framing, faced batt insulation shall be face stapled. 1311.3 Wall Insulation: Exterior wall cavities isolated during framing shall be fully insulated to the levels of the surrounding walls. When installed in wood framing, facod batt insulation shall be face•stapled. Above grade exterior insulation shall be protected. 1311.4 Floor Insulation: Floor insulation shall be installed in a permanent manner in substantial contact with the surface being insulated. Insulation supports shall be installed so spacing is not more than twenty - four inches on center. Installed insulation shall not block the airflow through foundation vents. 1311.5 Slab-On-Grade Floor: Slab -on -grade insulation installed inside the foundation wall shall extend downward from the top of the slab a minimum distance of twenty-four inches or to the top of the footing, whichever is less. Insulation installed outside the foundation shall extend downward a minimum of twenty-four inches or to the frostline, whichever is greater. Above grade insulation shall be protected. Exception: For monolithic slabs, the insulation shall extend downward from the top of the slab to the bottom of the footing. 1311.6 Radiant Floors (on or below grade): Slab -on -grade Insulation shall extend downward from the top of the slab a minimum distance of thirty -six inches or downward to the top of the footing and horizontal for an aggregate of not less than thirty-5C( inches. If required by the building official where soil conditions warrant such insulation, the entire area of a radiant floor shall be thermally isolated from the soil. Where a soil gas control system is provided below the radiant floor, which results in increased convective flow below the radiant floor, the radiant floor shall be thermally isolated from the sub -floor gravel layer. 1312 Glazing and Doors 1312.1 Standard Procedure for Determination of Glazing and Door U- Factors: U- factors for glazing and doors shall be determined, certified and labeled in accordance with Standard RS -31 by a certified independent agency licensed by the National Fenestration Rating Council (NFRC). Compliance shall be based on Model Size AA or BB. Product samples used for U- factor determinations shall be production line units or representative of units as purchased by the consumer or contractor. Unlabeled glazing and doors shall be assigned the default U- factor In Section 2006, 1312.2 Solar Heat Gain Coefficient and Shading Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determined, certified and labeled In accordance with the National Fenestration Rating Council (NFRC) Standard by a certified,'independent agency, licensed by the NFRC. Exception: Shading coefficients (SC) shall be an acceptable • alternate for compliance with solar heat gain coefficient requirements. Shading coefficients for glazing shall be taken from Chapter 27 of Standard RS -27 or from the manufacturer's test data. 1313 Moisture Control 1313.1 Vapor Retarders: Vapor retarders shall be installed on the warm side (in winter) of insulation as required by this section. Exception: Vapor retarder installed with not more than 1/3 of the nominal R -value between it and the conditioned space. 1313.2 Roof /Ceiling Assemblies: Roof /ceiling assemblies where the ventilation space above the insulation is less than an average of twelve inches shall be provided with a vapor retarder. Roof /ceiling assemblies without a vented airspace, where neither the roof deck nor the roof structure are made of wood, shall provide a continuous vapor retarder with taped seams. Exception: Vapor retarders need not be provided where all of the insulation is installed between the roof membrane and the structural roof deck. 1313.3 Walls: Walls separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.4 Floors: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.5 Crawl Spaces: A ground cover of sbc mil (0.006 inch thick) black polyethylene or approved equal shall be laid over the ground within crawl spaces. The ground cover shall be overlapped twelve inches minimum at the joints and shall extend to the foundation wall. Exception: The ground cover may be omitted in crawl spaces if the crawl space has a concrete slab floor with a minimum thickness of three and one -half inches. 1314 Air Leakage 1314.1 Building Envelope: The requirements of this section shall apply to building elements separating conditioned from unconditioned spaces. Exterior joints around windows and door frames, openings between walls and foundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors, and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed, or weatherstripped to limit air leakage. 1314.2 Glazing and Doors: Doors and operable glazing separating conditioned from unconditioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulking all around. Exception: Openings that are required to be fire resistant. 1314.3 Building Assemblies Used as Ducts or Plenums: Building assemblies used as ducts or plenums shall be sealed, caulked, and gasketed to limit air leakage. Project Info Project Address 6 / 5 e - ,, r� J (�( S�, • Area in ft Date C(4n ` c .44- - ..... — S Mr flP 1L (9. For Building Department Use t 4 ^7" 3 - o 2 , - • - Open Parking Applicant Name: D pti 5 _ Applicant Address l�C 444 MV% �i !iu 1r C D _ DIG ►1 Applicant Phone 4 j . ' � �3 -.4-too 0.2 W /ft Location (floor/room no) Occupancy Description Allowed Watts per ft " Area in ft Allowed x Area • a1D 1 A/ A- .44- - ..... — S Mr flP 1L (9. 2. . ' Ill; DOO 3 - o 2 , - • - Open Parking 0.2 W /ft _ Outdoor Areas 0.2 W /ft Bldg. (by facade) _ Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 0.25 W /ft I ( v o Bldg (by perm) 7.5 W/If 1 r ti g Note for building exterior, choose erther the facade area or the perimeter method, but not both) Total Allowed Watts — From Table 15 -1 (over) - document all exceptions taken from footnotes Total Allowed Watts e, 2:7 7 Location Description Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x ft (or x If) Covered Parking 0.2 W1ft 01 Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) _ Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 0.25 W /ft I ( v o Bldg (by perm) 7.5 W/If 1 r ti g Note for building exterior, choose erther the facade area or the perimeter method, but not both) Total Allowed Watts 11 (p 0 Location V Fixture Description Number of Fixtures Watts/ Fixture C IN Rt t.P' °Proposed g 1 1 fr 01 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 1994 Washin State NonreFidential Ener Cod ..Jom•liance Form Lighting Summary LTG -SUM 1 994 .ti asnmgloe State Nonreslaentrat E»ergy Cooe Comphance gams Project Description › New Building ❑ Addition ❑ Alteration April 1994 Compliance Option ❑ Prescriptive >Lighting Power Allowance ❑ Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive 8 LPA spaces clearly on plans ) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the fighting ❑ Less than 60 % of the fixtures are new, and installed lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior Proposed Li &hting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Location (floor /room no.) Fixture Description Total Proposed Watts may not exceed Total Allowed Watts for Interior Number of Fixtures Watts/ Fixture Total Proposed Watts Watts Proposed Maximum Allowed Lig hting Wattag (Exterior Proposed Lig hting Wattage (Exterior) (May not exceed Total Allowed Watts for Extenor) Use LPA' (W /ft') Use' LPA (W!ft ) Painting, welding, carpentry. machine shops 2.3 Police and fire stations 1.2 Barber shops, beauty shops 2 Atria (atriums) 1 Hotel banquet/conference /exhibition hall'` 2 Assembly spaces ° , auditoriums, gymnasia ° , theaters 1 Laboratories 2 Process plants 1 Aircraft repair hangars 1.5 Restaurants /bars 1 Cafeterias, fast food establishments 1.5 Retail A 1 Factones. workshops, handling areas 1 5 Retail El °, Retail banking 1.5 Gas stations, auto repair shops 1 5 Locker and/or shower facilities 0.8 Institutions 1 5 Warehouses ", storage areas 0.5 0.4 ' Libraries 1.5 Aircraft storage hangars Nursing homes 1 5 Parking garages See SecIon 1372 Wholesale stores (pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings, school classrooms, day care centers 1 35 Common area, comdors, lobbies (except mall concourse) 0.8 Laundries 1.3 Toilet facilities and washrooms 0.8 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools, hospitals, institutions, museums, banks, churches) 717 1.2 Prescriptive Spaces Occupancy ❑ Warehouses, storage areas or aircraft storage hangers ❑ Other Qualification Checklist Note. 11 occupancy type is "Other" and fixture answer is checked, the number of fixtures in the space is not limited by Code. Clearly indicate these spaces on plans. It not qualified. do LPA Calculations Lighting Fixtures: ❑ Check here if at least 95% of fixtures in the space meet all four criteria: 1 Fixtures are fluorescent, non - lensed, with only one or two lamps, and 2. Lamps are T -5, T -6, T -8 or PL, and 3. Lamps.are 5 -50 Watts, and 4. Ballasts are electronic ballasts Lighting Summary (back) LTG-SUM 1994 Washin•to State Nonresidential Ener• Code .m•liance Form 1994 Washington State Nonresidential Energy Code Compliance Forms Table 15 -1 Unit Lighting Power Allowance (LPA) for Interior Lighting Footnotes for Table 15-1 In cases in which a use is not mentioned specifically. the f 'nir Power Allowance shall he determined by the building official. This determination shall he based upon the most comparable use specitied in the table. See Section 1512 for exempt areas. April 1994 'fhe watts per square tool may be increased. by two percent per toot ot'ceiling height above twenty !feet. unless specifically directed otherwise by subsequent liotnotes. 3 Watts per square fro of room may be increased by two percent per tbot of ceiling height above twelve feet. 4. For all other spaces. such as seating and common areas. use the f.uir Liglrr Power Allowance for assembly. 5 Watts per square toot of room may be increased by two percent per tbot of ceiling height above nine feet. 6 Includes pump arca under canopy. 7 In eases in which a lighting plan is submitted for only a portion of floor. a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and OM watts per square tool shall he used for the common areas. which may include elevator space. lobby arca and rest rooms. Common areas. as herein defined do not include mall concourses. 11. For the tire engine room. the Unit Lighting Power Allowance is 1.0 watts per square toot. 9 ) for indoor sport tournament courts with adjacent spectator stating. the Unit Lighting Power Allowance for the court arca is 2.6 watts per square loot. 111 For both Retail A and Retail 13. light for free- standing display. building showcase illumination and display window illumination installed within two feet of the window are exempt. Retail A allows a Unit lighting Power Allowance of 1.0 vans per square toot. Ceiling mounted adjustable tungsten halogen and HID merchandise display illuminarics are exempt. Retail fi allows a Unit Lighting Power Allowance of 1.5 watts per square !foot. including all ceiling mounted merchandise display luminaries. I I . Provided that a floor plan. indicating rack location and height. is submitted. the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance. as the floor arca not covered by racks plus the vertical face area (access side only) ol'the racks. The height allowance defined in footnote 2 applies onl to the floor area not covered by racks. June 29, 1998 Joanna Spencer • Department of Public Works City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 Re: Building Permit #D98 -0153 Glacier Business Park Opus Northwest, Inc. P. K. ELECTRIC COMPANY Real Estate Development Survlces RECEIVED CITY OF TUKWILA JUN 3 0 1998 PERMIT CENTER Dear Ms. Spencer, The following items are in response to your 6/9/98 correction letter: Item #1 Attached are 4 sets of revised plans with the corrections per your 6/5/98 mark -up plan,. 500 Unicn Strew, Sulu: 900 Snaffle, Washrgton 98101 Tel: (20617499484 Fox: 1206) 749 9483 Item #2 Attached are 4 sets of landscape irrigation plans. Item #3 We have contacted Andy Levesque at King County Department of Natural Resources regarding revising the levee maintenance easement. The existing maintenance easement is non - specific to any area of the property. We have discussed an easement that identifies by legal description the area adjacent to the levee as the "maintenance easement" area. Per Andy Levesque's request this will include the portion of the property which is 36,fee from the landward edge of the existing trail pavement. We have requested a copy of I King County's easement document, which we have not yet received. In order to avoid a delay in the building permit issuance we request that the finalization of this easement be a condition of certificate of occupancy. Item #4 Andy Levesque previously requested that the building be no closer than 36 feet from' the landward edge of the existing trail pavement. The site plan is in compliance with this request. A typical section through the Levee shows the minimum 36 foot offset condition and the location of utilities. The utilities are located outside of the levee prism in the outer 5 feet of the 36 -foot offset. 06/29/98 NON 13:59 (TX /RX NO 52001 0 002 P.,O2 t• • P.K. ELECTRIC COMPANY 2324701 We have contacted Chief Oliva at the Tukwila Fire Department regarding requirements for fire acces's lane on the levee. He requested a letter from our soil engineer verifying that the levee would support a fire thick. Attached is a letter from our soil engineer specifying the improvements necessary to support 17 tons per axle. Chief Oliva also requested that the levee top be a minimum of 20 feet wide and that the surface be an ll weather material. We have provided 20 feet of width that will be either asphalt or gravel • As you are aware, King County has plans for a future levee improvement project. Since Opus is not in control of the schedule for this project we have designed the building and site improvements to work with either the existing or the revised levee condition. The "interim" levee alternative proposes that Opus widen the existing levee to 20 feet andad 10 feet of additional all weather material to the levee surface as required for the fire department access. The "future levee" alternative is for King County to construct their levee improvement project and as part of their project King County will provide a 20 -foo wide levee top with all weather surface as required by the Tukwila Fire Department. I Both alternatives provide the required fire department access. Item #5 TP &E, our traffic consultant, has revised the calculation for the mitigation fees based on PM peak hours. They have informed us that the ITE manual has been updated and th! revised mitigation fees based on the PM peak hours remains the same as previously �. calculate for the noon peak. I have attached a copy of the letter from TP &E. Please feel free to contact Larry Hobbs at TP &E if you have any questions regarding this revised calculation. Item #6 The call out for both the domestic and irrigation meter has been added to the plans. Both the roof drains and the water loop lines are located greater than 30 feet from landward edge of the existing trail pavement. This will keep both the roof drain and water loop lines out of both the "interim" and "future" levee prism. Item #7 Attached is a revised hydraulic report / pipe sizing and calculations for the proposed storm drainage system and oil/water separator. Item #8 We have been in contact with Don Williams at the Tukwila Parks & Recreation. He has reviewed the pedestrian trail access. We will submit the bollard design for both the Fire Department and Parks Department approval. P. 03 06/29/98 MON 13:59 [TX /RX NO 52001 Z003 • .. . ...�........ As you are well aware we are anxious to begin construction as soon as possible. It is important that we complete the construction of the utility lines located between the building and the levee as well as the rear footings and walls prior to King County commencing work on their levee improvement project.; We anticipate that this work will take approximately 6 weeks for Opus to complete. Please call me at (206) 749 -9484 should you have any questions. Very truly yours, WARREN COMPANY Dana Warren Enclosure P.K ELECTRIC COMPANY 2324701 • I 06/29/98 MON 13:59 [TX /RX NO 52001 10004 • 06/29/98 11:33 FAX 428 463 1712 OPUS NW LLC JUN - 29 -9B 00137 FROMiTRRRA AHBOCtATE0 • 'Ir..lohn Gordon , ' Opus,Nbrthwest, l.1•.0 • 200'. 112th ,Avenue'NE, Suite 205 % Bellevue, .Washiragtom' 98004 Subjbot; • Qeote 'Evaluation •Sbutheontec Sou#h.Ir P ar k , Site A • , South Glacier Street neer Ol Avenue South , • • Tukwila, Washington. • . • • Refr■npe: Geotechnicai Report; Southceriter,South Indistrlal Parr, Sited►„ by Tea Associates, Inc.,•dated • 'July $,•1997 par Jbhn: P.K.ELECTRIC COMPANY TERRA ASSOCIATES, Inc. : Consultants In Geotechnlcal.Engineering, Geology , ., • and ' Environmental. Earth Sci • • • 10 2006.21 4334 2324701 •,• 12525 Willows Road, Suite 101, Kirkland, Washington 9.8034 • Phone (425) 827.7777 f1I03 t'Aan •February 18,'19 • Pmject No. t-36 • As requested, we have completed.' a .limited subsurface investigation •along the Green River levee at• the wes •margin of the subject site, The purpose of our investigation was to evaluate la conditions in the levee and rov de , , geotechnlcal recomrotudations for construction of a f ro emergeatey access roadway. . • 'Rev f iew o e Febriagry 12, 199S•facsimile transmission from Alt. Wickes the existing levee will be wid neck to ' allow construction of a minimum 16-..foot wide roadway for fire trunk emerge cy acceis. 'Two -foot wide should is ', will be constructed on 'each side o the access roadway. We understand the access lane would only be used •for ,vehicular traffic in cases of 'emergency, • The City of Tukwila has indicened.the levee must be able to support: seventeen- toilituckloads. • • . SITE CONDYTIONS The approximately four to six -foot high levee extends along and• inside the sites' western margin. The paved Ch'iiste s tn Greenbelt Pail( Bicycle Trait is located on the 'crest of the, levee. The eastern sideslopei of like'. levee are inclined at 'approximately 1i1 (Horrzontal:Vertical) to 3:1; with the steeper slopes Ioazef elbng, I tha' northwestern edge of the site. -The 'mlddta end lower, portions of• the slope are heavily Vegetated with berry; brambles and shrubs. At some locations, small zones of shallow sloughing of the upper einbankment.fiills , an t$ -inch to 2 -foot thick layer an' soils consisting of gravelly silty sand, with 'cobbles. No significant sign instability' were•obscrved in the eastern emban)auent slope. • ' , ' . ; • P. OS 2/5 06/29/98 MON 13:59 ETX /RX NO 5200) It7j005 { • P. K. ELECTRIC COMPANY 06/29/98 11:33 FAX 425 453 1712 OPUS NW LLC JVN -7111-99 Bel37 ARONsTERRA ASSOCIATES rD1208e214a34 • Mr. John Gordon. February I8, 1998 • 2324701 • P.06 AC p 3/5 ' • Five,band test pits were excavated with a posthole digger to depthe ran sag fibnt two to four feet gear the top edge and toe'of the levees', eastern slope: Two test pits dug near the top of the slops showed a 1'.5 to 2=foot thick leyerof fill consisting of medium dense gravelly silty sold with. cobbles_ • An, additional teat pit, .excavated further downslope, showed a one -foot thick layer of topsoil/fill overlying fill consisting of loess 'silty fine sand/sandy s le Two' tut pits excavated at dux slopes' toe showed similar silty fine sand/sandy Silt fill soils, but With a y • ' • higher relative dettsity'(loose to medium dense). The silty fill soils appeared to comprise reworked out -sits alluvial • fine sediments found in the area. • . ' •. • • • • •• . • DISCUSSION'AND 1 ECOM1VMIDATIONS • .. the top 18 'Indies to 2 feet oldie levee appears to consist of compacted gravelly silty Sand fill, with a thin S , laye of'asphaltic roue eie (AC) at the•bike trail location. Because of its gravel conttat and.compecred• mature, .analysis indicates the existing upper compacted gravel fill layer will provide suitable support for the aboye des gn' •'loading imposed Ill cases .of emttgerrey. •' Review of the provided cross - section shows.the levee will be widened by up'to tea feet beyond its eastern crest. To' provide stability, the new embankment •fi11'sbould be keyed and benched in the existing eiriberilaateat fir[. • he • • keyway and hntermedlate bench sutigrades should be ooinpeeted to provide a stable subgrade for the new :fil1.A • detail showing typical, key- and - belch• construction is shown on the •attached section. All fin used for 'embankment • • widening should be compacted as structural fill as •described In the referenced'geotechnical report.. • i • • i As discussed in the reiferenced report, the fill soils are extremely sensitive to moisture and will quickly degrade if , disturbed in wet conditions. We believe the on -site sandy silt/silty sand may be used as embankment fill pnnvlded construction occurs during an extended period of dry weather to aglow for drying the soils or the soils we +ended with cement additives t9 improve Et/engtli,and compatibility_ Alternatively, Imported pit run sand 'and graavel may ' be used for embankmtxlt.constructiof. The existing upper 18 inches of gravelly silty sand fill would be capable of supporting the desigl•traff'e loitd,o 1,7 . tons with limited load application (less than 100 vehicle trips). Analysis indicates a pavement base consisting f•a minlrnura 12 -inch thick layer of compacted gravel base should be planed on the compacted fill subgrade in the • • • widened portion' of the •embankment: The'•undedying subg'ade must be firm and unyielding prior to placing the gravel base layer. Altereatively, the top 12. inches can consist of soli cement base that exhibits a minimum se . day compressive strength of 500 pounds per square inch' (psi); as described in the Pavement section of the referenced report. A. wearing surface consisting of one inch of AC should then be placed over the, gravel or oil • cement•tiese. 1 The existing levee soils tend new acce lane will provide satisfe tort' driving conditions for limited etnerg ncy access vehicle traffic. • Sotne•'tutting of the paved surface should be expected under repeated heavy trunk loads, • particularly where traffic drives on the existing relatively,thin bicycle path seeface. The pote etiat•for ratting i&the widened portion of the access' lane could be reduced by,piacing a geote separation fabric, stick as Mirafi 5¢6X, on the embankment fill•Aab prior to the overlyino gravel hasp layer, I • , Project No. T-3613 Page l∎ 0, 06/29/98 MUN 13:59 [TX /RX NO 52001 gh006 ; gat ;' 4 4 ; M. John Gordon February 1 x,19'98 Kevin P. Roberts, P Project Engineer GWWG :PrinCiind En • KPB/TIS:dvP cc:. ; Mr. Da P.K.ELECTRIC COMPANY 0005 UN- 29 0B• 37 FROM.'EEIERA ASSOCIATES It, .206B214,134 PAGE 4(5 ny questions or requke add}tional 1 . 06/29/68 11:34 FAX 425;455 1712 OPUS NW LLC • • We trust this information 15 suf f iciest for your current needs. If yen have information, phase oat. Sincerely yours, ; TKRRA ASSOCIATES; INC. , . 9 • 0. • 1 2324701 I 06/29/98 MON 13:59 [TX /RX NO 52001 P.07 Project No, F-36131 Poge,No.3 �1 } 06/29/98 11:34 PAi 453 1712 OPUS NW LLC JUN- 29 -88 06.36 OROM . TERRA ASSOCIATES i ,• } : s • •1 S • ♦• .k. a . . TERRA • . AS .•••• .tie, $ c P. ELECTRIC COMPANY t %......__,, r� • ,. . > ° �!� ,v kQt.L a+1 :- ' 4.."1n.1..•r. s L „ a VirtArA ;At* CrMP� C ' IMO14"Aic amid ' N - 0. \b' ' V • PRO JECT ' . w;ac j 1 +. ,1�. �•0.t .t 1a.4 L � cis. LOCATION' Tv. (. • 2324701 ID r20E8214234 Peltou./ 11\13•d.0 ' z 1=.+� �1�r. • ■ ∎ • BY en CHOW • • SLIENr . • �r 11 S , DAM 2 -/7' • TI '►.cat .., wad aha . • Gow R c,r Lev Widenfi.% Tr✓ �c .w c la. 1 W . i 17S7S Witlnw,s Rd Stq,10f + Kirkland, WA 98034• (206)'821=7777 P. 08 £0 J PA= S/5 : • • J SHEET 364k 06/29/98 MUN 13:59 ITX /RX NO 5200) QJ008 • • JUN 23 '98 15;44 'won M. 918HOP P.E. P, IdrrW VIP M. ENOGA. P.C. Vicr Pi .Ideal Mr. Dana Warren WARREN COMPANY 500 Union St., Suite 900 Seattle, WA 98101 Re: Glacier Building and Cascade Building Traffic Impact Fees LDH:es TO- 2067499483 P. ELECTRIC COMPANY FROM- 2324701 T -163 P.02/02 F -700 TRANSPORTATION PLANNING & ENGINEERING, INC. If you have any questions please call me. 2101 • 112th AVENUE N.E., SUITE 110 — BELLEVUE, WASHINOTO TELEPHONE (4Z5) 4 FACSIMILE (425) 4 June 23, 1998 Dear Mr. Warren: Per your request we were set to calculate the pro -rata share contributions for City street Improvement projects based on PM peak hour traffic volumes rather than noon peak traffic volumes as contained in our reports dated July 28. 1997 for the above projects. The project traffic volumes generated during the noon peak are approximately 68% of the PM peak hour traffic volumes generated according to the data used at the I . time of the reports. Since the reports were written, however, a new edition of the • Institute of Transportation Engineers (ITE) TrJo Generon, has been published. The I warehouse category (Land Use 150) in the new sixth edition (1997) has been updated to reflect the malt current information. There Is a substantial difference in the rates for calculating trip generation for a warehouse. The fifth edition has a rate of 0.74 trips per 1,000 square feast of building area and the sixth edition has a rate of 0.51 trips per 1,000 square feet. ThEI new rate Is, coincidentally, 88 percent of the old rate. Therefore, the noon peak hour trips presented in our reports can be considered the same as the PM peak hour trips using the most updated trip generation information available. Ati noonl peak hour fees calculated in Table 2 of our reports can be used for the PM peak hour trips generated. Very truly yours, TRANSPORTATION PLANNING & ENGINEERING, NC. Larry D. bbs, P.E. Transportation Engineer TO83297xtrs;doc I . 06 /29 /98 MON 3 ITX /RX NO 5200J Q009 9ed04 ' • sal2o 3.7180 CITY OF TUKWILA Id: ACTP130 Keyword: UACT Activity Maintenance - Valuation Calculator Permit No: EST96 -01 Status: PENDING Valuation Summary Occupancy Warehouses Offices Enter factors or Type Type III N Type III N Date of Factor 24.38 56.50 Subtotal: 80,504 2,219,647.52. Multiplier 1.00: 2,219,647.52 Addl Fixed Amount: 3,600.00 Total Valuation: 2,223,247.52 F2= Select Occupancy ESC =Exit Val Calc (ac'er Table used: 04/01/1996 Sq. Feet Valuation 72,504 1,767,647.52 8,000 452,000.00 MAR -26 -99 11 :05 FROM:TERRA ASSOCIATES Dear Joe: Mr. Joe Orr Opus Northwest, LLC • 915 —118th Avenue SE, Suite 300 Bellevue, Washington 98005 Subject Final Letter Earthwork Observation and Testing Services Glacier Building . Tukwila, Washington Reference: • Geotechnical Report, Southcenter South Industrial Park Site •A, Project No. T -3613, prepared by Terra Associates, Inc.; dated•ruly 8, 1997 As requested, beginning on April 22, 1998 and continuing through .October 15, 1998, we have provided . earthwork observation and testing services for the subject,project. The purpose, or our work was to • verify that the geotechnical. engineering aspects of the project were completed in accordance with • recommendations outlined in the referenced geotechnical• report and the approved City of Tulcwila construction drawings. Our services on the project consisted of observation and testing of the following elements: • Building fill subgrade • Structural fill placement and compaction • Foundation subgrades . • : Building floor subgrades • Pavement subgrade • Utility trench backfill. ERRA ASSOCIATES, Inc. Consultants in Geotechnical •Engineering, Geology •and • Environmental Earth Sciences ID :2088214334 PAGE 2/3 12525 Willows Road; Suite 1.01, Kirkland, Washington 98034 Phone (4251 821 -7777 • Fax (425) 821 -4334 • terra®terra associates.com March 26, 1999 • Project No. T- 3613 -5 MAR -26 -99 11 :05 FROM :TERRA ASSOCIATES Mr. Joe Orr March•26,1999 Sincerely yours; • TERRA ASSOCIA? 6 ' 44.2fifi' Theodore J. Schepper, • Principal Engineer TJS:•ts EXPIRES 6 (1s/99 J cc: Mr. Harry DeMarre, Opus Northwest, LLC • ID :2069214334 PAGE 3/3 . We also reviewed settlement data obtained from survey readings of settlement markers installed on the • • native subgrade prior to placing building fills. At the north perimeter of the'site;• a vertical grade'break was to be supported by a reinforced fill /rockery . wall. We provided a' design detail for this construction along with a design• meriiorandurn dated October 1, 1998: During • •grading, it was • observed that there was • sufficient room :to .grade ••• a 2:1' (Horizontal:Vertical) slope off the north perimeter and, therefore, the rockery was not needed. , Based on our observations and testing, it is' our opinion that the geoteclmical' engineering elernents of building construction were completed in general accordance with our recommendations and approved • City of Tukwila construction drawings: 'Results of compaction testing indicate that, in the areas tested, structural fill and utility trench backfill was compacted to the minimum required density of 95 'percent 'of the soil's maximum dry density as determined by ASTM Test Designation D -698 (Standard•Proctor). Foundation subgrades that Were examined by our representative were found to be firm and stable, and • capable of supporting foundations dimensioned for the recommended allowable bearing capacity of . 2,500 pounds per square foot (psf). The opportunity to be of service to Opus Northwest; ',LC on this project is appreciated. If you have 'any questions or require. additional • ;�� • =on, please call; Project No: T- 3613 -5 ' ' Page No; 2 • 03/25/1999 23:34 FROM CUSTOM ROOFING, INC. " µ TO 9 252518277 ��� `. P.O , 4 � ;Y,M:41:;.'(:.'. }:.;;n • CaIom , • 6001 5 1H AVENUE SOUTH SEATTl,E,W ; *6 }08 • PHONE 762 -0170 Opus Northwest L.L.C. ' attached is the specification on expansion OAL Steve Larson, President • e p.lacier up roof , ,e0 also Ot material. ; • .... 3 -24 -1999 9:57AM FROM AAR TESTING LAB 4258815441 Fireproofing. Aggreyale . Si'`rjtorote 0nGieiR M a •`3 U Il I y A a p R o o f i n g i' i I i Il C1 t e e I + n i i s o o • ti' March 24, 1999 A.A.R. TESTING File: 98 -292 LABORATORY, INC. Dave Larson City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Glacier /Cascade Address: 6540 S. Glacier Permit No.: 'D98 0153 This is to advise you that special inspections are completed, on the above referenced project, The following inspections were required and copies of all inspection reports have already been forwarded to you. 1. Reinforced concrete 2, Structural steel erection to include on site welding 3. Expansion anchor installation To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, UBC and related codes and /or verbal or written Instructions from the Engineer of Record. Sincerely, A,A.R, TESTING LABORATORY, INC, ;‘,,/4-4 &Lab.%) Kimberle Anderson President cc: Opus Northwest LLC -Wayne Eddy Opus Northwest LLC -faxed to jobsite Tel: 881 -5812 Fax 881 -5441 • P. O. Box 2523, Redmond, WA 98073 P. 2 CONSTRUCTION INt■PCCTION amp MnTISIGA4 IL t ItIL NIY IONALLY sCCAEOITEO LAUORATOAY SHEET NO. NO. OF DOCUMENTS DATE DESCRIPTION A2.01 4 3/19/99 Floor Plan for the Glacier Building A6.01 4 3/19/99 Revision to the Electrical Room and relocation of the ladder. OPUS Opus Northwest LLC 915 — 118 TH Avenue SE Suite 300 Bellevue, Washington 98005 Prepared by Terra These are transmitted: x For Approval For Your Use _As Requested Notes: Brenda these are revison it would be great Thanks. ' ULL- 1 To: Brenda City of Tukwila TRANSMITTAL Phone: (425) 453 -4100 Fax: (425) 453 -1712 Date 3/19/99 Re: Revision for Glacier Building We are sending you: [ X ] Attached [ ] Under Separate Cover [ X ] VIA Courier The Following: [ ] Photo [ ] Copy [ ] Plans [ ] Samples [ ] Specifications [ ] Shop Drawings [ ] Change Order [ ] Sepias [ ] Interim Services Authorization _ Approved For Your Information and Files Approved As Noted For Bids Due _ Not Approved For Review and Comment necessary for our sign off for C of 0 next week. Because this is a small if these could be pushed through quickly. I appreciate all of your help. cc: Sincerely, OPUS NORTHWEST LLC RECEIVED CITY OF 'TUKWILA ma 2 2 1999 C ENTER TO: Brenda Holt, Permit Coordinator FROM: Joanna J. Spencer, Public Works Development Engineer DATE: February 22, 1999 SUBJECT: Glacier Business Park On Site Sidewalk Modification Revision No. 2 ( Received on 1/25/1999 ) Permit Number: D98 -0153 Review Approval JJS /jjs City of Tukwila Department of Public Works cc : Applicant (with copy of revised plans) Development File (with copy of revised plans) PW Utilities Inspector (with copy of revised plans) John W. Rants, Mayor Ross A. Earnst, P. E., Director The above revision submittal, sheet A1.01, which involves change in sidewalk location due to slope of the ground has approved on February 22, 1999 with a condition that the existing power vault has to be removed, relocated or placed underground if left within the sidewalk area. This approval has been entered into the Sierra Permit System. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431-3665 SHEET NO. NO. OF ORIGINALS NO. OF COPIES DATE DESCRIPTION 3 -ea Glacier Building rockery design 0.4 OPUS Opus Northwest, L.L.C. 200 - 112th Avenue NE Project Phone:(425) 251 -1512 Suite 205 Bellevue, Washington 98004 GLACIER/CASCADE BUSINESS CENTER TRANSMITTAL To: City of Tuwila 6300 — South Center Blvd. Tukwila Washington 98188 ATTN: Phone: Fax; Project Fax:(425) 251 - 5759 Date: 10/1/1998 Job Re: Glacier Cascade We are sending you: [X] Attached [ ] Under Separate Cover [X] VIA Handdelivered The Following: [ ] Copy of Letter [ ] Prints [X] Plans [ ] Shop Drawings [ ] Change Order [ ] Sepias [ ] Samples [ ] Specifications [] Prepared by: These are transmitted: _For Approval _ Approved _ For Your Information X For Your Use _ Approved As Noted _ For Bids Due _ As Requested _ Not Approved For Review and Comment Notes: RECEIVED cc: Sincerely, CITY OF TUKWILA OPUS NORTHWEST, L.L.C. ILI i ayne ddy, Project ager OCT 0 1 1998 PERMIT CENTER TO: FROM: DATE: SUBJECT: JJS /j j s City of Tukwila Department of Public Works Permit Center NOTIFICATION OF UTILITY PERMIT ACTION Public Works Engineering August 21, 1998 Glacier Business Park Project No: PRE97 -021 Permit Number: D98 -0153 Contact Person: Dana Warren Phone: (206)749 -9484 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON AUGUST 21,1998: Landscape Irrigation Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. CF: Development File (with copy of application and plans) PW Utilities Inspector (with copy of application and plans) PERMIT FEE 25.00 TOTAL: $25.00 John W. Rants, Mayor Ross A. Earnst, P. E., Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 4334179 • Fax (206) 4313665 August 19, 1998 John Gordon Opus NW 200 - 112th Avenue NE, #205 Bellevue, WA 98005 Dear Mr. Gordon: SUBJECT: CORRECTION LETTER #2 Development Permit Application Number D98 -0153 Glacier Business Park 6540 S Glacier St This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Public Works Department. At this time the Building Department, Fire Department, Planning Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your review does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431- 3671. Sincerely, Brenda Holt Permit Technician Enclosures File: D98.0153 l` City of Tukwila John W Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 441.3670 • Fax (206) 4313665 City of Tukwila Department of Public Works PUBLIC WORKS DEPARTMENT COMMENTS DATE: August 18, 1998 PROJECT NAME: Glacier Building PLAN CHECK NO.: D98 -0153 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. John W. Rants, Mayor Ross A. Earnst, P. E., Director 1. Please revise the landscape plans to match the latest approved site plan, refer to Civil drawing C -1. Label the agreed set back for the building for future levee construction and revise the landscape island at the NW property corner. 2. Revise sheet A1.01 to reflect the latest approved site plan layout. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax (206) 4313665 OPUS. ' , " ••• • " ." • • • • August 14, 1998 Joanna Spencer Department of Public Works City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 Very truly yours, OPUS Northwest Wayne E dy CC: Dana Warren Opus Northwest LLC 200 - 112th Avenue NE Suite 205 Bellevue, Washington 98004 425-453-4100 Fax 425-453-1712 Re: Building Permit #MI98-0129 Glacier Business Park — Utility Permit Opus Northwest, Inc. - Dear Ms. Spencer, Per your request I am writing this letter to confirm our discussiori regarding the fire access lane on top of the levee. I have had a discussion with Andy Levesque at King County regarding their proposal to replace the existing trail on the relocated levee. King County is prepared to construct the levee with a 20 foot wide top section Consisting of a 12 foot wide trail with 4 foot shoulders. King County's standard trail pavement section for a levee trail is 5 inches of crushed rock with 2 inches of asphalt. Opus will upgrade this section to provide what is needed to support. fire trucks. It is our understanding that the City of Tukwila has proposed a pavement section at the fire lane of 12 inches of rock ballast, with 4 inches of crushed rock and 3 inches of asphalt for a total thickness of 19 inches. Opus will agree to provide an all weather section that will support fire truck loads which is either; the 19 inch section requested by the City of Tukwila or another section certified by a soils engineer that will support a 40,000 lb fire truck. 148.0 CITY ° tlt /LA IUG 1 4 1998 PE Rmir cenn Reid iddleton July 31, 1998 File No. 24 -98- 022 - 001 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Glacier Business Park (D98- 0153) Dear Mr. Griffin: We reviewed information for the proposed project for compliance with the structural provisions of the 1994 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. It appears the applicant has responded successfully to our previous review letter, dated July 15, 1998. We therefore have no additional comments. Enclosed are the drawings, structural calculations, geotechnical report, and correspondence from the engineer for your records. A copy of this letter has been forwarded to the architect, Sconzo - Hallstrom Architects for your convenience. If you have any questions or require any additional clarification, please call me. Sincerely, Reid Middleton, Inc. Da id B. Sianson, P.E. Wade A. Damey Project Ma ager Plan Review Engineer bjr\wl\plruuevw\tukwila\98\1001 r2.doc \wacN:aw -qc Enclosures cc: Mr. John Gordon, Opus NW LCC Sconzo- Hallstrom Architects (Fax) RECEIVED CITY OF TUKWILA AUG 0 3 1998 PERMIT CENTER Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 Reid . id'dl July 15, 1998 File No. 24 -98- 022 - 001 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Glacier Business Park (D98 -0153) Dear Mr. Griffin: We reviewed information for the proposed project for compliance with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed: General and Foundation 1. Items requiring structural observation per UBC Section 1702 should be identified on the drawings. 2. Foundation Note 9, Sheet S2.01, identifies 3/4 -inch expansion anchors with 5 inch embedment. In accordance with UBC Section 1912.6.2, ICBO Evaluation Report ER -4627 specifies a minimum base material thickness of 1.3 times the embedment depth (i.e., 6 rf inch); however, a 6 -inch thick pour strip is called out on Sheet S2.01. Vertical i Al . RECEIVED JUL 1 6 1998 COMMUNITY DEVELOPMENT 3. A 36 -inch parapet is shown on Sheet A5.02. The roof framing design should consider snow drift in accordance with UBC Section 1641.5. 4. Calculation page R1 identifies DF #2 lumber with an allowable bending stress of 900 psi. The specified lumber should be designed with an allowable base bending stress of 875 psi in accordance with UBC Table 23- I -A -1. 5. Calculation page R1 does not address joist deflection. The joist deflection appears to exceed the maximum allowable identified in UBC Table 16 -D when Euginec,s Planners Surveyors Reid Middleton, Inc. 128134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Duane Griffin, Building Official City of Tukwila July 15, 1998 File No. 24 -98- 022- 001 -01 Page 2 subjected to dead load and snow load. The dead load deflection should also consider the effects of possible ponding per UBC Section 1605.6. 6. A future mezzanine at 12 feet above the finished floor is shown on Sheet A5.01; however, Sheet S1.01, Section 1.3, does not address design criteria for mezzanines in accordance with UBC Table 16 -A. 7. A 5 1/8 x 13' glulam beam is shown on Sheet 53.01 at the future mezzanine level. Design calculations should be submitted for our review. 8. Calculation page P6 does not appear to address loads due to the future mezzanine. Additional calculations should be submitted for our review. Lateral 9. The calculations on page F4 identify Buildings D and E as designed for future mezzanine loads. Seismic dead load for a mezzanine should include applicable portions of other loads as identified in UBC Section 1628.1. 10. Buildings B and C are not symmetrical about their major orthogonal axes; therefore, the structures have plan irregularity Type 5, nonparallel systems, per UBC Table 16 -M. Provisions should be made for the effects of earthquake forces acting in a direction other than the principal axes in accordance with UBC Section 1631.1. 11. A 4 x 6 continuous ledger with diaphragm boundary nailing is shown in Section 3/S3.02. Wood ledgers should not be used in cross -grain bending per UBC Section 1631.2.9.5. In addition, a minimum horizontal force of 200 pounds per lineal foot should be applied in accordance with UBC Section 1611. 12. A HILTI HSL -M20 heavy -duty anchor with 5 1 -inch embedment is shown in Section 10/S3.02. In accordance with UBC Section 1912.6.2, ICBO Evaluation Report ER -3987 specifies a minimum base material thickness of 200 mm (8 5/8 inch); however, a 7 '/a -inch thick panel is called out on Sheet 54.01. The review comments listed above should be responded in itemized letter form. We recommend the permit applicant have the Structural Engineer of Record, AHBL, respond to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office. We forwarded a copy Reid iddleton Mr. Duane Griffin, Buildih Official City of Tukwila July 15, 1998 File No. 24 -98- 022 - 001 -01 Page 3 J.P. Thompson, P.E. Senior Engineer vll\wt\p1anrevw\tukwila\98\1001 r1.doc \jpt cc: Mr. John Gordon, Opus NW LCC Sconzo- Hallstrom Architects (Fax) of this letter to the architect, Sconzo Hallstrom Architects, and to the owner, Opus NW LCC, for your convenience. Please note corrections or comments made during the review process do not relieve the project applicant or designer from compliance with requirements of codes, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Kyle K. Ya atsuka, E.I.T. P la Review Engineer Reid iddleton DRAFT July 13, 1998 File No. 24 -98- 022 - 001 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Glacier Business Park (D98 -0153) Dear Mr. Griffin: General and Foundation We reviewed information for the proposed project for compliance with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed: 1. Items requiring Structural Observation per UBC Section 1702 should be identified on the drawings. 2. Drawing S2.01, Foundation Note 9, identifies 3 /4" expansion anchor with 5" embedment. In accordance with UBC Section 1912.6.2, ICBO Evaluation Report ER -4627 specifies a minimum base material thickness of 1.3 times the embedment depth (i.e., 6 ' /z "). Drawing S2.01 identifies the pour strip as only 6" thick. Vertical 3. Drawing A5.02 identifies a 36" parapet. Snow Drift Loads shall be included in the Roof Framing calculations in accordance with UBC Section 1641.5. 4. Calculation page RI identifies DF #2 Fb = 900 psi. This does not appear to be in accordance with UBC Table 23- I -A -1, DF #2 Fb = 875 psi. Please verify. 5. Calculation page R1 does not address joist deflection. Considering Dead, Snow and Drift Loads, the deflection exceeds the maximum allowable identified in UBC Table 16 -D. Dead Load deflection shall also consider possible ponding per UBC Section 1605.6 :: ^ , Mr. Duane Griffin, Builc g Official City of Tukwila July 13, 1998 File No. 24 -98- 022 - 001 -01 Page 2 6. Drawing A5.01 identifies a Future Mezzanine at 12' -0" above finished floor. Drawing S1.01 Section 1.3 does not address Mezzanine design criteria from UBC Table 16 -A. 7. Drawing 53.01 identifies a 5 1/8 x 13 1/2 Glu -lam Beam at the Future Mezzanine level. Calculations could not be located for existing Gravity Dead plus Lateral Wind Loading. Additionally, please provide calculations for Future Mezzanine Gravity Dead and Live Loads plus Lateral Seismic Dead and Live Loads in accordance with UBC Section 1628.1. 8. Calculation page P6 does not appear to address loads due to a Future Mezzanine. Additional calculations need to be provided for review. Lateral 9. The calculations on page F4 identify Buildings D and E as designed for Future Mezzanine loads. Seismic Dead Load for a Mezzanine shall include applicable portions of other loads as identified in UBC Section 1628.1. 10. Per UBC Table 16 -M, Buildings B and C are not symmetrical about their major orthogonal axes. Provisions shall be made for the effects of earthquake forces acting in a direction other than the principal axes in accordance with UBC Section 1631.1. 11. Section 3 / S3.02 shows a 4 x 6 continuous ledger with diaphragm boundary nailing. Per UBC Section 1631.2.9.5, wood ledgers shall not be used in cross - grain bending. A minimum horizontal force of 200 pounds per lineal foot shall be applied in accordance with UBC Section 1611. 12. Section 10 / S3.02 identifies a HILTI HSL -M20 heavy duty anchor with 5 %" embedment. In accordance with UBC Section 1912.6.2, ICBO Evaluation Report ER -3987 specifies a minimum base material thickness of 200 mm (8 5/8 "). Drawing 54.01 identifies the panel as only 7 '/4" thick. The review comments listed above should be responded in itemized letter form. We recommend the permit applicant have the Structural Engineer of Record, AHBL, respond to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office. We have forwarded a copy of this letter to the architect, Sconzo Hallstrom Architects, for your convenience. Mr. Duane Griffin, BuilcL Official City of Tukwila July 13, 1998 File No. 24 -98- 022 - 001 -01 Page 3 Please note corrections or comments made during the review process do not relieve the project applicant or designer from compliance with requirements of codes, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. David B. Swanson, P.E. xxx, E.I.T. Project Manager Plan Review Engineer h:\ doc \wf\planrevw \tukwila \98 \t000r l .doc\ Enclosures cc: Mr. xxx NO. COPIES DATE NO. DESCRIPTION 1 ."4.& se-1zy 1 g4,...._ 1:42 . C o 04.5cc.. Woe, !jam 61- A GI CIVIL & STRUCTURAL ENGINEERS • LAND PLANNERS • LANDSCAPE ARCHITECTS Letter of Transmittal TO* .vta. War r€ n. War Corm.p&I 5 Une Sf-Y s01f goo SIGNED* S la) 98/0/ WE ARE SENDING: THESE ARE TRANSMITTED as checked below: ❑ FOR REVIEW / COMMENT ❑ FOR APPROVAL ❑ APPROVED AS NOTED ❑ PER YOUR REQUEST REMARKS* .&14- CC: Project No. Project Name: 6/ /Ca sc_.. 4c._ Regarding: Date: 2215 NORTH 30th SUITE 300 • TACOMA, WA 98403 • (206) 383 -2422 • FAX (206) 383 -2572 97/9/. /o/97339. 973313 /O ❑ FOR YOUR USE June 29, 1998 Mr. Dana Warren Warren Company 300 Union Street, #900 Seattle, Washington 98101 Dear Mr. Warren: City of Tukwila Department of Community Development Steve Lancaster, Director SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D98 -0153 Glacier Business Park 6540 S Glacier St John W. Rants, Mayor This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Division and the Public Works Department. At this time the Building Division and the Fire Department have no comments regarding your application for permit. The City requires that two (2) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, '70th.602-L Kelcie J. Peterson Permit Coordinator Enclosures File: D98 -0153 6300 Southcenter Boulevard, Suite 000 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 City of Tukwila Department of Community Development Steve Lancaster, Director PLANNING DIVISION REVIEW June 26, 1998 To: From: RE: cc: Don Williams Permit Center Alexa Berlow, Associate Planner (206) 431 -3673 Glacier Business Park D97 -0153 Building Permit Associated Permits: L97 -0042 Design Review L97 -0043 Shoreline Substantial Development Permit E97 -0017 SEPA The planning division denies the building permit site plan for Glacier Business Park. The following item is outstanding: (a) On the Site Plan and Planting Plan, increase the dike trail by 10 feet to 20 feet, per Fire Deparment Ordinance 1741 and 1749. This must include a two (2) foot shoulder on either side of the trail, required by the Parks Department. Note: The proposed bollards must conform to standard design specifications. The applicant must contact the Parks Department Director, Don Williams (433 -1843) for review and approval. John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax. (206) 4313665 ( PUBLIC WORKS D PARTMENT COMMENTS DATE: JUNE 9, 1998 PROJECT: Glacier Bldg D98 -0153 PERMIT NO: PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 1. Revise plans per attach mark -up (Markup was forwarded to Mr Dana Warren on 6/05/98). 2. Submit a Landscape Irrigation plan. 3. Provide a dike /riverbank maintenance easement per King County Dept. Of Natural Resources, contact Mr Andy Levesque @ (206)433 -1859. 4. Show riverbank cross sections using survey data all the way to the edge of the proposed bulding. Cordinate riverbank cross - sections /fire department access road with Chief Nick Olivas, Tukwila Fire Dept. @(206)433 -1859 and Mr Andy Levesque, King Conty Dept. Of Natural Resources @ (206)296 -6519. Please note that approval from Mr Andy Levesque is required before PW can accept your revised plans for further review. 5. Traffic mitigation fees shall be adjusted and approved by Public Works prior to issue of the permit. Please revise your traffic study mitigation table using PM peak hours distribution. 6. Add water meter callout on sht. C1 and bring the water line outside of the levee prism slope, closer to the building. 7. Submit a hydraulic report/pipe sizing & calcs for proposed storm drainage system and oil /water separator sizing. 8. Coordinate trail access and trail easements with Don Williams, Tukwila Parks & Recreation Director @ (206) 433 -1843. re-pare-4i -see ca May 28, 1998 . Crystal Kolke Robert Fossatti Associates 2212 Camas Circle SE Renton, WA 98055 RE: 98 - - 017 - Glacier Business Park - (D98 -0153) Dear Crystal: Please do structural review per U.B.C., 1994 Edition. If you have any questions, please call me at 206 - 431 -3671. Sincerely, 1/ Brenda Holt Permit Technician Enclosures Z City of Tukwila XC: Permit No. D98 -0153 John W. Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 May 28, 1998 John Gordon Opus Northwest 200 - 112th Avenue NE, #205 Bellevue, WA 98005 Dear Mr. Gordon: SUBJECT: LETTER OF COMPLETE APPLICATION Development Permit Application Number D98 -0153 Glacier Cascade Business Center 6540 South Glacier Street This letter is to inform you that your permit application received at the City of Tukwila Permit Center on May 8, 1998, was reviewed at the May 12, 1998, plan review meeting. Your application has now been determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431 -3671. Sincerely, Brenda Holt Permit Technician File: D98 -0153 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax. (206) 431.3665 John W. Rants, Mayor Steve Lancaster, Director OPUS May 5, 1998 City of Tukwila 6200 Southcenter Blvd Tukwila WA 98188 Ladies and Gentlemen: Please accept this letter as our Authorization for the following firm to act as our agent, and submit permit applications and obtain permits on our behalf: Tony Sconzo SCONZO /HALLSTROM 919 124th Ave NE Bellevue WA 98005 , s Northwest LLC 200.112th Avenue NE Suite 205 Bellevue, Washington 98004 425.453.4100 Fax 425.453 -1712 (425) 455 -3203 Please call me at (425) 453 -4100 if you have any questions. Sincerely, Harry DeMarre Director of Construction HD:ess STATE OF WASHINGTON ) )ss. COUNTY OF KING ) I certify that I know or have satisfactory evidence that ' t4 it.ltkaig is the person who appeared before me, and said person acknowledged that he /she signed this instrument, on oath stated that he /she was authorized to execute the instrument and acknowledged it, as the Dtttc7oL of C.61.4STt Opus Northwest L.L.C., to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: 515)% (Signature of Notary Public) GU tw h-- 1 57 (Printed Name of Notary Public) My Appointment expires Residing at Snt0}fiM W, ■A It113100 RECEIVED art OF TUKWILA MAY 1 1 1998 Opus Northwest LLC is an affiliate of the Opus group of companies - Architects, Contractors, Developers Chicago, Columbus, Dallas, Denver, Ft. Lauderdale, Milwaukee, Minneapolis, Pensacola, Phoenix, Sacramento, San Francisco, Seattle, Tampa, Washi t.CJ4TER City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, Wa 98188 Re: Application for Lot Consolidation for Glacier Cascade Business Center The following Permits and /or applications have been applied for this project: 1. Design Review #97 -0042 2. SEPA - Determination of Non - Significance issued on September 15,1997 3. Grading Permit Application # MI97 -0147 4. Shorelines substantial development (part of Design review Application) ACTIVITY NUMBER: 098 -0153 DATE: 3 -22 -99 PROJECT NAME: GLACIER CASCADE BUSINESS CENTER— GLACIER BLDG. Original. Plan Submittal Response to Incomplete Letter Response to Correction Letter # XX Revision # 4 After Permit Is. Issued DEPARTMENTS: B il'd n�Division � o Pu lic Wor s s TUES /THURS ROUTING: Approved \PR•ROUTE.DOC 6/96 Qxm'iA ■ CxoTS • PLAN REVIEW /ROUTING SLIP • Fire Prevention Structural a Routed by Staff (if routed by staff, make copy to master file and enter into Sierra) Approved ❑ Approved with Conditions ❑ Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 3 -23 -99 Complete ❑ Incomplete ❑ Comments: Not Applicable ❑ Please Route ❑ No further Review Required REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 4 -20 -99 Approved with Conditions E Not Approved (attach comments) E REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION,: DUE DATE: Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: � :. ... .. ACTIVITY NUMBER: D98 -0153 DATE: 3 -19 -99 PROJECT NAME: GLACIER BUSINESS PARK Original Plan Submittal Response to Correction Letter # Response to. Incomplete. Letter xx Revision # 3 AfterPermit Is Issued DEPARTMENTS: Building Division ❑ Public Works ck_rrnif Coovel • COP9 PLAN REVIEW /ROUTING SLIP Structural TUES /THURS ROUTING: Please Route \PR- ROUTE.000 6/98 Fire Prevention C n DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 3 -23 -99 Complete Incomplete 0 Not Applicable 0 Comments: Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) A Planning Division 54 4p 7 -moo -ci' mist Permit Coordinator No further Review Required REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 4 - 20 - 99 Approved 0 Approved with Conditions 0 Not Approved (attach comments) 0 REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved 0 Approved with Conditions 0 Not Approved (attach comments) 0 REVIEWERS INITIALS: DATE: DEPARTMENTS: Building Division n Public Works ACTIVITY NUMBER: D98 -0153 DATE: 1 -25-99 PROJECT NAME: GLACIER BUSINESS PARR Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # XX Revision # 2 After Permit Is Issued PLAN R / ? Ccs4 o T G SLIP Complete n Incomplete TUES /THURS ROUTING: Please Route Approved \PR•ROUTE.000 6 /9B Fire Preygntion Structura} DETERMINATION OF COMPLETENESS: (Tues, Thurs) Approved Approved with Conditions ❑ Planning Division ( ermit Coordinator Routed by Staff (if routed by staff, make copy to master file and enter into Sierra) D UE DATE: 1 -26 -99 Not Applicable ❑ Comments: No further Review Required REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 2 - 23 - 99 Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE. DEPARTMENTS: * Ain din Division r i o o r . ks DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete n Incomplete E Comments: TUES /THURS ROUTING: Approved E 1PR•ROU1 E.DOC 6/ PLAN REVI W ROUTI�JG SLIP Fire Prevention 10-6-c Structural ACTIVITY NUMBER: D98 -0153 DATE: 10 -2 -98 PROJECT NAME: GLACIER BUSINESS PARK Original Plan Submittal Response to Incomplete Letter Response to Correction Letter. # X Revision # 1.; After Permit Is Issued y n r Planning Division t Iv - a Permit Coordinator DUE DATE: 10 -6 -98 Not Applicable n Please Route No further Review Required Routed by Staff El (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 11 -3 -98 Approved n Approved with Conditions E Not Approved (attach comments) Li REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved with Conditions Not Approved (attach comments) REVIEWERS INITIALS: DATE: Building Divign ❑ P ite r I pewit db./a PLAN REVIEW /ROUTING S11P ACTIVITY NUMBER: D98 -0153 DATE: 8 -19 -98 PROJECT NAME: GLACIER BUSINESS PARR Response to Incomplete Letter > Response to Correction Letter # Revision After Permit Is Issued Original Plan Submittal DEPARTMENTS: TUES /THURS ROUTING: Please Route \PR- ROUTE.DOC 6/98 Fire Prevention ❑ Structural n AA_ DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete 111 Incomplete n Comments: Routed by Staff (if routed by staff, make copy to master file and enter into Sierra) P annin Divi ion 4 ,62 yr< .S12t er rt Coordinator 11) DUE DATE: 8 -20 -98 No further Review Required Not Applicable n REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 9 -17 -98 Approved n Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION. DUE DATE. Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE. • DEPARTMENTS: ' Division r c VYorksb nktufct 6-6 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: -D96' O I S 3 DATE: PROJECT NAME: GIacr Bus/rrss ?ark Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # / Revision After Permit Is Issued A5ta Fire Prevention S ru ct ral DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Incomplete Aan CCA- /1freporlc in Division pic oor DUE DATE: 7//6 7 6 Not Applicable El Comments: TUES /THURS ROUTING: Please Route No further Review Required Routed by Staff ` (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 7/3O/ 9' O Approved E Approved with Conditions El Not proved (attach comments) pa) Crr(re 1(, L{' t2 maikd 8' I t- a 1/ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved Approved with Conditions Not Approved (attach comments) El REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 6/98 ACTIVITY NUMBER: DEPARTMENT: TUES /THURS ROUTING: \PK.ROUTE.DOC 1/98 PLA�N R VI SLIP DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete j Incomplete D98 -0153 DATE: 5 -8 -98 PROJECT NAME: GLACIER BUSINESS PARR 610 Fittca <<, rl� C6 Fire 1 4 5 nning givi n��� blic �{Vor s "t` " � Structural ermit Coordinator Comments: L' 0( (bit (€. off . Vi1 .j C.{ 5-2-3-1e) Please Route ❑ No further Review Required Routed by Staff (if routed by staff, make copy to master file and enter into Sierra) DUE DATE: 5 -12 -98 REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 5 -26 -98 Approved 17 Approved with Conditions ❑ Not Approved ( ttach comments) ❑ Coc(eckcon te-tieR b REVIEWERS INITIALS: DATE: Not Applicable CORRECTION DETERMINATION: DUE DATE: Approved E Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: • :'•. Revision 1 Date No. i Received Staff Initials Date Issued Staff Initials I I I I Summary of Revision: Summary of Revision: Ch an�e in S IOlewaJ Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials tea- I I-vs -qq 1 514 I " - aa - 1 . 9 1 fNA Summary of Revision: Ch an�e in S IOlewaJ k... I occ i bn doe 10 Slope of r? . ground. 7ree eli a - rc le rcrna.i Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials /3 I 3- IR-gq I C3H 41 I ID- I -q8 Summary of Revision: Qeviise p(a. rFin9s CL.ion3 �e6+ Side. O-F IOI • f j eli Received By: ,7. ,,l "e t kk- Revision No. Date I Received Staff 1 Initials Date Issued Date Issued Staff Initials 41 I ID- I -q8 I f3I-1 I 10- , .8 -9B eli Summary of Revision: Qocgerj p rr . 9 Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials y I 3 -aa -cfq I - I Summary of Revision: OP e r'ccal li�r��'l - 1 h kilig:fie 8 d `� Received By: )( e" C k je, PROJECT NAME:G CI( ^ SUSIneSS QarL PERM' NO:. l S- 0(63 Site Address: (f)5 5. � ICiO er St. Original Issue Date: 8- pi REVISION LOG (please print) (please print) (please print) (please print) please print Revision No. Date Received Date Issued Staff Initials i Date Issued Staff Initials I I b - f - els I I to -1 I IA Summary of Revision: Kn 6 O 4 fa/4 N Received By: Revision Date No. Received Staff Initials Date Issued Staff Initials i Summary of Revision: Summary of Revision: (►, f/(d yag, Co r i`iw10j 1 e .. _ Lo 1 .4,J; 7 Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials 42. I 1- 25-98 I 611 Summary of Revision: (►, f/(d yag, Co r i`iw10j 1 e .. _ Lo 1 .4,J; 7 dAAa - slop 4 i p i p 1 , - 11r4 1 .1 a PI 4 -{ v- h. Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials 1 1 1 Summary of Revision: Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials 1 1 Summary of Revision: Received By: PROJECT NAME: a filkiey,3 P1v4_.- Site Address: ( -_� S l -leteicv 5L REVISION LOG PERM NO:. 1218 — (01 Original Issue Date: 5-Z1 -'7 (please print) (please print) (please print) (please print) (please print DATE: 191(P) ., SUBMITTED TO: Bldg. CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL PLAN CHECK/PERMIT NUMBER: - CD) PROJECT NAME: (5\ LAS op A. GZAA, PROJECT ADDRESS: O S . (\ & c: - P11 CONTACT PERSON: c Of-4- . PHONE: 4D-S r 1511 . REVISION SUMMARY: e- F Owe l Li C -5\o t -b(-,- . SHEET NUMBER(S) frZ .O t A(D . 0 1 flECEI.V it c m? OF tit* 2199 "Cloud" or highlight all areas of revisions and date revisions. CITY USE ONLY Planning Fire REVISION NO,* Public Works lYis-o(53 3/19/96 CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Date: 7 • (a l • 11 ❑ Response to Incomplete Letter ❑ Response to Correction Letter Revision after Permit Issued Plan Check/Permit Number: LI 7 - 60 1)..) . -01�3 CD-&t/F). (A , oi l w - nv) Project Name: LA C/1 )'US 1 14 Project Address: 1 S Lt O ' • G E72 � ' . Contact Person: P A-N_A W Phone Number: ?-bb/ 7 - -- Summary of Revision: R Ev 1 >✓ LL PLAk-m &- L� _ SIDE 1.► h) 4T1 (t R cvlsto) P SGk l/Lt TZ.e vt Std s- z. r- REVISION N0, 3 Submitted to City of Tukwila Permit Center 3 - 1 ° 1 ^ . Entered in Sierra on - l - 11 , i' t 9 1999, t..+ Y.".:. V I: LO P Mi E t' Sheet Number(s) 2— "Cloud” or highlight all areas of revisions and date revisions. 3/4/99 r • 4I t'1 53/ PLANT SCHEDULE SRE STU ( QTY G If PRUNUS SARCEU1)I 'CCLUrI11PR15' 30 DIJJA PUCATA t10 Ir 4 11UA CORDATA 'GRE£IISPIRE' 15 I NM SFaLAFA (e) 103 1 PI:0ili11A X FRASERI 13 BOTANICAL WANE ,'.CRR RUORUII 'RED SLRISEI' CARPINUS DETULUS 'FASIIGIATA' 11ERIS 1111)R10 JAPONICA 105 S7'IRA.EA X OUMADA 'CCtDFL /JJE' MGURr1Ubl DAt101l l JURNLI /I PLICATIr.V TOLIENIOSUU 53 . t•1RURr;UV 1lr1Us —_ E . 1 0 20 110JA MIEN TAUS 'ViESIMCr1T' ; %e 307 /J1CT0STM UVA -UR,I 67 17 LEGEND COMMON NAME TREES RED SUNSET MAPLE PYRAMIDAL EUROPEAN COLUMNAR SMJIGCNT C �1 VESTERr1 RED GIitENSPI1(E LINDEN SNRUDS STAR UAr,11OUA ,•'7Il- 10RNOEA11cAu.d. T ERRY uIr EDAR ti'• 1'rvv Iu• 1 1/2' CAL ,N I /•j' C/tiL 1 I /2' CAL D -10' r 1/2' CA! REMARKS 'B & 13 D.1 D, 8' O.C. . IL 12' O.C. D O V, a ,,rx,•t. 2 CAL. FRASER'S RED TIP MO /141A 24' )4Ir1. CWT.; 4' O.C. SNOYA)RIFT PiERIS fro Ri=ot2 2 CAL. CONT.. 5' O.C. GOLDFRAIJE SPIRAEA Stu 0. v . i;wK I GAL cuff.. 3' O.C. DAVID VIBURNUM k-fi •t, •,A 1 CAL �� •�+- CG1L, 3' O.C. DDUDLEFILE WA/RUM rep >rw,1. air'!" Lit GAL. COAT., If O.C. LAURI/SRNUS Ftis 2.1' 14111. COAT., 4' O.C._ V.fS11 ARBC419T tE �21Lt_A.1.- 1 CAL CC'1L, O.C. GROUND COVER KI1lNIKIrl0lCK i I CAL. i Ccr1T.. 3' O.C. 0 Ic 0, 3' O.C. LAIN _EEO "D r. E LA R1 AR" 5EE R �C OE SP Ec LOOK FOR 11KC PLANT SYMBOLS AND PATTERNS TO LOCATE ALL PLANT MATERIALS NOTE 11;." c r'> 6, V REVISION N0. • . .• ,„ ••••• //1,„ ,• /.4wiriers.9*-",:veivefirec.•,• e otr tj • ;r 0 400 go) P ip f:: i#E,Rt4 Oki. ). 7 II 1411 •• l. T 1 1.3' d —7/ il ". ,; • I la .-r,, /if .: ,, l•A i 4 1 i, ,,. ., (.../If.:ur 71 /; / _ • :,.., M. :. : ;.:;.,.. i . : . ...: 1 ;::: , :::::./,-.1:',.... / \ ' 114) 40, 1 31.40;0 0 19 ■9,muk,... 41 i klqAi pf:0 4Arc ,,.....fsi L' IT U0I1 W.li■ IOC 11‘1pERZ ss IONS 25,12 1\11 2x IDEWALK___ EXTRUDED CURB —2a N 54- ;0 EXISTING TREES t ` N (DO NOT . DISTURB) �� + • PRESERVE"AND PROTECT EXISTING 1 TO MATCH EXISTING - BLEND GRAD SUBMITTED TO: Bldg. CITY OP TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: �g fr PLAN CHECK/PERMIT NUMBER: DBO5 PROJECT NAME: (•51a yep 9.v ICU/1;w PROJECT ADDRESS: `Q ^ D ' • (Ac. ckek. CONTACT PERSON: 3 t)YY -P . PHONE: i'2-j— 15/1 REVISION SUMMARY: Cl/?4/7 „Lit, �lI (.l JG /0‘..iff y7 V oLw, lope o j reswn.t. Tee amend `f abLe " SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. Planning rmda. Fire . REVISION" RECEIVED CITY OF TUKWILA .Jr.N 2. 5 19:39 PERMIT CENTER /06/1 / fie CITY USE ONLY Public, Works 3/19/96 DATE: SHEET NUMBER(S) SUBMITTED TO: Bldg; CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, .Tukwila, WA 98188 Telephone: (206) 431 -3670 s "Cloud" or highlight all areas of revisions and date revisions. Planning' Fire REVISION SUBMITTAL PLAN CHECK/PERMIT NUMBER: Dab l ✓ ✓ PROJECT NAME: C- j (Qc(er Bo3io ?ark PROJECT ADDRESS: (Q5 -i O 5 G lacI e Si CONTACT PERSON: \NC18ne l dd\( PHONE: Has a i- l51 a REVISION SUMMARY: 7 b e3 i 3 3 n RECEIVED CITY OF TUKWILA CITY USE ONLY REVISION N0. OCt� 1998 PERMIT erP R (A � -il 6""er(, Public Works 3/19/96 REVISION SUBMITTAL DATE: /7 °!" 9r� PROJECT NAME: 2J C/E T' dw.sea & ZZ/2 s /23404/ & e M . CI .s o.. . PROJECT ADDRESS: t Z c G.6e0c /tic Lgz- - S . (4"..5) CONTACT PERSON: ki */e /7 y PHONE: 2V— /S /Z_ REVISION SUMMARY: CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 SHEET NUMBER(S) CITY OF TUKWILA "Cloud" or highlight all areas of revisions and date re SUBMITTED TO: PLAN CHECK/PERMIT NUMBER: WC! ti 1 19V r A`; A:i� ; ►�' f3l.fli_iJ � D V a X111\1 -- cm/ o f "ruP'►" SE? 1 1998 PERMIT CENTE;t SHEET NO. NO. OF ORIGINALS NO. OF COPIES DATE DESCRIPTION 4 -EA Skylight submittal approved by the Architect OPUS Opus Northwest, L.L.C. 200 - 112th Avenue NE Project Phone:(425) 251 -1512 Suite 205 Bellevue, Washington 98004 GLACIER/CASCADE BUSINESS CENTER TRANSMITTAL To: City of Tuwila 6300 – South Center Blvd. Tukwila Washington 98188 ATTN: 736 $' Aia s- Phone: Fax; Sex!--e Project Fax:(425) 251 -5759 Date: 9 -1698 Job Re: Glacier Cascade We are sending you: [X] Attached [ ] Under Separate Cover [X] VIA Handdelivered The Following: [ ] Copy of Letter [ ] Prints [X] Plans [ ] Shop Drawings [ ] Change Order [ ] Sepias Prepared by: [ ] Samples [ j Specifications These are transmitted: _For Approval — Approved _ For Your Information X For Your Use _ Approved As Noted _ For Bids Due _ As Requested _ Not Approved _ For Review and Comment Notes: cc: Sincerely, OPUS NORTHWEST, L.L.C. Wayne ' ddy, Proje anager • • , : ' taJUZL 415 ts 51101 072(0 Y:00. 416 1S 0C0fXr GIATED DEM MODEL OIY. 615.505U 415 - 5098 416 -5050 ' •A " 416 -5698 'l9 FICose opprove dimensions and inlorntotion os required below, Please sign boot&n Ind :eating your -_— approval of Ihis drawing olld your decision conceming FALLGUARD" Skylight Screens. Return Ibis page. to fox 8(713)673 -7236 AT1ENEION: LES NAID00 Please he advised that FABRICATION CANNOT f1EGIN U' I1L THIS IS DONE! FALLGUARD° S1,y1i h1 Screens have been selected for this project APPROVED fY: DA1E: E1 Different Ineurls of 1011 protection will be utilized. ❑ ['has! send additional information on FN-LGW)ARD" Skylrg)rl cQtenTUIMIlA ❑ 011ie' APP TS' OVEDSCNEIYJLED SHIP OA Tel; CoUltOT I CQIUIVS rROPRCNRr AND cOII1100I2.4. tHltifvfOtti Eucictf5 10 Pt:StCcO, ur. 1 or ors DCf1NUn WS 10111 N:W13111 VI CN105011 /HD IS All 1tKB041U0C1 1Dn lilt n »70 ITS COVID IT AIM INC EMU - '..E PA0r1:1,TT E,T 11,151105, 11C.. 1115 OC UYEIf OR 05 canIKIS 114Y 173r 71 nr r9CUJCID 111 MY IOflll Nl'ATSCUTA K11K01 PTI;R P(I1' Ev1011 rla:M PiMrt(O, PY:.' 1EIP toss rb10 \I : I Lof \i M))0 CU19 YLDr V0Mo:1 011 rtA?IIYR Of 0111TRS ,•' ,•' SECTION }; 1998 t.) t' t. I LU W BLit DIV! llt w C0ATa71$ 9I0451 HD1E l5 0101•71E (0LT AS R IS A tt 01JL t1l0 cDc4I CC D0I110211 01 SECIIOK 117' 0I 151TC Curet 51' X 51' 111D(7.1 415-S055 MTl 416.5060 OuPatC COIF) - 51' X D)' 773415 415 -3334 AN) 41c -,,000 MODEL 415 STZeit GLAZE - A1101 PIR1141) CAP TO PIRNID M H P KO Nrnl Clr!'A 9ltONT 1 , 5,353 C.4P PM 1.00 -7 W)6 CAP P/N 1.00 -6 6550 Outfit P /)1 7.00 -9 5078 Crin'T( P/N 1.00 -10 5050 1I111 P/N 103 -11 5090 NI0M Poi 1.00 -12 SECTION ,1.¢4!. 1RIlU I - OR C /LL LISA ,RENNETT N•. ,L0.. •wttxti ph • YODEL 416 OCIIRLE COTE : town - (453 -15 D:TRIIoco /CA 17c223) 0 4' 0.c. 1.00 SPACER - 11,63 -15 trntuo(O NUM. 140231) 0 :2' 0.C. + :10 1)OUFIt RAIL 7xP - 6063 -T5 EMIT D 71011. (42250) 1.11 CEMP•D RAE - 8063 11T70DED TIRE (JIL23J) r OD. X .06 x 1.16 76 X 1/2' I01119DS 0 12' 0.C. . .1.17 0 -32 X 1/4" P'IUPS. PMHUO L9011 ,C11111 (1167 0 P/N 1.101 1,18. 7101:TAIIERSUL 10.9 (USL 0 P/)§1,19) 1.19• 10 -24 X ' I' LAYS 0 72' 0:' "' PLAN 14EW 770011 475 -5050 140DIl 416 -8050 OCAII Al C +.A7INO OIR. POINTS 41A ONLY P/N I OD WIOJAO MAD CM tom LO or 'T1/' ACOYUC - . o a r 0UIO1 MO • .045 01r„K IIAFA MD CAP - QAIRC.S UY K WAR OR 1017E 1.01 PVC (00 ON. EOM) SEt7 ADIUSTtID COU1T7lR- r1AJ111C (CC244) 1,04.. 931CR.IRAYL. - cakl . .O1g7I1o4LOY. (IC210) 6562 -15 LXTRJDfD 11UI1.1(4C249) (N T 1.1/1' TU4G - � -� -- 1' X Mot Mot V;L :327) 1,4$. wuw i W+- ii.t.A •t*ii to 77. (w729) 1,07• cerrtrrivr :: 401s"fziAU etr. (&ran) 1.21 1.16 1/4' K 5/6' rOAM Ito xt' 741915Al78'DC. hD Rb:1E01 DESCRIPTION omits n)1S OMITTED ON MOOLL 10) PUN MEW MODEL 415 -5076 110071 416 -✓308 PROJECT 110: : SEND 10 :!SPECIAL1Y PROD, PI'OJECt: Sootkeer.rteR , 1 \5(4g, FAX N0: 206) 630 -4503 CONTRACTOR' ' 1": 1 A 4%3 ('mrlu4.45 ATTEtI11CN1 0. CONNOII5 REP: SPECI PRODUCNS — 1 DAIS: Q -71u'`1Si ALUM. FINISH: NIT. . MA hIN: •i1((., PL.ASTECO, .Inc. raw, 7 no •O 7007ICK,ITXI$ O 713.03.1104 .A10DLLS,415 MD 41G 'at -MI HEAT Ak'D SMOKE VENN FOR MI6. ON CURta BY OTHERS ,+,+, 17 o tl or ro SCONZO /HALLSTRO$, ARCHITECTS, P.S.C. 9 :q 12011 AVE. NE BELLEVVE, WA. 9eo•5 TEL: (4Z5) 4554203 FAX: (4Z5) 4559351 REVIEWED. EVIEWED AS NOTED. ❑ CORRECT AS NOTED AND RESUBMIT Q NOT APPROVED. DATE: - �� BY THIS REVIEW DOES NOT RELIEVE THE SUB - CONTRACTOR OF RESPONSIBILITY FOR CONFORMANCE TO THE CONTRACT DOCUMENTS INCLUDING QUANTITY. QUALITY & DIMENSIONS. DATE: 0 //q /& REVISION SUMMARY: SUBMITTED TO: Bldg. CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL PROJECT NAME: 4 PROJECT ADDRESS: b62 S • 4 '— CONTACT PERSON: 2A ZZAg - 17_ PHONE:cse*) 74 -q4 g 7 . Planning PLAN CHECK/PERMIT NUMBER: 005 — D /53 Fire. -U te)1 GoKR-720 SHEET NUMBER(S) U Agal ,'G7' "Cloud" or highlight all areas of revis and data revisions. CITY CF� 1 1 30'w► Nu G g \99 Putillc.:Works CITY USE ONLY 3/19/96 REVISION SUBMITTAL 30- qi DATE: PLAN CHECK/PERMIT NUMBER: 7)9,5-0 )S5 PROJECT NAME: 6 7° G ' �"-- ( /-'cf5) PROJECT ADDRESS: Sd_ 3 s i e 23 iML9 - --i /'c t ,�9 CONTACT PERSON: A ( e- PHONE: 2 S � s - (//00 REVISION SUMMARY: (./(1 (")y)/) eVre_ Y'1 SHEET NUMBER(S) CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: B/dg:• Planning .Fire RECEIVED CITY vF TUKWILA JUN ( 39 98 CITY USE ONLY Publlc::VYorks 3/19/96 City of Tukwila Fire Department Fire Department Review Control #D98-0153 (510) June 1, 1998 Re: Glacier Business Park - 6540 South Glacier Street Dear Sir: John W. Rants, Mayor Thomas P. Keefe, Fire Chief 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, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. 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 Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone. (206) S7S -4404 • Fax (206) 3754439 i City of Tukwila Fire Department Page number 2 Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A -4 -4) 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1 - 1212.8) Internally illuminated exit signs shall have both bulbs working at all times. (UBC 1013.3) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) .57$4404 • Fax (206) 575 4439 l City of Tukwila Fire Department Page number 3 than 3/4 inch. (UBC 1013.2) 3. Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1003.5) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) 4. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) 5. Fire hydrants are required as detailed in City Ordinance #1692. 6. The automatic sprinkler system for new spec warehouses shall have a minimum design density of .39/5600. (City Ordinance #1742) Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir conditions. (City John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax. (206) 575 4439 City of Tukwila Fire Department Page number. 4 Ordinance #1742) 7. Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 8. H.V.A.C. systems supplying air in excess of 2,000 cubic feet per minute to enclosed spaces within buildings shall be equipped with an automatic shutoff. Automatic shutoff shall be accomplished by interrupting the power source of the air - moving equipment upon detection of smoke in the main supply -air duct served by such equipment. Smoke detectors shall be labeled by an approved agency for air -duct installation and shall be installed in accordance with the manufacturer's installation instructions. (UMC 608) Thomas P. Keefe, Fire Chief H.V.A.C. units rated at greater than 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #1742) Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (1- 5.2.8.2)) Duct smoke detectors shall be capable of being reset from the alarm panel. (City Ordinance #1742) All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) 9. An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of the Americans With Disabilities' Act, chapter 51 -20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City of Tukwila Ordinance #1742. John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (20�) 5754404 • Fax (206) 5754439 City of Tukwila . Fire Department Page number 5 All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) 10. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (UFC 8509.3) An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) 11. 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 901.4.4) 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 901.4.4) 12. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description'of intended use. 13. All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 -4404 • Fax (206) .57$4439 • ...., City of Tukwila Fire Department Page number 6 Yours truly, The Tukwila Fire Prevention. Bureau cc: TFD file ncd John W. Rants, Mayor Thomas P., Keefe, Fire Chief • 14. Every building shall be accessible to Fire Department apparatus by way of access roadways with all-weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn-around area. Access shall be within 150' of all portions of the buildings. (UFC 902.2.2.1, UFC 902.2.1) Fire lanes and access roads shall comply with City Ordinance #1741, section 16.16.70. Dike access points shall not exceed 15% by path of vehicular travel. Dike access shall be no less than 20' in width of level surface. Any overlooked hazardous condition and/or violation of the • adopted Fire or Building Codes does not imply approval of such condition or violation. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57S4404 • Fax (206) 575.44.39 DEPAPTMEWT OF LABOR AND'INDUSTRTES Detach And Display Certificate REVISION SUBMITTAL DATE: 1 `2.- fri • PLAN CHECK/PERMIT NUMBER: pq g - 0 \ PROJECT NAME: '5 t c.A•U 9.r v1 ` . PROJECT ADDRESS: 1,94:3--t0 • (ALL cke.A . Sf • CONTACT PERSON: ja cWY'. PHONE: i'6 - 1 - 1511 . 1 .mug — L�,��� .J. REVISION SUMMARY: SHEET NUMBER(S) ' 7y . -r LGLAA, "Cloud" or highlight all areas of revisions and date revisions. 1 ) CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 fanning. REVISIOP' RECEIVED CITY OF TUKWILA PERMIT CENTER . led4i7 ,a6/4,2./ ?illlc {Norks . . 3/1 9/96 z mW 6 D 00 W w co J = LL : w O: u. • a ca ± w z �. o' Z .w lL. U O —; w w• F-2. 'U- W ' O ~' z s 4 Zaz &ii?dsSio' ; REVISION SUBMITTAL PLAN CHECK/PERMIT NUMBER: Dq8 - lJ IS 5 PROJECT NAME: ( BOsiness ?ork DATE: CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard,Jukwila, WA 98188 Telephone: (206) 431 -3670 ioll !cis PROJECT.ADDRESS: (QS 40 5 G lac CONTACT PERSON: V V ' le PHONE: yat 0 � 1 ' � � 1 aN REVISION SUMMARY: � UI fl �M• SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: RECIVbD CITY OF TUKWILA OCT 011998 KIP PERMIT CENTER Planning Fire .uaxu;utw;lk.4i,44. s'i . te Public CITY USE ONLY 3/19/96 z • z `, re 6 w -J O 0 . U � W i'. I- w • o w ¢: � I- al z �. ; I-O Z ~ 2 0 - 20 L O, w(1) O z c DESIGN MEMORANDUM TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences To: Wayne Eddy Fax Number: 453 -1712 Opus NW Date: 10 -1 -98 From: Ted Schepper, PE Project Number: 3613 - Subject: North Parking Retaining Wall Project Name: Glacier Building Tukwila, WA Wayne: As requested, we have completed design of a rockery /reinforced fill retaining wall system for the Glacier building. This system will support a vertical grade break off the north end of the parking lot. Based on review of the site grading plan prepared by AHBL, the wall will have a maximum height of six feet. As required by the City of Tukwila, the retaining wall design accounts for surcharge equivalent to H2O vehicle loading. Design calculations and a detail for construction of the rockery /reinforced fill wall system are attached. Should you have any questions or require additional information, please call. CC: • . cc= :w- RECEIVED . f SSI0IAN c °° CITY OF TUKWILA ° OQajassa11 % - OCT 1 1998 xp rQS G-ig PERMIT CENTER ♦ ♦ 0. % 3. SC#i , •" ♦ P ..... '1 Qr :�� ♦ O O ' o� H . � / yr Theodore J. Schepper, PE 1 a 'rklan Vashington 98034 Phone No. (206) 821 -7777 Fax: 821 -4334 D'?6 Oi53 •;•■• r i?JV'■ ?*e•S4::s4.Gi.Ae','v'u4Eki w'rf+'''�,r*S` v::'LY£4 dl+ �: �. �ua ...Yr��4�fiy5'a�:,�iJ.riu?,Sl1r 441;. 't's14� <A�i"S(iF z r CO JU w= J 1-! C LL: w 0: - a . mow, z� 1- 0 Z I-' 0 1-- 1.0. W U O 111 z 0 1- z King County Water and Land Resources Division Department of Natural Resources 700 Fifth Avenue, Suite 2200 .Seattle, WA 98104 -5022 (206) 296 -6519 (206) 296 -0192 FAX August 20, 1993 Ivlr. Steve Lancaster Director Department of Community Development City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 93188 RE: Request for Shoreline Substantial Development Permit (SSDP) Exemption for Repair of the Desimone Levee, Green River, Rivermile 15.45 (Right Bank) AUG 21 1998 commUN t 1 oPmENT RECEIVED AUG 21 1998 TUKWILA PUBLIC WORKS The King County Water and Land Resources (WLR) Division Rivers Section proposes to repair the Desimone Levee, an existing flood control facility on the Green River, during the current construction season. The purpose of this letter is to request an SSDP exemption for this project pursuant to the criteria for routine maintenance or repair set forth in the Shoreline Management Act of 1971 (RCW Chapter 90.58.030(3)(e)(I) and (iii)), and WAC 173- 14- 040(b) (see' enclosed code citations and example of an SSDP letter for a similar project in King County). In addition, we believe these projects are consistent with goals, policies and objectives of the City of Tukwila Shoreline Master Program (SMP) for the following reasons: Stabilization of the bank will protect adjacent public infrastructure and private commercial buildings from continued erosion of this protective levee. Continued bank instability could result in largescale failures, which could pose a serious threat to public health and safety. This project site is devoid of native riparian vegetation and instream large woody debris (LWD), which are both necessary for healthy fish habitat. This project will involve placement of LDW and native riparian vegetation to restore fish and wildlife habitat, and beautify the riverine environment, including the Green River Trail corridor. This project is covered by a programmatic SEPA Mitigated Determination of Non- Significance (N1DNS) issued by the King County WLR Division Rivers Section on April 16, 1997. The purpose of this project is to stabilize an existing levee that was damaged during the November 1995 and Febniary 1996 floods. In addition to these repairs. improvements to instream and riparian habitat will be implemented. As has been the case in the past. our construction methods arc intended to minimize disturbance to sensitive areas, including instreamn and riparian habitat and water quality. All instream 1vork wi ll be conducted within the fish construction window set by Washington Department of Fish and Wildlife Area Habitat Biologist Phil Schneider as a requirement of the Hydraulic Project Approval (EPA) for this project. In -water work will be limited to trenching in a number of log deflectors. No new encroachment into the channel will occur as a result of this project. Z Z W J U• ' o O' W ❑i Wk. WI ,N LLi W O,, • u. . d ? H 1—.0: ;13 H1 uj` 2 O; • 11 Z' 1= _ O ~: .Z "4tek4 i{vahws?.ry���� ,'r } Thank you for your assistance in this matter. Please call me at (206) 296 -8388 or Senior Engineer Andy Levesque at (206) 296 -8379 if you have any questions about this project. Steve Lancaster August 20, 1998 Page 2 ;Si!,E�tii -F ;i�4: '.A+; % {7., �i3, 1 .. .. cat::. , 1, df� : <71;v ��� . - i t4'ti�,? cc: Si merely, Dave Clark Rivers Section Manager RS:DC Enclosures: RCW and WAC excerpts Example of a King County SSEP Exemption SEPA checklist SEPA NIDNS Nancy Hansen, Manager, WLR Division Debbie Arima, Assistant Manager ATTN: Andy Levesque, Senior Engineer Ruth Schaefer, Senior Ecologist Sarah Ogier, Gresn River Program Coordinator July 10, 1998 City of Tukwila la John W. Rants, Mayor Department of Community Development Steve Lancaster, Director To: Phil Fraser Public Works Department From: Planning Division Prepared by Alexa Berlow Re: Response to Request for Comments to: Southcenter South Green River Levee Repair Project King County Block Grant Flood Relief Project CC: LC PAM- , DcO (.CA- VCoUs '-ei✓ u GD Cu ent and Near Future Shoreline and Environmental Review Efforts Currently, the Planning Division relies on existing environmental ordinances, plans, reports, and maps, and on occasion an in -house environmental specialist, to evaluate land use and environmental project proposals. Planning also relies on technical resources used and interpreted by other city departments (most often the Public Works Department and the Parks Department) for evaluations and control of conditions that may impact the river environment. By the end of 1998, the Planning Division plans to have updated the Shoreline Master Plan, and in 1999, the Endangered Species Act will play a role in environmental review to further protect threatened habitat. Additional Needs in the Short and Long Term Therefore, any technical information and land use tools specific to the site area (such as detailed area maps, arial photographs, updates of ongoing water quality research and erosion control, and the like) of the Southcenter South Green River would be of further assistance to the Planning Division. Generally, the more detailed, current, and readily accessible to the Department of Community Development the information is, the more likely it will useful for making informed decisions to protect this specific portion of the river environment during early phases of land use and environmental project permit review. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 -3670 • Fax (206) 431 ?Snell,SaS ;ikh. w c 2; 6 J f..) C 0; cn LU J LL w O' g1 J: Q: = d : H W z 1-0 z al Ill °' zzi ° W = U 111 z 0. z } ...r -r ;,..«..., tr:i%!;`a`,. ":�';Jti4��� dY'nrF,x'i � `�a�cr'd « \vaa'r�✓.�x- xarns�cts. Oiev;A' 5+ 'i rAl : City of Tukwila Department of Public Works John W Rants, Mayor Ross A. Eamst, P. E., Director z V O c1) W W = W LL Q ;. H Z F. 1.0 Z V ;O N: w W Responding request for comments on the description package received from King County staff for the Zj ` Zi 111 ,pf When the full plans now being developed by King County Water and Land Resources Division are _ `:. available for review, I request four copies be sent to my attention at the address listed at the bottom of this :Z page, for final City review and input. Requested is these plans include the following: July 10, 1998 Joshua Goldfinger Community Development Coordinator King County Housing and Community Development Program Community Services Division Key Tower 700 Fifth Avenue, Suite 3700 Seattle, WA 98104 -5037 RE: Response to Public Notice for the Southcenter South Green River Levee Repair Project King county 1996 Supplemental Community Development Block Grant Flood Relief Project # C96658 Dear Joshua: subject project I provide the following: • Top and toe of bank; 100 year flood elevation; mean high water mark; landward levee catch point (Ref. NGVD - 1929) Existing and proposed City of Tukwila trail relocations, including relocated signs and striping (Refer to 7/8/98 memo attached) • Existing and revised parking facilities for private properties Property and easement lines including existing and proposed easements for flood protection and trail Location, size (diameter/height) and species of trees to be removed including locations of poplar trees proposed to be cut and installed within the riverbank • Landscape planting plan and schedule • Flood maintenance and fire access driveways on levee and through private properties • Cross sections of the riverbank at least every 75 feet, from toe of river to landward catchpoint + modifications landward (i.e. modifications to existing parking facilities and fire lane ramps to levee) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 - 0179 • Fax (206) 431-3665 • A riverbank trail pavement section (see 7/8/98 memorandum attached) • Proposed from /to utilities relocations (pipe size, depth, type of materials along with type of bedding and backfill materials, % compaction, and field testing) along with dimensioning of utilities to property lines and/or nearby building structures • Geotechnical report(s) or riverbank stability analysis In reference to the relocated riverbank trail, Don Williams, the City's Parks and Recreation Director, has provided his comments in his July 8, 1998 memorandum (attached), which he requested be sent with this comment letter. As part of the final plan submittal, requested are the issues outlined in his 7/8/98 memo be addressed. Item D, on relocated trail easements should be addressed in the very near future as I understand County staff are already negotiating with property owners regarding easements. Don and I would be happy to meet with County staff to go over the City's easements needs (206 - 433 - 0179). Also, comments from the Planning Division of Tukwila Department of Community Development are attached. From my discussions with Alexa Berlow, the City Planner assigned to this review (see attached July 10, 1998 memorandum), DCD staff will need clarification through your fmal plan submittal on tree removals, parking reconfigurations, fire lane access, the riverbank planting schedule and other shoreline /environmental issues to accomplish this river stabilization. As you have a very fast track by which you are carrying out this work, it will be necessary to work closely with City departments, through myself, for any approvals /permitting requirements of the City. Please call me at (206) 433 -0179 to address any questions you may have regarding this matter. Sincerely, Phil Fraser, Senior Engineer Enclosures (2) cf. Steve Lancaster Don Williams Brian Shelton Gary Barnett p: \phil \ssgrlrp.doc .- ,, Astoa,t':S4 .Y WA .W.IX4'.ac9! IATi ffANI it,RIri, Faxed to Joshua Goldfmger at FAX (206) 296 0229 on July 10, 1998 at 3:00 PM Z+ D: J U U o co U w` W J W 0: 2 g _ ("5 : _; Z E-. 0 Z 1 11J uj' 'O H 11.1 W` V co ! O 7 Z City of Tukwila 6200 Southcenter Boulevard • Tukwila, Washington 98188 MEMORANDUM TO: Phil Fraser, Public Works Senior Engineer FROM: Don Williams, Parks at Recreation Director DATE: July 8, 1998 SUBJECT: Southcenter South Green River Levee Repair Project - Park and Recreation Department Comments and Requirements John W Rants, Mayor It appears this levee repair project is well - planned and gives consideration to a variety of concerns; however, we have several comments and requirements that I'll list below: A. The Public Notice document states certain improvements will be replaced and vegetation enhanced. We assume the existing trail and the new trail will be ours to maintain, but not the new vegetation. We also expect that for a one -year period after the project is completed, King County will be responsible for repairs should any of the new trail paving or shoulder areas fail. I'd like to see this in writing. B. The existing asphalt trail is 10 feet wide and basically 4 inches of asphalt on a 6 inch gravel base. Where heavy equipment is expected to use the trail, it has been built even heavier. We require the minimum of 4 inches of asphalt on 6 inches of gravel on an appropriate base. We have a strong desire to widen the trail to 12 feet wide because of its popularity. It is our request to do so. What can we do to work this out with King County? On each side of the trail, we have a 2 foot wide gravel shoulder. C. Tree and shrubbery should be kept back at least 6 feet from the outside edge of the gravel shoulder to avoid liability issues of limbs or plants hitting or tripping a trail user. As trees mature, dangerous limbs may need to be removed which will be done by our department. D. Trail easements are required to be provided to the city for any portion of the trail that is rebuilt outside of our existing easement. (A copy of the original easement can be provided if necessary.) As this is not a Parks and Recreation Department project, it is not up to us to obtain the new trail easement. We assume the trail easement will be part of any riverbank construction and maintenance easement King County will obtain. The trail easement must be assigned to Tukwila's Parks and Recreation Department, and not just King County. E. Proper trail user advance notification signage, flaggers, etc., must be provided. The trail should be posted for a minimum of two weeks prior to the start of construction and a phone number provided if a citizen has a question or complaint. This is not to be my office phone number. F. A pre- construction meeting with my department is required to coordinate what will occur to accommodate the work into our routine maintenance of the trail. A one -week advance is all that is required to set the meeting. If you have any questions, please give me a call at 433 -1343. cc: Paul Surek, Parks Crew Chief John McFarland, City Attorney trail /fraser Phone: (206J 433 -1800 • City Hall Fax: (206) 433 -1833 z i 1 ~ w' UO. N N W' W = J H N u-. W O g a • w Z �. zI w w' U 0: O N = 0, L I O z. S P z • •.••.1,..• • July 7, 1998 Dana Warren Warren Company 500 Union Street, Suite 900 Seattle, WA 98101 RE: City of Tukwila Department of Community Development Steve Lancaster; Director B.A.R. Minor Modification Approvals for L97-0042 Glacier Business Park (Design Review) L97-0046 Cascade Business Park (Design Review) Associated Permit: :L97-0043 Glacier Business Park '(Shoreline Substantial.Developthent) D98-0153 Glacier Business Park (Building Permit) D98-0041 Cascade Business Park - Building A (Building Permit) D98-0040 Cascade Business Park - Building B (Building Permit) Dear Dana: John W Rants, Mayor This letter is to inform you that your B.A.R. minor modification requests for the Glacier Business Park and Cascade Business Park projects have been approved by the Planning Division. The signed approvals are attached. All permit application revisions must reflect the approved changes, in addition to the conditions of your B.A.R. approval itemized in the notice of decisions dated October 24, 1997 for Cascade Business Park, and November 20 1997 for Glacier Business Park. Copies of these notices have also been attached for your reference. If you have any further questions, please do not hesitate to contact me. Please note that as of July 1, 1998, my schedule will be Tuesdays from 8:30am to 12:30pm, and on Wednesdays and Fridays from 8:30am to 5pm. Sincerely, Alexa Berlow Associate Planner Encls. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 41 ••, %.4 z , • Z re LI —J • 0 CO ` LU —I 1— (0 u- . iu 0 g u_ l a w z o z LLI uj 2 0 0) 0 0 I— W — 0 Ili co 0 Attachments (3) MEMORANDUM TO: Don Williams, Steve Lancaster, Brian Shelton, Gary Barnett, Joanna Spencer FROM: Phil Frase DATE: 6/30/98 SUBJECT: Southcenter South Green River Levee Repair Project (K.C. '96 Supplemental Community \Development Block Grant Flood Relief Project #96658) Attached you will find the available project description and documentation for the subject project. This levee stabilization project is located on the east bank of the Green River, across the river from the Segale Development south of S. 180th Street (see attached vicinity map). The project consists of relocating the raised levee fill structure to a new, stable, landward position, away from the edge of the oversteepened riverbank for approximately 1,200 11.. Two adjacent properties (one existing development and the "Glacier development" in process). Part of the design process King County is going through now includes obtaining river protection easements from the two private property ownerships, and relocating the existing City trail which I have been informed will be shifted outside of its current easement. Requested is your review of the attached documentation and provide your comments back to myself by July 8, 1998 so I may put together the City's response back to King County Housing and Community Development, Community Services Division by their July 10, 1998 deadline to receive comments. If you have any questions don't hesitate to call me (206) 433-0179 < • • • Z •C 65, O 0 co ■ • W -J 1— u i 0 • IL. a ffi D = Z I— 0, Z la ILI' 2 a D 0 c o 10 0 I— w u t u.FET, . Z', al c o, 0 - 1 r• z Y ';1 ; , 2. . r..,:... i. i:y:mii7.mS7;.a %�;.{k S:iiL;V1i:..7aL�f`:'iT'S'.4�N^ � e1te 47. 115tHkl. P7/, "f,aN 9 if 'r...a.f,.Rr..n;: 4eti'} l0c ?nG.- S. fl City of Tukwila Department of Community Development Steve Lancaster, Director MEMORANDUM June 29, 1998 To: Jack Pace Kelcie Peterson From: Alexa Berlow RE: Associated Permits: E97 -0017 SEPA D98 -0158 Building Permit Glacier Business Park L97 -0042 Design Review Request for Minor Modifications to B.A.R. Approval Warren Company, on behalf of Opus Northwest, has submitted a request for minor modifications to plans for Glacier Business Park, approved by the Board of Architectural Review on November 19, 1997. The proponent requests the following minor modifications: 1. To move the building 10 feet to the east, hence reducing the building size by 2,800 square feet and narrowing the truck loading area along the front of the building. 2. To adjust the landscape islands along the front of the building in order to accommodate the reduced truck maneuvering areas. 3. To move the picnic table slightly to the south where it is more visible and accessible from the pedestrian pathway that extends along the south property line. 4. The number of parking stalls has been reduced by three (3) stalls, for a current total of 85. John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 L97 -0042, L97 -0043 Glacier Business Park The modifications result from a request by the City of Tukwila Public Works Department in April 1998 to modify the slope of the levee dike district to meet federal standards. The federal standards require a 2:1 slope on the riverward side of the levee. The current slope has oversteepened to 1:1.3 and is no longer eligible for federal funds to maintain the district at this point in the river. Minor Modification Approved: cc: Don Williams Request for Minor Modifications to B.A.R. Page 2 Date: r - h.Q,.2A cc: Don Williams PLANNING DIVISION REVIEW June 26, 1998 To: Permit Center From: Alexa Berlow, Associate Planner (206) 431 -3673 Glacier Business Park D97 -0153 Building Permit City of Tukwila Department of Community Development Associated Permits: L97 -0042 Design Review L97 -0043 Shoreline Substantial Development Permit E97 -0017 SEPA The planning division denies the building permit site plan for Glacier Business Park. The following item is outstanding: (a) On the Site Plan and Planting Plan, increase the dike trail by 10 feet to 20 feet, per Fire Deparment Ordinance 1741 and 1749. This must include a two (2) foot shoulder on either side of the trail, required by the Parks Department. Note: The proposed bollards must conform to standard design specifications. The applicant must contact the Parks Department Director, Don Williams (433 -1843) for review and approval. John W. Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 .-. To: From: RE: (") City of Tukwila Department of Community Development Steve Lancaster, Director MEMORANDUM June 25, 1998 Don Williams Director, Parks Department Alexa Berlow Associate Planner, Planning Division Glacier Business Park L97-0042 Design Review Request for Minor Modifications to B.A.R. Approval Warren Company, on behalf of Opus Northwest, has submitted a request for minor modifications to plans for Glacier Business Park, approved by the Board of Architectural Review on November 19, 1997. The proponent requests the following minor modifications: 1. To move the building 10 feet to the east, hence reducing the building size by 2,800 square feet and narrowing the truck loading area along the front of the building. 2. To adjust the landscape islands along the front of the building in order to accommodate the reduced truck maneuvering areas. 3. To move the picnic table slightly to the south where it is more visible accessible from the pedestrian pathway that extends along the south and property line. 4. The number of parking stalls has been reduced by three (3) stalls, for a current total of 85. In addition, the building plan set has been submitted and the following item is still outstanding: John W Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 • Fax (206) 431 • L -, L97-0042, L97-0043 Glacier Business Park Request for Minor Modifications to B.A.R. Page 2 c...7 -..r--- (a) On the Site Plan and Planting Plan, the dike trail has not been increased by 10 feet to 20 feet, per Fire Department Ordinance 1741 and (:- 1749, nor is the two (2) foot shoulder on either side of the trail, required by the Parks Department, accounted for in the public right of way as a safety measure. The modifications result from a request by the City of Tukwila Public Works Department in April 1998 to modify the slope of the levee dike district to meet federal standards. The federal standards require a 2 :1 slope on the riverward side of the levee. The current slope has oversteepened to 1:1.3 and is no longer eligible for federal funds to maintain the district at this point in the river. My plan review of the building permit is due Monday, June 29, 1998. Please let me know if you will be unable to review the proposed modifications before then. .kf 2` , W`aifiZk 7` +:ii:�ti�;,isa.'P,p�F:i::W�: a', r%ti�'t3:';i •S. i".,i! <� "*',-r.1. • • JU' O' cno .vo w = !• w o a .... _: 'Z • w W U LU ;U to z rl Scope of Work Geotechnical consultation on design options for repair of Green River facilities Background Staff from the King County Water and Land Resource Division (WLRD) repair damaged flood control facilities along the Green River as part of an ongoing maintenance program. The purpose of the work to be performed by Shannon and Wilson, also referred to as Consultant, under this contract is to provide geotechnical consultation on the stability of different design options for repair of Green River flood control facilities. WLRD staff will provide conceptual level design options or typical design drawings and the location of specific sites where existing damage is to be repaired or sites that have conditions considered typical. It is desired that this work be as completed expeditiously as possible, since the results may influence the design of repairs to be constructed in summer 1998. Scope of Work: "stage two" 1 June 3, 1993 1. Project Administration: (Meeting with WLRD staff, and preparation of a scope of work and cost estimate was conducted in "stage one" work.) Attend one additional meeting with WLRD staff to discuss draft study results after completion of Tasks 2 and 3, and to explain preliminary findings and answer questions. Coordinate with other Consultant team members to administer contract, submit invoices, etc. Keep the WLRD staff contact apprised by telephone of any major changes in study status. 2. Reconnaissance: Conduct reconnaissance level field visits to each of the selected facilities or sites specified by WLRD staff. WLRD staff will attend all field visits. Field visits may include observations, photographs, measurements, etc., to assist in stability descriptions. Soil borings are not included in this work. 3. Provide consultation on the relative stability of different design options: Provide consultation on the relative stability of different design options at a specific number of sites for a specified design flood level on the Green River downstream of SR18. The methods by which this is to be done by Consultant will include: A. Review conceptual designs by WLRD and provide recommended improvements /changes. B. Provide new design concepts to WLRD based on Shannon & Wilson, Inc. experience and a review of the literature. These design concepts will be conceptual in nature as compared to .precise design, which requires more site - specific evaluation. • C. Consider site characteristics such as soils, geology, type and extent of erosion damage, existing and proposed slope of the facility, and evidence of saturation or seepage; also consider design constraints to be provided by WLRD staff. VliKvWUigiAgAft .104.Ja:(405'elu, wS�sS;Gi�,*".�' : htiroWi "? �:titi +P3�✓4 z w 6 om U UO ° (o w J CO w 0 " <C• w z O ILI j` • U O � o � , w U' , 0: w z U N! 1-_.. :O •z s D. Describe for each design option the level of confidence in its use and the site conditions where its use would or would not be appropriate. E. Compare the design options to each other with regard to their attributes, drawbacks, risks, and rewards. z WLRD staff will provide: re w • up to three different conceptual level design options for repair of Green River flood 6 v control facilities 0 0 : • the location of the four study sites ; , W , • a list of design constraints affecting each individual site LIJ N LL • relevant available site information, including topographic survey . w o '. design flood level(s) or condition(s) for which stability is to be evaluated. g F_ a z 1 ._ . mo z r~> ON . 0 H tu tu 1- u. O . 4. Literature Summary: Provide relevant information or references from readily available literature resources known to the Consultant that would assist in consideration of different design options for repair of facilities in similar conditions as the lower Green River. 5.Describe monitoring program: Describe the key elements of a program to monitor the ongoing status and stability of facilities constructed using design options reviewed in previous tasks (as well as others along the Green River). Assume that WLRD staff will implement the monitoring program. Z 6. Provide Recommendations for Additional Study: v N Provide WLRD staff recommendations for additional studies, if any, that may be O ~. undertaken as a follow -up effort to this task assignment. Describe the purpose of any recommended studies, the methods and level of detail necessary to accomplish the stated purpose, and the likely increase in design confidence over the results of the present study. 7.Complete work product(s): Provide four copies of the draft work products to WLRD staff. After review and comment by WLRD staff, revise the draft and provide four copies (at least one to be left unbound) of the final work products to WLRD staff. Products: A brief report describing the relative stability of different design options for facility repair at specified sites. Report will include: Compilation of field data and observations Consideration of current site conditions and design constraints; description of confidence level in use of different options under different site conditions; description of attributes, drawbacks, risks, and rewards of each design option Recommended monitoring program Summary list of readily available relevant literature references, as appropriate Description of confidence limits of a study at this level of detail. finalscope0603.doc 2 NNE, 1998 INFORMATION FOR GEOTECHNICAL CONSULTATION ON GREEN RIVER FLOOD CONTROL DESIGN OPTIONS DESIGN FLOOD LEVEL OR CONDITIONS. .. c to Consider two different conditions when evaluating the stability of different facility design 6 v options: o O CO a co w. 1. Assume that the water surface is two (2) feet below the top of riverbank or levee top. This corresponds to an observed freeboard at the discharge of 12,000 cfs. Assume N 0 steady state conditions. w 2. Assume that the water surface is twenty (20) feet below the top of riverbank or levee ga top. Assume that this condition occurs after the previous one, and that rapid u D drawdown has occurred. w. I-- O z w w o 0 N . 2 V? I— L - 6 0 Z "; N `. z CONCEPTUAL DESIGN OPTIONS: . Consider two main structural design options, both of which were discussed at our first meeting. Within each of the two, consider specific questions as listed below. 1. The standard approach that has been used in bank stabilization projects at King County WLRD for the past six years or so. This design option has a riprap foundation with embedded logs up to Ordinary High Water, with geogrids and live willow cuttings placed up the bank. (A "typical" drawing was provided at the first meeting.) 2. No structural amenities included; excavate the riverbank to decrease (lay back) the project slope and remove overburden; revegetate the resulting bench. (A sketch of this approach was drawn on the board at our first meeting.) A. How steep can the project slope be in this design and still remain stable? B. What further structural amenities are needed to make a slope steeper than 2H:1 V (e.g. to match the current slope conditions onsite)? A. What slope is needed in order to be stable, with no structural amenities included? B. What minimal structural amenity is needed to achieve a 2H:1 V slope? For example, consider such features as: chained rootwads • spaced log deflectors in trenches • deadmen installed in trenches with attached longitudinally oriented LWD design events and conceptual options.doc • ^......,i An a BUDGET for stage two work Project Manager Principal -in- Charge Staff Geologist ClericallDrafting Librarian Extended Cost • • $102 $140 $81 $42 $55 Task 1. Project Administration A. Attend Scoping Meeting:stage one 0 $ B. Develop Scope of Work: stage one 0 $ C. Attend Progress Meeting 3 $306 D. Project Management 4 $408 2. Reconnaissance 8 $816 3. Evaluate Relative Stability 60 20 $7,740 4. Literature Summary 4 4 $628 5. Monitoring Program 4 $408 6. Recommendations for Additional Study 4 $408 7. Work Products A. Draft Report 12 2 6 $1,756 B. Final Report 4 1 2 $632 Totals 103 3 20 8 4 $13,102 Expenses $100 • TOTALS: Shannon & Wilson: $13,202 Entranco ( @10 %) $1,320 GRAND TOTAL • STAGE TWO: $14,522 CostsSWGreen0601 Geotechnical advice on design options for repair of Green River facilities NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. June 1,1998 Sheetl 1 f • # PAGES: 4 (including cover) DATE: April 21, 1998 FROM: Dana Warren Warren Company 'TEL: (206) 749-9484 FAX: (206) 749-9483 MEMO: P K. ELECTRIC COMPANY 2324701. Steve Lancaster — Tukwila Planning Department - Jack Pace— Tukwila Planning Department Alexa Berlow— Tukwila Public Works Department Phil Frasser— Tukwila Public Works Department / Joanna Spencer— Tukwila Public Works Department Brian Shelton. — Tukwila Public Works Department Gary Barnett— Tukwila Public Works Department Bart Brynestad — Opus Northwest Attached letter regarding Glacier Business Park levee i 11 "1 -1 Fr lt 14T • .1 , . WARREN Company 500 Union Street, #900 Seattle Washington 98101 Tel: (206)749-9484 Fax: P.01 .r1 Jesse Tanner, Mayor March 23, 1998 APPEAL FILED BY: Roger Pecsok, Opus Northwest LLC RE: Appeal of Hearing Examiner's decision on the Upper Monster Road Warehouse Site Plan and Variance, File No. SA -97 -164 To Parties of Record: Pursuant to Title IV, Chapter 8, Renton City Code of Ordinances, written appeal of the Hearing Examiner's decision regarding the Roger Pecsok request for site plan and variance has been filed with the City Clerk. In accordance with Renton Municipal Code Section 4- 8- 16.B., within five days of receipt of the notice of appeal, the City Clerk shall notify all parties of record of the receipt of the appeal. NOTICE IS HEREBY GIVEN that the written appeals and other pertinent documents will be reviewed by the Council's Planning and Development Committee at 1:00 p.m. on Tuesday, April 7th, 1998, in the 5th floor conference room of the Renton Municipal Building, 200 Mill Avenue South, Renton, 98055. The recommendation of the Committee will be presented for consideration by the full Council at a subsequent Council meeting. Attached is a copy of the Renton Municipal Code regarding appeals of Hearing Examiner decisions or recommendations. Please note that the City Council will be considering the merits of the appeal based upon the written record previously established. Unless a showing can be made that additional evidence could not reasonably have been available at the prior hearing held by the Hearing Examiner, no further evidence or testimony on this matter will be accepted by the City Council. For additional information or assistance, please feel free to call. Sincerely, Mari yn City Clerk Attachment en, CMC, • CIT'rOF RENTON City Clerk Marilyn J. Petersen RECEIVED MAR 2 4 1998 COMMUNITY DEVELOPMENT 200 Mill Avenue South - Renton, Washington 98055 - (425)235 -2501 / FAX(425)235 -2513 ® This paper contains 50% recycled material, 20% post consumer i Li- -J 0 00 . co w =: J F— t u � w 0 ;. g a co W z � z o w 0 w w Z • U N 0I O . City of Renton City Code Title IV - Building Chapter 8 - Hearing Examiner Section 16 - Appeal 4 -8 -16: APPEAL: Unless an ordinance providing for review of decision of the Examiner requires review thereof by the Superior Court, any interested party aggrieved by the Examiner's written decision or recommendation may submit a notice of appeal to the City Clerk upon a form furnished by the City Clerk, within fourteen (14) calendar days from the date of the Examiner's written report. The notice of appeal shall be accompanied by a fee in accordance with the fee schedule of the City. (Ord. 3658, 9- 13 -82) A. The written notice of appeal shall fully, clearly and thoroughly specify the substantial errors) in fact or law which in the record of the proceedings from which the appellant seeks relief. Facsimile filing of a notice of appeal is authorized pursuant to the conditions'detailed in Renton City Code Section 4- 8 -11C. (Ord. 4353, 64 -92). B. Within five (5) days of receipt of the notice of appeal, the City Clerk shall notify all parties of record of the receipt of the appeal. Other parties of record may submit letters in support of their positions within ten (10) days of the dates of mailing of the notification of the filing of the notice of appeal. C. Thereupon the Clerk shall forward to the members of the City Council all of the pertinent documents, including the written decision or recommendation, findings and conclusions contained in the Examiner's report, the notice of appeal, and additional letters submitted by the parties. (Ord. 3658, 9- 13 -82) D. No public hearing shall be held by the City Council. No new or additional evidence or testimony shall be accepted by the City Council unless a showing is made by the party offering the evidence that the evidence could not reasonably have been available at the time of the hearing before the Examiner. If the Council determines that additional evidence is required, the Council may remand the matter to the Examiner for reconsideration. The cost of transcription of the hearing record shall be borne by the appellant. In the absence of any entry upon the record of an order by the City Council authorizing new or additional evidence or testimony, it shall be presumed that no new or additional evidence or testimony has been accepted by the City Council, and that the record before the City Council is identical to the hearing record before the Hearing Examiner. (Ord. 4389, 1- 25 -93) E. The consideration by the City Council shall be based solely upon the record, the Hearing Examiner's report, the notice of appeal and additional submissions by parties. F. If, upon appeal of a decision of the Hearing Examiner on an application submitted pursuant to Section 4 -8 -10A and after examination of the record, the Council determines that a substantial error in fact or law exists in the record, it may remand the proceeding to Examiner for reconsideration, or modify, or reverse the decision of the Examiner accordingly. G. If, upon appeal from a recommendation of the Hearing Examiner upon an application submitted pursuant to Section 4 -8 -10B or C, and after examination of the record, the Council determines that a substantial error in fact or law exists in the record, or that a recommendation of the Hearing Examiner should be disregarded or modified, the City Council may remand the proceeding to the Examiner for reconsideration, or enter its own decision upon the application pursuant to Section 4 -8 -10B or C. H. In any event, the decision of the City Council shall be in writing and shall specify any modified or amended findings and conclusions other than those set forth in the report of the Hearing Examiner. Each material finding shall be supported by substantial evidence in the record. The burden of proof shall rest with the appellant. (Ord. 3658, 9- 13 -82) hcappeal.doc l;r��t�aik%cc ak +t FBsu. ^ 4+, 1 } Correction: Correction: PLEASE SEE ATTACHED NARRATIVE PLEASE SEE ATTACHED NARRATIVE Pi.FASR SRR ATTAC:HFTI NARRATTVF uDl d PJS pit L C- Appellan resentative Signature Date APPEAL CITY OF RE HEARING EXAMINER 'MAR 1 c 19 WRITTEN APPEAL OF HEARING EXAMINER'S DECISION/RECOMMENDATION TO UNTON CITY COUNCIL. FILE NO. LUA -97 -164, SA -H, V Orr' APPLICATION NAME: Upper Monster Road Warehouse (North 405 - ilppPr Sir The undersigned interested party hereby files its Notice of Appeal from the decision or recommendation of the Land Use Hearing Examiner, dated March 5 19 98 1. IDENTIFICATION OF PARTY APPELLANT: REPRESENTATIVE (IF ANY): Name: Roqer Pecsok, Opus Northwest LLC Name :Roger Pecsok, Opus Northwest LLC Address: 200 - 112th Avenue NE, #205 Address: 200 - 112th Avenue NE, #205 Bellevue, WA 98004 Bellevue, WA 98004 Telephone No. (.47) 4S1 on Telephone No. (475) 451 -4100 2 SPECIFICATION OF ERRORS (Attach additional sheets, if necessary) Set forth below are the specific errors or law or fact upon which this appeal is based: FTND1NG OF FACT: (Please designate number as denoted in the Examiner's report) No. Error: CONCLUSIONS: No. Error: OTHER: No. Error: Correction: 3. SUMMARY OF ACTION REQUESTED: The City Council is requested to grant the following relief: (Attach explanation, if desired) X Reverse the decision or recommendation and grant the following relief: Approve variance Modify the decision or recommendation as follows: Remand to the Examiner for further consideration as follows: Other A41400( l ( I ? 9 (Y NOTE: Please refer to Title IV, Chapter 8, of the Renton Municipal Code, and Section 4 -8 -16, for specific procedures. heappeal.doc s�ww� � � i z �- J U: 00 • . )O' v) w W I: J�-- LL w O: � Z O . N , 0 I-' w 0 LL ~ O: U O F" • NARRATIVE APPEAL Opus Northwest LLC North 405 -Upper Site LUA -97 -164, SA -H, V FOR CLEARING ON STEEP SLOPES Opus Northwest LLC is providing the following clarifications to the Hearing Examiner's conclusions regarding his decision not to grant a variance from clearing on slopes in excess of 40 %. The slopes are located to the South and along the West property line of the site It is incorrect that the proposed project will substantially alter the natural contours of the site or that a taller building can be built to make up for lost site area This site has been previously graded and now the majarity..o.f.tht site is not nj natutaLstate,,ssuleniaLof e the .variance v,�� � - � • to • es. The intent of the code appears to be � � � �.. . to reduce' the possibility of erosion. There is minimal vegetation on these slopes in their existing state; Sitework performed under the proposed project would provide for an engineered and stable slope after completion. In addition, it is not a feasible alternative to build a taller building to make up for diminished site area since the proposed project is for a warehouse facility with high clear heights; additional floors cannot be constructed to make up for a smaller footprint and users for this type of zoning would not be accommodated. The denial of the variance would prohibit reasonable use of the site since a strict interpretattonof the steep slope variance would render one half acre of valuable land useless without providing any offsetting benefit through retaining the current condition of the site There are legal restrictions on certain developments which intrude on sensitive areas such as wetlands, streams and steep slopes. These restrictions are generally reasonable due to the environmental impacts of such development. However, a restriction on clearing the steep slopes requested in this variance will only impact land which has minimal to no environmental benefit in its current condition. Such a strict interpretation of the code will reduce the level of use and value of the land with no offsetting benefit to the community. pproval' of the Variance Request for this project would not be a grant of special privilege or create a precedent that contradicts the intent of the code Instead it will allow a reasonable interpretation of the code consistent with its intent. A variance will allow the maximum use of land intended for the Medium Industrial zoning designation. It is for these reasons that we request approval of this variance request. Gt z• _ . ~' w � U cy to • w J CO LL• w O 1 d w: .z •1-- O u p : H; • w w' p r- ; Oj z:. • April 21, 1998 Steve Lancaster Planning Director City of Tukwila 6300 Southcenter Blvd. Tukwila, Washington 98188 P..K.ELECTRIC COMPANY Re: Glacier Business Park - Opus Northwest SEPA - E97 -0017 Shoreline - L97 - 0043 Design Review -- L97 -0042 Dear Mr. Lancaster, 2324701 • WARREN COMPANY Real Estelle Development Services I am writing on behalf of Opus Northwest, the applicant for the Glacier Business Park project. This project has received SEPA, shoreline, design review and grading permit approval. In addition, a complete building permit application has been submitted and is currently being processed by the City of Tukwila. As a result of these permit approvals Opus Northwest has entered into a non revocable financial obligation to acquire the property and has signed leasing commitments with tenants. Early last month we were contacted by the City of Tukwila public works and were informed that the levee district had recently obtained additional information regarding the levee adjacent to this project. The levee district has determined that the levee is not constructed as they had originally thought. It appears that over time the river has eroded portions of the bank and as a result the inside bank has become over steepened to 1:1.3 slope. In order for the levee district to be eligible for federal funds the levee must meet federal standards. The federal standards require a 2 :1 slope on the riverward side of the levee. As a result of this information public works has informed us that they will require the building to be placed no closer than 36 feet from the edge of the existing bike trail in order to accommodate the levee districts request. This requirement results in a building which is approximately 20 :feet further from the levee than the building which was previously approved during SEPA, shoreline and design review. If the rear of the building is moved 20 feet with out changing the remainder of the building the resulting building will be approximately 10,000 square feet smaller than was originally approved. A 10,000 square foot reduction in building size would make the project infeasible. In order to make the project feasible the applicant needs to make up the lost building area by making minor modifications to the design. A reduced drawing showing the revised design is attached as Exhibit A. Three full size drawing have also been given to Alexa Berlow. The changes from the original approvals are as follows: 1. The building has been moved further to the east by reducing the truck loading areas by approximately 10 to15 feet. 2. Minor modifications have been made to the front of the building. 501 Union Street, Suite 900 Settle, Washington 98101 Tel: (206) 749.9484 Fak:(206)749.9483 P..02 z mo w` 6U 00 CO 0 CO 111 w = Il i O < CO = _ zF F— 0 Z I- ui V O 0 - I- 0. z tii U = ~ O z } 3. The building has been reduced in size by approximately 2,000 square feet. 4. Adjustments have been made to the landscape islands along the front of the building in order to accommodate the reduced truck maneuvering areas. 5. The picnic table at the rear of the property has been moved from the north end of the property to the south portion of the property. Opus Northwest has been willing to make significant compromises and has incurred substantial additional costs in order to accommodate the needs of the levee district. We feel that the resulting design changes are minor in nature and are consistent with the intent of the previous approvals. We ask that the City of Tukwila approve these modifications and proceed with processing of the building permit. We also request that the City of Tukwila expedite the building permit review to help make up for some of the time that has been lost as a result of this issue. Please contact me at (206) 749 -9484 should you have any questions regarding this project. , Very truly yours, WARREN COMPANY Dana Warren Enclosure P. K. ELECTRIC COMPANY CC: Jack Pace — Tukwila Planning Department Alexa Berlow — Tukwila Planning Department Phil Frasser — Tukwila Public Works Gary Barnett — Tukwila Public Works Brian Shelton- Tukwila Public Works Joanna Spencer— Tukwila Public Works Bart Brynestad — Opus Northwest 2324701 P.03 • • • • • • • • re w J V' 0 0; N 7 v) w o: J; a: • • u t p0 o N; O 1 • w H Ut . - z ,01—! April 21, 1998 Mr. Dana Warren Warren Company Real Estate Development Services 500 Union Street, Suite 900 Seattle, WA 98101 Dear Mr. Warren: Sincerely, City of Tukwila Department of Public Works Re: Glacier Park - Flood Zone Control Permit Requirements Your revised proposal is based on design concepts provided by King County, as developed for a nearby section of the Green River. Those concepts are applicable to your project and are subject to City detailed engineering review and approval. For• Gary Barnett, P.E. Senior Engineer - Development GB:tkf enclosure: Ordinance No. 1462 cf: Andy Levesque, King County Water and Land Resources Brian Shelton, City Engineer Phil Fraser, Senior Engineer Steve Lancaster, Director Department of Community Development Jack Pace, Planning Manager Alexa Berlow, Planner John W. Rants, Mayor Ross A. Eamst, P. E., Director 2 : t w■"^ r"(1 b+.'F � ewra.'� • • Igo sh•Lu Amu" ifitr Afte C c Green River, are subject to Tukwila Ordinance!No. L9k • Projects such as Glacier Park, located adjacent to the e 1462, copy enclosed. This Ordinance is the basis for Flood Zone Control permits. Per Section 16.52.050I.2, e ta , shoreline permits shall comply with the Flood Zone Ordinance. % y . 1 • • Your revised proposal is intended to comply with that Ordinance in general, and more particularly to Section 16.52.070A2 which indicates riverbank stability is a major consideration. If you or your engineer have any further questions of the Public Works Department, please do not hesitate to call. We appreciate your ability and willingness to understand and work out the necessary levee and flood protection issues associated with the Glacier Park Development. Please call on me at (206) 433 -0179 regarding further development permits for this project. it` 6111 1 1* PAM • a bvuf w 1 R.u.c r C . C" St tA ? pry * WVP t•• 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Far (206) 431 -3665 s � �4 re.a. �( I C +` 1 Z.�`v6l.%t?.�Sfb. H.Ad?iS{:'�� i]:tAY'SAtiti}iG:ka%<• t ..... � _ ... .. aorui�ui��i�,r,�e2�� ::�za���;:Fr �. ��s�a�:�ecsa��a���- "�rKalg- .;rt ay: WARREN COMPANY; 0e /29/98 11:33 PAZ 425 453 1712 OPUS NW LLC JUN -2B -08 a1Q ii 37 PROM . TWIMA A$UOC s ATSB I D . 9000414334 12525 Willows Road, Suits 101, Kirkland, Washington 91K134 • Morse (425) 821-TM 206 749 9483; Mar - 17 11:47AM; Page 4/7 GL10 03 PAGB 2/6 • TERRA ASSOCIATES, Inc. , Consultants In C ttotach � .Eneln Bring, Geology . • . • E:nvfronrnentel, Eafth Sciences ' fe Peer Jahn: •February 18;1998 PsojoctNo. T • .fr. John Gotdod . • Opvs.Noatliweet, LLC ' • 200' - 1 12th Avenue'NE, Suite 205 Bellevue; Wasbineao 93004 i ▪ Sujtct :• Ceatecbn eai Evilgz ioa ' • •• , • ' , ; Setrt!►raeetter Sout ,.I t Pair, Site A . •, South Glacier Street ne rr Olyniple Avenue South , , • • Tukwila, Washin stop. • „ At 1 1 Refer:ace: • G.eotechnlcal RRpork Southceriter Senth IodUstrial Perk, Site A, by TeirwA.saoclates, In c., daied July 8, •1997 • As requested, we have completed'a•limited subsurface investigation•along the Green River levee at- the western •r ar•Slu of the subject site. The purpose of our investigation was to evaluate soil Coaditions In the levee and Provide. geotechltieal recamtzodaitone for construction of a fire lane earetgsaa3► aocee4 roadway. , 'Raview of a Febeit4ry I2, 1998•11sadm1ls hatiStelssion from AH3Ett became the exiting levee will be widened to ' allow construction ofa minimum 1t bot wide roadway for fan truck wnergeney aeoe3s. Two-rook wide shoulders . will be constructed on. Oech side of the access roadway. We tmderscand the fie access lane would only be used•for ,vehicular traffic in esn, of 'emergency. • The Ctty of Tlitcrila has indicated .the levee must be aSie to support scwen ten- tca'ocunidosd. .. ' SITE CONDITIONS 'Fhc appcox n ately four to six -foot high levee extends along sad• inside the sites' western Tho' asphalt- . , paved Christettrren Greenbelt Park 13icycle Trail- is located on the 'crest of tbu. kvee. The eastern eideslopes of the levee are iac!ltcsd at approorirastdly (Rarizoatsl :Vexttcal) to 3: ii wM the 'steeper aioPas lvcaacsl; ateog the northwestern edge of the sits. •The 'middle and lower pgstions df;t ui'slape are heaysly 'vegetated wish berry brambles and shrubs. At some •IQca± ns, sell scats of lower. *IOUZbi of the nipper• e�f'tament.filis e : . an 18-inch to 2-foot thtick layer am wi19 coAsilting of gravelly silty sand. with 'cobbles. No significant signs of • iasotbility'were.ob erved in the eastern embejnkment slope. . z • Z ~ � W QQ WD JU ' U O; co • W= w g ; U.. <C: • • = d: W Z• z • w w v. a. • :C.) N ;o ;2 W' U; • f = I'. z ... r ay: WARREN COMPANY; 08/29/98 11 :99 FAX 426 453 1712 OPUS NW LLC JUN -a. -B$ 08.97 PRON.TBRRA ABOOCIATEe • Mt_ Mtn Gordon February 18, 1498 Five hand test pits were excavated with a pesthole digger to dt pahs r� n pm two to four feet near the top edge' and toe of the levees', a slope: Two test pits dug near *o top of the slope showed a t.5 w 2 -foot thick layer.of fill consisting of medium dense g evelly silty sand with' cobbles. • Aa, additional test pit, .excavated further downslope, showed a etae•fnot thick lax of topsoil/MI overlying fill coatis' ling of loose slhy Ste sandy audy silt Two' test pita excavated at the slopes' too showed slimier silty frac saad/saady silt ill souls, bus with a slightly higher relate density 'Ocoee to medium dense). The silty fill soils appeared to comprise rev/orked on sit r alluvial' : F�,��:.,sa tic :.,. found ...s.e area. . , • • DTSCUSSIOirAND 1ZCOMMIENDATTONS The top IS dachas m 2 fbee of the lave* appear; to consist of compacted welly silty sand fill, with a thin surface layer of'asphsltyc concrete (AC) at tha•bike trail location. Beresise of i>2s gravel content and .compacted sra:trre,. .analysis indicates the existing upper compacted gravel fill layer will provides suitable *tpport for the above design ' loading imposed in eases ,of ames318y. • Review of th e provided across - suction Shows the levee will be widened by upto tan feet beyond its a crest. To provide stability, the nail embarkment •fill'shoidd be keyed and benched is the existing embankment EL The • keyway and lnlbetmedlate beach subgradas shpuid be oompaeted to .provide a stable subgrade for the t;ew RIL A dtttzll s1iow)ng typical key aid beueh• construction is shown on thi •sttachod section. All Sl1• used for embanluneat • widening should be compacted es sirrtctund fill as described in the r eferenced'gea eicaI report. ' As discussed in the referenced report, the fill soils are exn eeoely sensitive to moisture and will quicldy degrade if disturbed in war conditions. We believe the on-site sandy sltdsilty sand may be used as embenlcmeuts fill provided • consuuctien oxws disiag an extended period of dry weather to allow for drying the arias Or the souls are amended with cement add Ives to improve sttengtli,and compatibility_ Alternatively, imported pit rut rand and gravel may be used for embadcmetttsonst'nictiom • Ths existing upper 18 itches of gravelly silty sand fill would be capable of supporting the design•traflk Inad.of l,7 Mal with limited load application (less than 100 vehicle trips). Analysis indicates a pevmnear base consisting of'a a inimura 12;inch think layer of compacted grxxel base should be placed on the compacted fill subgrade in the widened portion' of the 'embaai<ment : Tbc•.underlying aubgisds must be firm and unyielding prior .m placing the gravel base layer. A1ternetivuly, the top 12 inches can consist eta soil ceanent base that exhibits a minimum seven- . •dap comptrsstve strength of S00 pour per square inch (psi), 'as de Bribed in the Pavement coq of the • roferesced report. A. wearing surface consisting of one, kilt of AC should then be placed over the, glraavel, or soil courant. anise. • • • The existing levee soils and new access lane will provid# satiefeeoory driving condftions for limited emargeacy access vehicle traffic. • Sonia tuttlog ofthe paved suite= should be expected under repeated heavy track loads, particularly where traffic drives one Ma existing relativsly.thie bicycle path sinks The pounds:1' 1br ratting iq•the • • widened portion oft aacesa'Iaae could be :educed by,placing a geotoxrilo separation fabric, sink as Miiafi 500X,. on the embankment paaisb prior to the overlying gravel haws layer. . • 206 749 9483; Mar - 1 11:48AM; ID. aesea 14924 • Page 5/7 rib 004 PAGE 3/5 Ptajectlla. T.3615 Page No. . :cc ay: WARREN COMPANY; 206 749 9483; 06/20/08 11:34 FAX 426 463 1712 OPUS NA LLC Jut4 -25 -9e an. 37 PROM .TafiRA ABBOCIAt , Us. John Gordon Fcbru&ty,18.1998 . • We this information is sufficient' for your current needs, I£ yen have say questions or require additioda1 • irfomwtion, please cif. • , Sinoecsly yours, . ' 'RR s►.ssociAnS; DrC. . • fe • ID lzasa;2I4334 Mar -1 7— '9 11:48AM; Page 6/7 • • • • • 2005 PACs 4is • 4. • .Project No,, T -3613 • ?ag&Na3 . • ;le.) . .t.- :LtJ�s �.v...,....�s'.. Vi1 •.li..�Ks..iSLrtSt�• "� ✓n,.a. �.i rY ....i >�Ti:.4i�.. ,.ii ra ,;,.f.x r. >:..i. r- G� ..{�".��;t:( �i�,.....dt....:!. January 23, 1998 Dear John: John Gordon • Senior Project Manager Opus Northwest, L.L.C. 200 -112th Avenue Northeast Bellevue, WA 98004 City of Tukwila John W. Rants, Mayor RE: Glacier Business Park - L97 -0042 (DR), L97 -0043 (Shoreline) Additional Revisions to Dike Trail Department of Community Development Steve Lancaster, Director Since our letter to you dated December 4, 1997, there have been additional comments to the revised dike trail plan that I would like to bring to your attention. The items of concern areas follows: 1. Per Ordinance #1741, the trail must be widened an additional 10 feet, for aatotal of 20 feet. The Fire Department needs vehicular access to 150 feet of any portion of the first story of the building, and a minimum 20 foot fire lane is required for buildings more than 300 feet in length. 2. To meet provisions of the King County Green River Master Plan found in the City of Tukwila Resolution #1149, a two (2) foot shoulder on either side of the trail must be incorporated into the trail design. This can be grasscrete, grass, wildflowers, clovers, or the like. Whichever surface is selected, it must be able to withstand the weight of the fire vehicles. (In the past, grasscrete has been the material of choice to widen the trail and provide a strong enough surface to withstand fire vehicle access). 6300 Southcenter Boulevard, Suite #100 O Tukwila, Washington 98188 • (206) 431 -3670 O Fax (206) 431-3665 y 'ufial'i'.. '03 �:`Y'�4{4, {s'�� �l�i�12RL e fR.`• �Rhl :.?.' r<. �.;'.. t; 3. ti1,•: airi", i++ rt! y" u�:' 4k' �i': k i't� z ice!. z • mo U; o o N W; ' W =: N •O` • I . mo o , . • uf • v cn • o � ,w w; = V? ;- • . ll.l N. z } Glacier Business Park L97 -0042, L97 -0043 Please address any questions or concerns you might have to either Chief Nick Olivas at (206) 575 -4404 or Don Williams, Director of the Department of Parks and Recreation at (206) 433 -1858. Revisions will need to be completed before your Building Permit can be issued. �i '�y ^nw .r �.. ...i. ��, na.G Zw t,. '.5✓ -:�t .tw....'s.,.�14:�.�.�1.. -elw 1.! fuu..n,... 4a::�vn:+l'. vA.Yl.`3'�.. 1.. .r.H ..v { f. iPJYTYI•';7 `. <yS. �f-y41 .a .. .M).��+. _n {. .+XL...1. ,S �& b�:. M;:r.. �.J. ,� Sincerely, Alexa Berlow Associate Planner . Chief Nick Olivas, Fire Department Don Williams, Director, Parks and Recreation Department Additional Revisions to Dike Trail Page 2 • 1 AFFIDAVIT D Notice of Public Hearing ONotice of Public Meeting OBoard of Adjustment Agenda Packet OBoard of Appeals Agenda Packet OPlanning Commission Agenda Packet El Short Subdivision Agenda Packet Notice of Application for Shoreline Management Permit El Shoreline Management Permit hereby declare that: was mailed to each of the following addresses on Name of Project File Number 1J71 OF DISTRIBUTION 0 Determination of Non- significance Mitigated Determination of Nonsignificance fl Determination of Significance and Scoping Notice ONotice of Action 0Official Notice fl Other Signature ( ( T CHECKLIST: rNVIRONMENTAL REVIEW /SHORELINE PERMIT MAILINGS ( ) U.S. ARMY CORPS OF ENGINEERS ( ) FEDERAL HIGHWAY ADMINISTRATION ( ) DEPT OF FISH & WILDLIFE OFFICE OF ARCHAEOLOGY TRANSPORTATION DEPARTMENT DEPT NATURAL RESOURCES OFFICE OF THE GOVERNOR DEPT OF COMMUNITY DEVELOPMENT ) DEPT OF FISHERIES & WILDLIFE K.C. PLANNING & COMMUNITY DEV. BOUNDARY REVIEW BOARD FIRE DISTRICT #11 FIRE DISTRICT #2 K.C. WATER POLLUTION CNTRL SEPA OFFCL ( ) S CENTRAL SCHOOL DISTRICT ( ) TUKWILA LIBRARIES ( ) RENTON LIBRARY ( ) KENT LIBRARY ( ) CITY OF SEATTLE LIBRARY U S WEST SEATTLE CITY LIGHT WASHINGTON NATURAL GAS HIGHLINE WATER DISTRICT SEATTLE WATER DEPARTMENT 'TCI CABLEVISION OLYMPIC PIPELINE KENT PLANNING DEPT TUKWILA CITY DEPARTMENTS: ( ) PUBLIC WORKS ( ) FIRE ( ) POLICE ( ) FINANCE ( ) PLANNING ( ) BUILDING ( ) PARKS & REC. ( ) MAYOR ( ) PUGET SOUND REGIONAL COUNCIL ( ) P.S. AIR POLLUTION CONTROL AGENCY ( ) SW K C CHAMBER OF COMMERCE ( ) MUCKLESHOOT INDIAN TRIBE ( ) DUWAMISH INDIAN TRIBE ) DAILY JOURNAL OF COMMERCE )VALLEY DAILY NEWS 2/10/97 C:WP51DATA \CHKLIST FEDERAL AGENCIES WASHINGTON STATE AGENCIES KING COUNTY AGENCIES SCHOOLS /LIBRARIES OTHER ( ) U.S. ENVIRONMENTAL PROTECTION AGENCY ( ) U.S. DEPT OF H.U.D. UTILITIES CITY AGENCIES LOCAL AGENCIES MEDIA ( ( DEPT OF SOCIAL & HEALTH SERV. G� DEPT OF ECOLOGY, SHORELANDS DIV- DEPT OF ECOLOGY, SEPA DIVISION* OFFICE OF ATTORNEY GENERAL DfV VV't * SEND CHECKLIST WITH DETERMINATIONS * SEND SITE MAPS WITH DECISION ( ) K.C. DEPT OF PARKS ( ) HEALTH DEPT (..):PORT OF SEATTLE ( BUILDING & LAND DEV DIV' SEPA INFO CENTER ( ) K.C. TRANSIT DIVISION - SEPA OFFICIAL HIGHLINE SCHOOL DISTRICT K C PUBLIC LIBRARY SEATTLE MUNI REF LIBRARY SEATTLE SCHOOL DISTRICT RENTON SCHOOL DISTRICT PUGET SOUND POWER & LIGHT VAL -VUE SEWER DISTRICT WATER DISTRICT #20 WATER DISTRICT #125 CITY OF RENTON PUBLIC WORKS RAINIER VISTA SKYWAY RENTON PLANNING DEPT CITY OF SEA -TAC CITY OF BURIEN TUKWILA PLANNING COMMISSION MEMBERS TUKWILA CITY COUNCIL MEMBERS CITY OF SEATTLE - SEPA INFO CENTER SEATTLE OFFICE OF MGMNT PLANNING ( ) METRO ENVIRONMENTAL OFFICE /INDUSTRIAL RESIDENTIAL RETAIL 30 HIGHLINE TIMES SEATTLE TIMES PLANNING DIV. 5,000 GSF OR MORE 50 UNITS OR MORE ,000 GSF OR MORE vSa"s it .`1.:rti'?a; w4;41, :p.k Al-ii �. f ;ie:+ i }.;d *A 'IALIT:,N't`7 k�,tiC''C'fm�k; t�.tx•. •CITY OF KENT 220 4th Ave S Kent WA Building Llc Tbi GRAINGER WW INC 6412 S 190th St 5500 W Howard St Kent WA 98032 Skokie IL 60077 YALE STREET PO Box 58088 Seattle WA CAMPBELL JAMES ESTATE : 1001 Kamokila Blvd Kapolei HI. 96707 Floor Coverings Sound 18375 Olympic Ave. so Tukwila WA 98188 LA PIANTA LTD PO Box 88050 98032 Tukwila WA William Grubman 9536 Wilshire Blvd #310 98138 Beverly Hills - CA 90212 NORTHWEST VOLLEYBALL IN 18475 Olympic Av. S Tukwila WA 98168 PTNRSHP: - H & H COMPANY PO Box 88176 98138 Seattle'WA 98188 • STRATTON INTERESTS INC 1411 4th Ave #1315 Seattle WA 98101 YALE STREET PO BQX 58088 Seattle WA HILL INVESTMENT C0 PO Box 700 Mercer Island WA 98040 • • • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT _ 98138 ..• • ..*•••-• • • . " • • . • •. . . • To: City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Opus Northwest, L.L.C. (Applicant) Estate of James Campbell c/o Douglas C. Morris (Owner) State Department of Ecology, Shorelands Division King County Assessors, Accounting Division (11132567 Section 1) This letter serves as a Notice of Decision and is issued pursuant to TMC 18.104.170 on the following project and permit approvals. At the hearing held November 14, 1997, the Planning Commission approved the Shoreline Substantial Development Permit for Glacier Business Park, with the following conditions: Shorekne S ubstantial Development , ' NOTICE OF DECISION' November 20, 1997 1. Provide a 20 wide access easement from South Glacier Street cul -de -sac to the Green River Levee, and expand the existing riverbank levee maintenance trail easement from the catch point to the toe of the levee bank for appropriate flood zone control measures. In the access easement, the applicant will provide a five (5) foot wide sidewalk for pedestrian connection to the trail entrance and parking at the south end of the building. 2. Add picnic tables and benches to the west side of the building along the public recreation trail. The applicant shall coordinate the precise location and design specifications of the benchs with the Director of the City of Tukwila Parks Department. The applicant shall also submit plans showing the location of proposed picnic tables and benches to the Parks Department Director for approval. 3. Eliminate one parking stall in the northwest parking area in the high impact "river environment". 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 • Fax (206) 431 - 3665 _ir :.:f,., .:;,rf :ir�rim:4v:s»tr 3ufrfetR��iC+:Gkw' t, iit: eiut2' fi°'^- n:+ l3:f Ld{ L. L; ty' tS`. u" Eiti'. tci'✓ a,+ r�euSvb: ti: dYisiif% �f?..° a>' 4Ia+` i3Yr3' firi: ti' �caf,' d�. fn: �i ".x.°�i'�rv'atda."'k a 'L"+�w`.'� +G;� _• mow J V` U 0 N O cn w z J (O w 0 g J w a. CO d . ~ w z � E- 0 z t w D C3 w w , ~ -0 Z IJ J F z To: City of Tukwila NOTICE OF DECISION November 20, 1997 Opus Northwest, L.L.C. (Applicant) Estate of James Campbell c/o Douglas C. Morris (Owner) State Department of Ecology, SEPA Division King County Assessors, Accounting Division (HB2567 Section 1) • This letter serves as a Notice of Decision and is issued pursuant to TMC 18.104.170 on the following project and permit approvals. At the hearing held November 14, 1997, the Board of Architectural Review approved the Design Review for Glacier Business Park, with the following conditions: Design Review 1. Break up the 210 foot long portion of the west facade at the north end of the building with an appropriate architectural feature, and submit to the Director of the Department of Community Development for approval prior to issuance of a Building permit. 2. Locate rooftop mechanical equipment as far from the roof's edge as possible and screenfrom view. Submit to the Director of the Department of Community Development for approval. 3. Specify the location of lighting fixtures on the west side of the building, for review and approval by the Director of the Department of Community Development. Also submit to the Police Department for review and approval of lighting and landscaping for safety. Conditions to the approved project are marked on the attached site plan. John W. Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax- (206) 431-3665 ; • 2 1 TO: Gary Barnet, -ptt...,5)01- FROM: Phil Fraser DATE: MEMORANDUM SUBJECT: Development of Levee Section to Apply at Glacier Site. After a series of discussions regarding the levee section to be applied at the Glacier site. The following input has been received: Andy Levesque: Andy is looking for a final section which meets City requirements for trail and Fire/Emergency vehicle loadings to apply. Requests City develop this section for his review and negotiate implementation schedule and funding w/ development. Andy said he has already scheduled placement of 1 ft. deep of crushed rock which is normal for KC levee for their maintenance vehicles. Don Williams: Don reques 12 ft wide trail to meet current standards. The trail section is 2" asphalt over 4" of granular base material. Nick Olivas: Nick Olivas requires 20' width of driving surface for his vehicles. The ladder truck provides the heaviest load with 80 kips on rear axel and 50 psi for extended side braces from vehicle. Nick allows 16 1.f. wide pavement with 2 ft. gravel/granular based shoulders, as long as the designed section can meet the loads presscribed above. I understand there has been a discussion on whether the asphalt section should be a depth of 2-1/2" as initially proposed by Dana Warren (206)749-9484, or should be 4" depth. A designed section using this information should be proposed by Glacier Development engineers for City and KC reviewr-\ This information was communicated by phone to Dana Warren by Phil Fraser o 1/13/98./ ) 4.4tett . • . Staff Report to the Planning Commission and Board of Architectural Review Information Item: At the time of sign code submittal, the proposal must meet all requirements of the Sign Code including provisions under TMC 19.28.010 (11) prohibiting signs in the "shoreline zone" or specifically oriented to be visible from the "river environment ". 21 L97 -0042 and L97 -0043 Glacier Business Park , k%l:t» a ': ✓'r „�3'+e^:�i!3r ' :✓ .F�' +::x�.;z, NOTIFICATION: PROJECT: City of Tukwila John W. Rants, 1 Department of Community Development Steve Lancaster, Di STAFF REPORT TO THE PLANNING COMMISSION AND BOARD OF ARCHITECTURAL REVIEW Prepared November 6, 1997 HEARING DATE: November 13, 1997 On July 22, 1997, the applicant posted a Notice Board on the site, and a Notice of Application was issued and mailed on September 24, 1997. On October 30, 1997, staff mailed a Notice of Hearing to surrounding property owners and to the Seattle Times. L97 -0042 - Design Review L97 -0043 - Shoreline Substantial Development Glacier Business Park APPLICANT: Opus Northwest, LLC OWNER: Estate of James Campbell c/o Douglas C. Morris REQUEST: For consolidated approval by the Board of Architectural Review and Planning Commission for the proposed design of Glacier Business Park, an 85,304 square foot multi -tenant industrial building with office space, and a shoreline substantial development permit for the portion of the proposed warehouse and office building within 200 feet of the Green River. ASSOCIATED PERMITS: Building Permit Utility Permit Land Altering Permit Flood Zone Control Permit Storm Drainage permit 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 -3670 • Fax (206) 431-3665 Staff Report to the Planning Commission and Board of Architectural Review LOCATION: LOT SIZE: COMPREHENSIVE PLAN DESIGNATION: ZONING DISTRICT: ATTACHMENTS: .rst�l ✓a .m 4 .; . ) ;! , Fiik iYi PiZt »rke •,r...saxw+Mw..,..... .. SEPA ENVIRONMENTAL DETERMINATION: RECOMMENDATION: * To be presented at the hearing. 6540 South Glacier Street 4.65 Acres (202,565 square feet) Commercial/Light Industrial Commercial/Light Industrial (C/LI) Alexa Berlow, Associate Planner Approved with Conditions A. (DNS) Determination of Non - Significance B. Applicant's Shoreline Permit Application C. Lighting Design Specifications D. Full Set of Plans E. Color and Materials Board * F. Presentation Board * 2 L97 -0042 and L97 -0043 Glacier Business Park A Determination of Non - Significance (DNS) was issued on September 15, 1997 z J V '00 . rn w • w=; . w o J u - Q, _ a. w ` z f . . o ' z 11J uj 'o N w w+ H U` 0 ui 0 Staff Report to the Planning Commission and Board of Architectural Review VICINITY /SITE INFORMATION Project Description: The applicant proposes to build Glacier Business Park, an 85,304 square foot multi- tenant concrete industrial building with tilt -up panels, including 80,304 square feet of warehouse space and 3,000 square feet of office space. The proposed development is proposed to be located at the far west end of the Southcenter South Industrial Business Park, within 200 feet of the mean high water mark of the Green River. Surrounding Land Uses: FINDINGS L97 -0042 and. L97-0043 Glacier Business Park Surrounding land uses consist of warehouse storage and distribution businesses with some offices. The proposed project is the last structure to be built within the Southcenter South Industrial Park, located at the dead end cul -de -sac of South Glacier Street. The Green River and Green River Levee run along the west boundary of the site. An active railroad spur runs along the east side of the site. Existing Development: The proposed development site is currently vacant. Topography: The site is essentially flat, except along the western boundary adjacent to the prism of the Green River Levee. Vegetation: The proposed site is currently covered with grass and the levee is covered with blackberry bushes. A landscape strip with deciduous trees is present along the south boundary of the site which was established as part of construction of the warehouse to the south. Access and Circulation: Access to the site is from South Glacier Street. A private extension of the right -of -way services vehicle access to the site and to the lot directly south of the proposed development. On site circulation is proposed along the east side of the site which also provides for fire access, access to parking, loading docks, and office businesses. 3 z • • w JU U 0 ' U O u) u „, w =: J H( w 0 g co ,- w. o, z t— U �- O —i o - w • O w z 1 7:1 , 01— :. z ■ Staff Report to the . Planning Commission and Board of Architectural Review BACKGROUND A similar design review project (Cascade Business Park) submitted by the same applicant was w re approved with conditions by the Board of Architectural Review on October 23, 1997. n •U t N Part 1: SHORELINE PERMIT DECISION CRITERIA w 1 -J1 LL , w O; Shoreline Substantial Development Permit (18.44.80) u_< Any substantial development within 200 feet of any shoreline must receive a shoreline substantial development = a permit prior to issuance of any local permits by the City. I— _ Z H, The proposed Glacier Business Park is located adjacent to the Green River. A landscape plan, z o :: ay required under 18.44.080, is attached to show specific measures taken to meet shoreline 2 D regulations for the river environment (18.44.130). Criteria to meet both general and specific v shoreline regulations follow; .o w ' .1-- ia w N The proposed office park meets basic development standards of the Commercial/Light Industrial z (C/LI) zoning district. The project must comply with the policies contained in the Tukwila Shoreline Master Program and Comprehensive Plan, and the regulations in the Shoreline Overlay for the shoreline substantial development permit. The applicant's response to criteria of these conditions is contained in Attachment B. General Shoreline Regulations (18.44.110) 1. The use is in conformance with the underlying district Tukwila Shoreline Master Program: L97 -0042 and L97 -0043 Glacier Business Park A.2. Locate commercial industrial development in areas with low potential for recreation or other public use. A public recreation trail runs along the west side of the proposed building. Passive recreational amenities such as a picnic table, grass and landscaping along the facade of the building are proposed. 4 Staff Report to the Planning Commission and Board of Architectural Review Ail: .h'6n: �4 :r. . .. P..! 5 L97 -0042 and L97 -0043 Glacier Business Park A -3. Preferences should be given to commercial and industrial development that will provide an opportunity for a substantial number of people to enjoy the shoreline. A stepped facade modulation is proposed as a measure to reduce the impact of the w west building facade on the river environment. 6 ' ' J U 0 0 A -4. Determine and consider the visual impact that the commercial/industrial development will have on the surrounding area w = ' J F Landscaping has been enhanced, the west facade of the building has been modulated, w O ` and public recreation amenities are proposed to be incorporated into the design of the river environment. co - C� A -S. Encourage provisions for public access, especially visual and pedestrian, as an integral part of 1 _ commercial industrial waterfront development ? 1- O : Z The proposed site plan does not provide for public access or visual access to the existing river trail. v 0 O 0 Bl -b. For non -water dependent economic activities, where permitted, the entire water's edge should w H . be available for public access, consistent with private property rights. , H C to The development is not water dependent. A public recreation trail runs along the Cu Z '. river and the entire west edge of the property. This side of the property has been $? _. embellished with landscaping, but only the south end of the area is available for .. z public access. B -3. A trail system should be developed along the river. Trails should be developed for linear access through public shoreline areas; access points to and along the river should be linked by a system of trails; The connection of other trails in the region to the shoreling trail system should be encouraged and developed. To assist in developing a trail system, incentives should be offered to property owners for utilizing set back requirements A public recreation trail currently exists along the river's edge. It is managed by the City through a Trail Easement Agreement that runs with the land, from the edge of the private property to the water. C -2. Parking facilities should be located upland with provisions for adding pedestrian access to the shoreline. Primary parking facilities are located upland, on the east side of the building. Secondary parking is located to the north and south of the proposed building. A few parking spaces are located in the shoreline management environments. No provisions for pedestrian access to the shoreline have been provided. } i Staff Report to the Planning Commission and Board of Architectural Review D -2. recreational uses should be incorporated with other shoreline activities. L97 -0042 and L97 -0043 Glacier Business Park A bench has been added along the shoreline at the southwest end of the building for use by employees, although it has notbeen designated on the plans. The proposes to widen the trail an additional 10 feet (for a total trail width of twenty feet along the west edge of the property). However, widening the trail will not be acceptable as it will only increase paved surface area in the river environment. F -1. Determine and consider the visual impact a commercial/industrial development will have on the surrounding area A revised landscape plan, using vegetation from the approved Corps of Engineers plant list, is intended to contribute to the visual impact of the new development on the public recreation trail. F -2. Develop regulations requiring the maintenance of a buffer of permanent vegetation between developed areas and associated water bodies to improve the aesthetic qualities of the river, retard surface runoff, maintain constant water temperature, and reduce filtration. An enhanced landscape buffer, ranging from 10 to 20 feet wide at various points, is proposed. However, additional landscaping and the incorporation of public amenities may be requested to further improve the aesthetic quality of the river and provide measures to protect the river's edge from erosion. F -3. Promote linear shoreline access, especially pedestrian and non- motorized types, in the areas close to population centers. Such areas would also serve as buffers between water and developed areas. Direct pedestrian access from the building entrances or from parking areas have not been provided. F -4. Develop regulations for site coverage, building height, setbacks, and density to insure visual access to water, promote interesting development, and prevent encroachment over water. See Design Review Criteria section of this document. F -8. Outfalls and surface run -offs should be controlled to minimize adverse effects on the river Surface water will be controlled through an on -site detention system, discharged into a biofiltration vault and then through the City's system. Roof water runoff will be tight lined directly to the City's system. 3. No structures or accessory facilities shall be located over the river unless such structures protects or promotes the public interest. No structures are proposed over the river. Only a picnic table along the building facade facing the river have been proposed. 6 z • 5. 'U O' WI H C0 w .w O .z a • i ' Z �. H O`. Z I— w w , U ,O N 'w w =U I ~ O w z': U - ; H H O z .71; +!� i441;!' 'i` ." • " i. ` :; sifsd.W.�'4:Y1- •,GS.ia:. swxi.4.w..r.tiw +e..zd •�S R.l .si:6e r. .v.:nt�: Staff Report to the Planning Commission and Board of Architectural Review 4. There shall be no disruption of existing trees or vegetation within the river environment unless necessary for public safety or flood control, or if allowed as part of an approved shoreline substantial development permit. The river environment currently contains blackberry bushes. Trees, shrubs, and grass will be added between the building and trail, including Western Hazelnut, Redtwig Dogwood, and Yellowtwig Dogwood, and English Ivy. At all remaining portions of the property the following vegetation will be added: Lynden, Red Sunset Maple, Vibernum Tinis, Vibernum Davidll, and Doublefile Vibernum, Snowdrift Pieris, Spiraea, Photinia, Kinnikinnick, and lawn. S. No effluent shall be discharged into the Green River which exceeds the water quality classification as established by the State for the adjacent portion of the river. Surface storm water will be channeled and collected through an approved bioswale and conveyance swale to the City's storm drainage system. Building roof water will be tightlined directly to the City's system. 6. All States and federal water quality regulations shall be strictly complied with 7. Wildlife habitat in and along the river shall be protected L97 -0042 and L97 -0043 Glacier Business Park Appropriate measures will be taken to comply with all state and federal water quality regulations. The Green River serves as a mitigation route for salmon and possibly for trout. No special measures have been proposed to protect this habitat from development in the shoreline management environment or in the vicinity of the proposed office building. 8. All perimeters of landfills and other land forms susceptible to erosion shall be provided with vegetation, retaining walls, or other satisfactory mechanism for erosion prevention. There are no land forms on the site that will be susceptible to erosion. 9. All necessary permits shall be obtained from federal, State, County or municipal agencies. A Determination of Non - Significance SEPA was approved on September 24, 1997. A Land Altering Permit, Building Permit, Tree Permit, Sign Permit will also be necessary. A Flood Zone Control Permit must be submitted. 10. Dredging for purposes other than for navigational improvements or flood control is prohibited. No dredging will occur for this development. 7 z E- F— z: J U U O W 2'. W O u. d F. W. H: 1-- O; Z '-. IV 'if 0 to moo !O W W` z , • w U _ck 0 •z Staff Report to the Planning Commission and Board of Architectural Review L97 -0042 and L97 -0043 Glacier Business Park 11. Mining Is prohibited along the river shoreline No mining will occur on the site nor along the river shoreline z 12. Solid waste disposal is prohibited along the shoreline W No solid waste disposal will occur along the shoreline. UO : CO 0 13. No roe will be ac uired or ublic use without dedication b or just compensation to the owner ' W w : P P'tY 4 f P Y l P = J H A Trail Easement Agreement runs with the land adjacent to the river that holds the City CO o responsible for maintaining the trail, from the edge of the private property to the water. 2 In coordination with the Department of Parks and Recreation, the property owner is g a responsible for providing appropriate maintenance and safety measures in the buffer N d ` _ zone. Z H 14. Landflling is prohibited within the river channel, unless such landfill is determined by the Planning Z O Commission to protect or promote the public interest. 2 j M 0 No new landfill will occur within the river channel. o P 0 F- w w 15. Notwithstanding any provisions of the Code to the contrary, removal of any cottonwood tree within = 0 the river environment, or the low impact environment, which tree is 12 inches or greater in diameter as u. r measured 4.5 feet above grade, shall be subject to the requirements of TMC Chapter 18.54, Tree Z Regulations. U a H H The site is currently spotted with grass and blackberry bushes along the riverfront. There z are no cottonwood trees on the site. Tukwila Comprehensive Plan Shoreline Design Policies: A -1. The development minimizes impacts on wildlife and significant vegetation, sandbars, wetlands, watercourses, and other important habitat features are maintained through the proper location, construction, and management of shoreline uses; There are no threatened or endangered species known to be on or near the site. The proposed building is set back between 25 and 40 feet at various points from the 40 -foot river environment. A -2. The development protects riverbank vegetation and, where feasible, restores degraded riverbanks Plant replacement include the following: Western Hazelnut, Redtwig Dogwood, and Yellowtwig Dogwood, and English Ivy. 8 1 Staff Report to the Planning Commission and Board of Architectural Review L97 -0042 and L97 -0043 Glacier Business Park A -4. Streets, flood control, surface water drainage and sewer system projects, clearing /grading activities and landscaping are designed, located, and managed in a manner that minimizes water pollution, provides erosion control, and protects water quality Z = F` Z No specific flood zone control measures have been proposed. rt 6 A-5. The proposed development does not appear to cause significant adverse impacts on flooding, U 0 erosion, and natural resources in determining and considering the visual impact a z w commercial/industrial development will have on the surrounding area, within and outside of W Tukwila's jurisdiction. F' o . See A -4 A -6. Capital improvement projects and private development are designed, located, and managed in N a manner which does not endanger public health, safety, welfare, or capacity of river to provide = a l long -term community benefits. z _. 1-0 The proposed Glacier Business Park is located in both the high and low impact z w w . ; environment zones. A public recreational trail is currently in use between the Green River and the proposed west facade of the building. The applicant proposed to widen 0 t the trail in the high- impact management environment and provide passive o recreational amenities along the rear (west) facade of the building. Trees, shrubs, and = 0 low -lying vegetation are proposed along the length of the facade facing the river. The 11: o ; building facade will also be modulated to reduce the impact and mass of the facade z on the recreational trail. 0 O ~ A -7. The development is designed and located to minimize impacts to habitat, vegetation, access, Z . recreation, historical resources and flood control The building's west facade has been modulated in a stepped back manner to reduce the impact of the building on the recreational trail. Landscaping has been augmented with trees, shrubs, and grass. A -12. The development reflects high quality site planning, architecture, and landscaping; and includes setbacks, buffers, height/bulk provisions for open space Although not shown on the plans, a passive recreational area has been proposed against a modulated building facade at the southwest end of the building. A -13. Areas included in the Green River Plan: The development provides public access or a private natural area in lieu of physical public access. The development does not provide a designated public access point to the private natural area planned for along the recreational trail. 9 Staff Report to the Planning Commission and Board of Architectural Review L97 -0042 and L97 -0043 Glacier Business Park A16-a. Access is designed and located approximately in relation to the particular site conditions and private property concerns Pedestrian access to the parking and to the public recreation trail at the west side of the building have not been provided. A16-b. Access is designed to be safe and convenient, and includes amenities such as benches, drinking fountains, and parking lighting Safe and convenient pedestrian access to the trail has not been provided. A -17. Where appropriate, the commercial development provides a connection between concentrations of commercial activity and the trail network Pedestrian access to the trail has not been provided. Specific Shorel'ne Regulations - River Environment (18.44.130) 1. The river environment shall consist of a 40 foot wide management zone as measured on a horizontal plane from the mean high water mark, and shall contain no uses or structures other than the following: b. recreational facilities such as benches, tables, viewpoints, and picnic shelters provided no such facility exceeds 15 feet in height A picnic table has been provided, although not shown on the plan. c. support facilities for pollution control such as runoff ponds and filter systems provided they are at or below grade No pollution control measures have been proposed as one will not be necessary. d. information and directional signs The proposed building is speculative. Signs will be proposed in conjunction with sign permit. e. diking or bank stabilization, erosion control, and flood control purposes Appropriate measures to properly manage and regulate the flow of water through proper flood control vessels will be provided. f. bridges There are no bridges on the site nor proposed for the new development. 10 z 2g' J U (0w: W I: J � LL: uj o• 2 g J' N _ ' z z � o U • w W. • H U. - O: . Z. W • U 0 z • Staff Report to the Planning Commission and Board of Architectural Review g. fire lanes and dike maintenance roads L97 -0042 and L97 -0043 Glacier Business Park Only a portion of fire lanes will be in the shoreline management environment. The public recreation trail will be used to access the dike for maintenance when necessary. h. Plaza connectors between buildings and dikes not to exceed the height of the dike are permitted for the purpose of providing and enhancing pedestrian access along the river, and for landscaping purposes No plaza connectors nor any pedestrian paths have been proposed between the proposed building and the river. 2. River environment uses shall conform to the following standards: a. access roads, parking or storage areas, the closest edge of which shall be a minimum of 40 feet from the mean high water mark Parking, storage, and access roads are outside the high- impact 40 foot river environment management area. However, portions of them are within the 60 foot low- impact river environment. b. the centerline of railroad lead tracks shall be located no closer than 40 feet from the mean high water mark, except where the railroad lead track is bridging the river The existing rail line along the East side of the property is outside the 40 foot management zone. The rail line will not be used. c. where the riverbank has been reconstructed, it shall be landscaped with suitable plant material consistent with the, flood control measures to include large hardy shade and fruit trees, at maximum 30 feet on center such as maple, alder, poplar, cottonwood, sycamore, willow, oak, beech, walnut, ash and birch, or other species approved by the Director. In addition, at least one of the following landscape materials shall be used: 1. live groundcover at a maximum of 18 inches on center 2. natural grasses 3. addition to the existing natural vegetation where appropriate The riverbank is currently flanked with blackberry bushes. The proposed new landscape plan will include the following new plant materials: Western Hazelnut, Redtwig Dogwood, and Yellowtwig Dogwood, and English Ivy. These plants are approved by the Corps of Engineers plant list found in the Lower Green River Flood Damage Reduction Project (1993) Species that allow proper access and visibility. Poplar trees are no longer suitable for the riverbank. d. Facilities such as pumps, pipes, etc. shall be suitably screened with hardy plant material. No above ground storm detention has been proposed. 11 z w. o o N 0; • W J t-: CO w. w o • g ` •u-< • 1 = — _' z �: Z I- w ui U 0 • w W' • I I 0' ui U N, z Staff Report to the Planning Commission and Board of Architectural Review SHORELINE 2. Comprehensive Plan Shoreline Policies 3. Shoreline Overlay e. Utility easements where necessary shall be landscaped with live groundcover or natural grass cover. See Item C of this section for proposed planting in the high - impact river environment. 1. Shoreline Master Permit CONCLUSIONS 12 L97 -0042 and L97 -0043 Glacier Business Park The limits of the project are landward of the Green River trail, therefore, development will not interfere with existing recreational uses along the trail. The project will provide an enhanced landscape buffer between the trail and the west facade of the building, including passive public recreation amenities. However, the proposed site plan and building design do not provide sufficient provisions for public access to the commercial/industrial waterfront development. The project will not have a negative effect on the wildlife habitat or water quality of the shoreline. Safe public access for pedestrians between the proposed commercial development and the public recreation trail have not been provided. The site has insufficient easement access from the South Glacier Street to the Green River Levee, and the existing levee maintenance and trail easement must be replaced for appropriate flood zone control measures. The proposed project also offers weak pedestrian ties between the building entry and the river environment. RECOMMENDATIONS Staff recommends approval of the permit with the following conditions: 1. Provide a 30 foot wide access easement from South Glacier Street cul -de -sac to the Green River Levee, and expand the existing riverbank levee maintenance trail ....::..... i'.:.;.. �,. ti.. ti:::: ..:.et..'�,u::W.::t?:t:f.�:.: ::bia..�:::.: , ;;; e;' �; rlt :�;;:.?.L:u��:i:.:�s:sdr�,*•.: z �w a 2 J U 0 0 CO W I CO IL W } u- < cn a w z �: f- 0 . z �— uf U 0 : ,0 N ,C I Oi W Z � U F z . 0 ~` z • Staff Report to the Planning Commission and Board of Architectural Review Part 2: DESIGN REVIEW DECISION CRITERIA 18.60.050 General Review Criteria L97 -0042 and L97 -0043 Glacier Business Park . easemenrom the catch point to the toe of the levee bank for appropriate flood zone control measures. In the access easement, the applicant will provide a five (5) foot wide sidewalk that will provide on -site pedestrian connection to the trail and to parking at the z south end of the building. 2 ' 2. Add picnic benches to northwest corner of the building along the recreation trail, 0 0 Benches would be maintained by the City as part of the Trail Easement Agreement. The N r� w: applicant shall coordinate precise location and design specifications of benches with the , � 1- Director of the City of Tukwila Parks Department. The applicant shall also submit plans u 0 showing the location of proposed new benches to the Parks Department Director for approval. ga ti p' (0 3 �w z ►- z� w w ! vC) ;0 E- w V : z Design approval by the Board of Architectural Review is required for all development c w i co exceeding 10,000 square feet in the Commercial/Light Industrial zoning district, O pursuant to TMC 18.60.030(2). The applicant's response to the Design Review criteria z was not submitted. Relationship of Structure to Site. • a. The site should be planned to accomplish a desirable transition with streetscape and to provide for adequate landscaping and pedestrian movement; The site is located at the far west end of the Southcenter South Industrial park, along the Green River. Access is from South Glacier Street within the industrial park. Landscaping is proposed for the entire periphery of the property as well as at small landscaped medians in the parking area, located approximately every ten parking spaces. Landscaping has also been enhanced at the south end and west side of the property abutting the shoreline management environment. Pedestrian activity is restricted to the site and to a passive recreation area proposed along the west side of the property adjacent to the public recreation trail. e;riitT."sA1.Si': -K•Lf �.Jw� "4F 5}:rti • siry'7.`Yi:: t;lEr`'q�ii,'r.3k[ct• 13 Staff Report to the Planning Commission and Board of Architectural Review L97 -0042 and L97 -0043 Glacier Business Park b. Parking and service areas should be located, designed and screened to moderate the visual impact of large paved areas; c Parking areas surround the north, south, and east sides of the building. Parking is screened by landscaping along the periphery of the property and small landscaped medians are proposed to be located approximately every ten parking spaces to break up the paved area. Total Proposed Parking: Total Required: 92 vehicle stalls + 8 bicycle stalls 49 vehicle stalls + 2 bicycle stalls (Warehouse - 40 stalls, Office - 9 stalls) The height and scale of each building should be considered in relation to the site. The proposed building height is 23 feet, 22 feet below the maximum height limit for the zoning district. (2). Relationship of Structure and Site to Adjoining Area. a. Harmony on texture, lines and masses is encouraged; Most of the buildings in the industrial park serve a combination of warehouse and office, however, most pre -date design review. Attention to texture, line, and mass has been addressed in Cascade Office Park proposal recently approved with conditions by the Board on October 23, 1997. Harmony of texture and line is most evident in detailed articulation of the roof line along the north, south, and west sides of the building, as well as treatment of the east facade where office entries are used to provide variation and modulation to the facade and to offset expansive loading dock areas. Appropriate landscape transition to adjoining properties should be provided; The landscape plan for this office development is extensive and well integrated, particularly along the north and south ends of the property between adjacent buildings and along the west side of the building abutting the public recreation trail on the Green River. Public buildings and structures should be consistent with the established neighborhood character; Not Applicable. There are no public buildings or structures on the site. Z zz re w uuJ U . U O '. U p. W = LL J H w O g -J w z � Z 0 1 w n p O ( 12 : ww , f - : z , U S. 0 _ . z C Staff Report to the Planning Commission and Board of Architectural Review L97 -0042 and L97 -0043 Glacier Business Park Compatibility of vehicular pedestrian circulation patterns anil loading facilities in terms of safety, efficiency and convenience should be encouraged; Landscaped medians are proposed throughout the parking area with additional treatment in front of the office entrance. Standard five (5) foot medians are proposed along the loading facilities while wider medians, either eight (8) or twenty -five feet, flank the main vehicular entry and circulation paths to enclose the pedestrian pathway. e. Compatibility of on -site vehicular circulation with street circulation should be encouraged. c The property is located at the end of South Glacier Street inside the Southcenter South Industrial Park. (3). Landscaping and Site Treatment. a. Where existing topographic patterns contribute to beauty and utility of a development, they should be recognized, preserved and enhanced; The site is generally flat. The landscape plan for Glacier Business Park is focused primarily on treatment of the shoreline management area along the west side of the building. Grades of walks, parking spaces, terraces and other paved areas should promote safety and provide an inviting and stable appearance; Pedestrian walkways and waiting areas have been provided at the entrance to the office businesses. Landscaped medians at both ends of the walkway separate pedestrian waiting areas from truck activity. Landscape treatment should enhance architectural features, strengthen vistas and important axis, and provide shade; Landscaped medians have been proposed approximately every ten parking spaces as a measure to break up large expanses of paved areas. In addition, planters have been added to the office business entrance that also serve to shield pedestrians from truck loading traffic expected on site several times a day. Along the West facade, facing the river, high calipher trees and low shrubs to screen the blank facade from view and reduce the impact of the public recreation trail are proposed. This landscaping may provide shade to those using the picnic table proposed for the south east end of the property along the public recreation trail. 15 z wit • J V, 00 C ID "Li. W =. W � I.- w. • zi_. z� - j ` O N: ;W W: O. • iu z U CO • O ~' •:z C Staff Report to the Planning Commission and Board of Architectural Review d. In locations where plants will be susceptible to injury by pedestrian or motor traffic, mitigating steps should be taken; L97 -0042 and L97 -0043 Glacier Business Park All planting will be contained along the parking strips, in parking medians, or in planters at the entrance to the office businesses. e. Where building sites limit planting, the placement of trees or shrubs in paved areas is encouraged; Landscaped medians are proposed for approximately every ten parking spaces and in front of the entrance to the office complex. • Screening of service yards, and other places which tend to be unsightly, should be accomplished by use of walls, fencing, planting or combination; Frontal improvements will be made with an enhanced landscaped plan to be consistent with neighboring development. Trash receptacles will be located next to landscaped medians in the parking area and further screened where necessary. In areas where general planting will not prosper, other materials such as fences, walls and pavings of wood, brick, stone or gravel may be used; Planting has been used wherever possible to screen parking, to articulate office entrances, and to protect pedestrian walkways from truck activity. h. Exterior lighting, when used, should enhance the building design and the adjoining landscape. Lighting standards and fYtures should be of a design and size compatible with the building and adjacent area. Lighting should be shielded, and restrained in design. Excessive brightness and brilliant colors should be avoided. Low -level wall -pak lights will be used throughout the site. Lighting will be wall - mounted on the front of the building, and recessed under the entrances to the office complex and loading docks. The low level lighting will serve to accentuate the site landscaping and architectural detailing and soften the building scale. (4). Building Design. a. Architectural style is not restricted, evaluation of a project should be based on quality of its design and relationship to its surroundings; The proposed building is in a primarily industrial use park with some offices. The architectural style of the structure reflects the function of the building to combine warehouse storage and distribution with offices. 16 Staff Report to the L97 -0042 and L97 -0043 Planning Commission and Glacier Business Park Board of Architectural Review b. Buildings should be to appropriate scale and in harmony with permanent neighboring developments; Z c4 w U O N W W 1 H: u. WO } u_ D. a . I- al Z � F- 0 uj 2 o 0 N 1 H; WW I=- U, LI o • Z' U 0 O Z c. Building components such as windows, doors, eaves, and parapets should have good proportions and relationship to one another. Building components and ancillary parts shall be consistent with anticipated life of the structure; g. Like most of the buildings in the industrial park, the proposed Glacier Business Park will serve a combination of warehouse and office. An extensively modulated east facade clearly delineates the separate uses while adding roofline parapets and downspouts as a measure to introduce texture and line to the blank facades of the warehouse portion of the building. Tinted windows offers a similar detailing treatment to the office portion of the building, along the east side of the site. d. Colors should be harmonious, with bright or brilliant colors used only for accent; Two tones of Benjamin Moore Beige are proposed for the building, a dark tone proposed for the first story of the building and a lighter tone for the remaining upper levels. The trim will be a moderately dark green located along the roof line only. e. Mechanical equipment or other utility hardware on roof ground or buildings should be screened from view; It is expected that if mechanical equipment is needed, it will be screened from view behind steel panels. f. Exterior lighting should be part of the architectural concept. Fixtures, standards, and all exposed accessories should be harmonious with building design; All exterior lighting will be low -level wall -pak lighting under the recessed panels of the office entrance and truck loading area. No pole lighting has been proposed. Monotony of design in single or multiple buildings projects should be avoided. Variety of detail, form and siting should be used to provide visual interest. Along the east facade, recessed loading areas are offset by protruding entrances to offices, further articulated with a pedestrian walkway and waiting area as well as with landscaping. The juxtaposition of the two forms serve to break up an otherwise expansive facade and introduce some architectural variation most visible at the entrance to the building. 17 x�an*.Mw•�i+ } ( DESIGN REVIEW Staff Report to the Planning Commission and Board of Architectural Review CONCLUSION 2. Relationship of Structure and Site to Adjoining Area 18 L97 -0042 and L97 -0043 Glacier Business Park Miscellaneous Structures and Street Furniture. a.. Miscellaneous structures and street furniture should be designed to be part of the architectural concept of design and landscape. Materials should be compatible with buildings, scale should be appropriate, colors should be in harmony with buildings and surroundings, and proportions should be to scale; A picnic table is proposed near the southwest corner of the building in the high- impact shoreline management zone. There are no signs proposed as part of this project. This is a speculative building and tenants have not been secured. Lighting in connection with miscellaneous structures and street furniture should meet the guidelines applicable to site, landscape and buildings. Low level wal -pak lighting fixtures will be mounted on the exterior of the building under the recessed panels of the office entrance and truck loading area. 1. Relationship of Structure to Site The only significant relationship of the structure to the site with respect to public view and access is between the building, the levee, and the Green River Trail. An enhanced landscape buffer is proposed including a picnic bench. However, safe pedestrian access through the parking area to the trail has not been provided. The proposed site plan and building design is consistent with other structures in the area. The proposed structure will be closer to the river environment than the adjoining buildings, therefore, there is a greater need for design detailing. As noted in Part 1 of this document concerning shoreline development, a connection between Glacier Street and the trail must be provided. , .:'.�:';2�:. .•". * "�t° , _..'t'?t >7? +�:��'.n'�;M;;;hr'9w v3:F??,' fit;!;a 7- 't'3rAr.%NTOPr, - .21a44tak tiff,Z3k6V .WIIKa'4rit6assoemmri:+.- �......- ..n,:'•.p" !�;t .:�'isW1`ri:.SiS`- .fXi�' ishix.Vf.t�s !z+4.il.�i::ti &sii.., iiit:Ylh'S, ii-t'4iEiz. e`v493, " sl' 1�fae .ioix;H�.d..!+....: Staff Report to the Planning Commission and Board of Architectural Review 3. Landscape and Site Treatment L97 -0042 and L97 -0043 Glacier Business Park Landscaping has been enhanced along the west facade of the building facing the public recreation trail along the river, to soften the visual impact of the warehouse structure. Additional landscaping to shield the building will be necessary to further reduce the impact of blank walls on the public recreation trail. The landscape and civil plans do not match along the eastern boundary of the property. Trees are proposed in the railroad easement, placing the easternmost portion of the landscape setback out of the 12.5 foot required setback area. 4. Building Design The architectural design is a traditional tilt -up warehouse and reflects the function of the building. It is consistent with other development in the industrial park to combine warehouse storage and distribution with offices. The west facade of the building has been modulated at various intervals to reduce the impact of the blank facade on the public trail and to add variation to the landscape plan facing the river environment. However, the modulation extends approximately one half of the entire length of the west facade. Architectural detailing along the west facade and at key points on the east facade are lacking. The proposed color scheme of the building will blend harmoniously with the proposed landscape plan and with the office building directly north of the site in the industrial park. Low level wall -pak lighting fixtures are proposed for the site. They have been appropriately selected to soften the scale and further articulate various architectural features of the east facade. Lighting on the west side of the building in connection with the picnic table has not been specified. 5. Miscellaneous Structures and Street Furniture A sign permit has not been submitted since occupancy of the proposed project is speculative. The location and design of business and directional signs will be specified at the time of sign permit submittal. 19 F- W , 00 N o: w J CO u- w O` u. 4. N = a . w z � o. mo O w w; IL- H V z O ~ z Staff Report to the. Planning Commission and Board of Architectural Review DESIGN REVIEW The Department of Community Development recommends approval of the proposed project with conditions, as follows: Site Plan 1.. Add a landscape berm and intensify landscaping at each modulation point along the west facade of the building to further reduce the impact of the building facade on the public recreation trail. 2... ; Reduce the number of parking spaces at the southwest end of the building by six (6) spaces, and at the northwest end by five (5) spaces for transition space between the building and the river environment. The reduction in the number of parking spaces will still leave 38 more spaces than required by parking standards. This area shall be treated as an extension of the river environment and, therefore, bermed with trees and shrubs as requested in Recommendation # 1 above. RECOMMENDATIONS L97 -0042 and L97 -0043 Glacier Business Park 3. The proposed eastern landscape area must be redesigned to meet the minimum 12.5 foot front landscape setback requirements and not conflict with the railroad easement. Building Design 4... Break up, the 210 foot long portion of the west facade at the north end of the building with modulations as a continuation of those proposed to the south. 5. Add cornices, downspouts, and fluctuate the height of parapets to improve the proportion and impact of the building on the shoreline environment. 6. Locate rooftop mechanical equipment as far from roof's edge as possible and submit for approval by the Director of the Department of Community Development. SiG'imrV+g 4eN"r4i . ,W y�.�l1/1140, ', :',ek i% a "dal`�i;114i" . •r � "��" 7. Specify location of lighting fixtures on the west side of the building for review and approval by the Director of the Department of Community Development prior to approval of the applicant's Building Permit. 20 .z 1-w, 6 0 O • w= • J F—: W O: g J u_ a_ n't Di • I— Ili • z �: I— O .z LIJ • D C : O N :0 �. w` 1-- U'. • w z U N ' — O ~' z } November 7, 1997 John Gordon Senior Project Manager Opus Northwest, LLC 200 - 112th Avenue NE, Suite 205 Bellevue, Washington 98004 • RE: Dear John: Glacier Business Park Staff Report Design Review (L97 -0042) Shoreline Substantial Development Permit (L97 -0043) Enclosed is a copy of the staff report on the Glacier Business Park project, scheduled to appear before the Planning Commission/Board of Architectural Review next Thursday evening at 7:00 p.m. Please review the document and address any comments or corrections to me at (206) 431 -3673 as soon as possible before the hearing date. I will fax a copy of this report to you for you to have before your meeting with Jack Pace on Monday morning. Sincerely, • CIQ„,„ Alexa Berlow Associate Planner Encl. City of Tukwila Department of Community Development cc: City Reviewing Departments John W Rants, Mayor Steve Lancaster, Director ssearamsownsocacamacapussaloci 6300 Southcenter Boulevard, Suite #100 a Tukwila, Washington 98188 O (206) 431 -3670 A Fax (206) 431-3665 CITY OF TUKWILA NOTICE OF PUBLIC HEARING OPUS Northwest, LLC, has filed application to construct Glacier Business Park, an 85,337 square foot industrial building with office space, located at 6540 South Glacier Street in Tukwila, Washington. Permits applied for include: • Design Review • Shoreline Substantial Development Permit Other known required permits include: • Building Permit • Utility Permit • Land Altering Permit • Flood Zone Control Permit Studies required with the application include: • A geotechnical report and traffic study have been completed. A Determination of Non - Significance Environmental SEPA evaluation was completed on September 15, 1997 (File Number: E97- 0016). Vai for Public: Res_ The project files are available at the City of Tukwila. To view these files, you may request them at the permit counter of the Department of Community Development (DCD), located at 6300 Southcenter Boulevard, Suite 100. Project files include: L97 -0042 (Design Review) L97 -0043 (Shoreline Substantial Development Permit) E97 -0016 (Environmental SEPA) unities <f ome The public hearing before the Board of Architectural Review, has been SCHEDULED FOR NOVEMBER 13, 1997 AT 7:00 P.M. To confirm the time and date, call the Department of Community Development at 431 -3670. For further information, call Alexa Berlow at 431 -3673, or visit our offices at 6300 Southcenter Boulevard, Suite 100, Monday through Friday, 8:30 -5:00 p.m: Applications Filed: July 11, 1997 Notice of Completeness issued: September 24, 1997 Notice of Application issued: September 24, 1997 A F F I D A V I T Notice of Public Hearing 0 Notice of Public Meeting 0 Board of Adjustment Agenda Packet 0 Board of Appeals Agenda Packet 0 Planning Commission Agenda Packet []Short Subdivision Agenda Packet Q Notice of Application for Shoreline Management Permit 0 Shoreline Management Permit was to each of the following addresses on /D- 3 - '71 P l i `bI t'Ai-ut ' A,,: Y4J.4k - 7 ,�,... -.�:s sue. wN/9- Name of Project OILS All File Number 1A7 O F D I S T R I B U T I O N hereby declare that: 9 Determination of Non - significance 0 Mitigated Determination of Nonsignificance 9 Determination of Significance and Scoping Notice 0 Notice of Action ❑Official Notice 9 Other []Other FW J CO ; w 0. S. d • • z w w v ° : w . 11 • v co z • City of Tukwila Department of Community Development Steve Lancaster, Director City of Tukwila PUBLIC NOTICE Notice is hereby given that the City of Tukwila Board of Architectural Review and Planning Commission will be holding a public hearing on November 13, 1997 at 7:00 p.m. located at 6200 Southcenter Blvd, to discuss the following: BOARD OF ARCHITECTURAL REVIEW PUBLIC HEARING CASE NUMBER: L97-0042 - Design Review L97-0043 - Shoreline Master Permit APPLICANT: Opus Northwest REQUEST: Design review and Shoreline Master Plan approval for a 85,337 s.f. multi-tenant warehouse building with office space. LOCATION: 6540 South Glacier St., Tukwila PLANNING COMMISSION PUBLIC HEARING • CASE NUMBER: L97-0061 APPLICANT: Western Wireless REQUEST: Conditional use permit approval for a Personal Communication System (PCS) base station, comprised of three facade mounted antennae, with accompanying operating equipment. LOCATION: 5021 S 144, Tukwila (Bonsai NW) Persons wishing to comment on the above cases may do so by written statement or by appearing at the public hearing. Information on the above cases may be obtained at the Tukwila Planning Division. The City encourages you to notify your neighbors and other persons you believe would be affected by the above items. Published: October 31, 1997, Seattle Times Distribution: Mayor, City Clerk, Property Owners/Applicants, Adjacent Property Owners, File. John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 Z < ** re C.) O 0: CO 'CO • IJJ w • o g 2? a I— ILI dc. I— la z1—• uj mr 0 c o: 11J rzi Z: u.1 — 0'1 z ,- Project: cLft C i eg 1. at° Address: . Date transmitted: Response requested by: RECEIVED Staff coordinator: Date response received: CITY OF TUKWILA „Y n n Ann" t 1 City of Tukwila Department of Community Development LAND USE PERMIT ROUTING FORM TO: ❑ Building ❑ Planning ❑ Public Works ❑ Fire Dept. ❑ Police Dept. ❑ Parks /Rec X 674 l‘7 �f ,lo ( � COMMENTS tcp 5kili c/ U� pW refure5N6 14 /q2 1 r /t preSeA4 +14.t rivencan FEI n yr 1•/.5 Arm D fie- 1,60-a vex i d(e�i 6'repA4, �;rP,r F2C 01s d. At/� i' U cA4. :butte fri.treti L.020 e At r 1•i� � .. i Zr /Az- ieffez kyted. exp414.4. Me eK /.s7 < n, 0,•, m to 0 1 ' e V ❑ DRC review requested ❑ Plan submittal requested ' ' ❑ Plan approved Plan check date: Comments prepared by: • '.i ;a:i3ki < ", rnt rarxatM ;:i kl +.f,- ,:a .:64;?i'r!' :ei+EiYAfat, . G4P.e C/01 `u, .. d &'' ii fr.' v&'rfi'CALI Go` IS Cl . Q 06e/ p rifer l $' 1 /or or 5 r2, OHS C..2dt,Lt.) / /144- t6n 4 . (/l/ &th. Ay d € 1r ./c2 4 62- Ste'. - ..v., 1 03/14/94 File Number PERMIT CENTER z � W 00 f o U) L11 J H w • 0 g co a . (— _ Z F— W o n o uj U to o �. w Lll P • '' z • t } 2 'JU .. :0 0 1 :Co p. U) N W 0- 1" W. Z Z ,-: 2 pi . ;0 ==': ; W H V SUN' :O ~ Z :. t. s. 4.4/ �, w L�. ����"L/Z ��L 2 �1 '�'�.� S'J A' f ' I V' d - - - 5 davdopf /It Cava C Stifc-. c . w AS Gn s /ie A4iit. _pike (2-cli-uoe Ape tcp-tva deozaAlau (12 r " / ,c14t .-664.1C ,'dc b - i hi s. &-(11/ 1 � skal, ' Aot Ate_ pee-062d ovt-G 444.-4160 adoutpit-atirtan,„ 44.0 4-0(4)r,rse 1/i4-trairt - PAP, Zwee. er. k //G. /' e e -) 0. L9 tom. , 4414 aLfl S f /4_ rkue_ ewe is�` >xiil A.41..L•, i411,1kfig4 ;. nip'r1.0.brk#c tni:: yv, 4e. f;:NA:4i. /Asa?v S '4 4s r+F tbid Sv"r. z _ 1- r4 -o U uj J . N �r w o gQ N a 1— 0. Wf— U 0; P H. W uj U Lk O z- id co U O z c tr f\Y w' N5 � N. October 7, 1997 Dear Dave: City of Tukwila Department of Community Development Dave Kessler Project Manager OPUS Northwest, LLC 200 - 112th Avenue Northeast, Suite 205 Bellevue, WA 98004 Re: REVISIONS to: Glacier Business Park (L97 -0043 - Shoreline Master Permit) Glacier Business Park (L97 -0042 - Design Review) 6540 South Glacier Street Cascade Business Park (L97 -0046 - Design Review) 18404 and 18436 Cascade Avenue South Shoreline Master Permit Issues Glacier Business Park: Steve Lancaster, Director As a follow -up to our meeting last week regarding your Shoreline Master Permit and Design Review applications for Cascade and Glacier Business Park , you will need to make the following revisions to your proposals: c - Ahovc lnti..e.., John W. Rants, Mayor • Poplar trees are no longer allowed along the riverbank as they have been found to cause dike failure problems. Per Lower Green River Flood Damage Reduction Project Operations and Maintenance Manual (4.06b) , include vegetation from Corps of Engineers selected plant list. (The list specifies trees less than 25 feet high and 4 foot caliper; high canopy tree varieties are preferred.) i titibt) , (44 - -A ti‘c • Per TMC 18.44.140, the building must be set back further from the shoreline than you propose. You have two options, either to reduce the size \6_30fr$outhcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 ,,.e .:iv. nsa r. a. a. ;r . nartiTlLiY'R..n�y..`aY ( l. [ NEST. IIniSiklZ... �in�L^ tTi�4:; 9 .{:'!.° s4i1: �Ti'..',, rit3'! xJ:"*.' �n'." 13�" i. F� `3,;..a�gi�.r,'�✓ { bp!.;ri4'1� 3 �. 1 4 Y M rwrws< Date: 5-Oct-97 18:52 From: JOANNA (JOANNA SPENCER) To: ALEXA •Copies -to: JOANNA Subject: RE: cascade and glacier Application -name: MHS ,Message -id: 0AE2373401 DEDEDE p ly -to: 8AEB2B3401000000 >Date: 26- Sep -97 17:06 >From: ALEXA (ALEXA BERLOW) >To: JOANNA (JOANNA SPENCER) >Subject: cascade and glacier >joanna - >well, there appears to be some conflicting requirements /recommendations >between pw, parks, and fire as to treatment of shoreline management zone. >they are as follows: >. >1. pw has recommended not adding poplar trees to avoid damage to the >Ievy, while parks explicitly recommends poplar trees to screen the back >of the building from view by trail users. • NO POPLAR, ALLOWED NEXT TO THE RIVER.; Plse have Don Williams ;contact Phil Fraser ' ; >2. the fire department requires an access road for building greater than >150 feet in length. a fire lane is proposed in the shoreline management >zone. I realize that this has been done before, but it is proposed in the >narrowest point of the zone. planning will be asking the applicant to >move the building east 9 feet for more room. would this help you with >regard to planting and easements? >3. Are Cascade Avenue South and Glacier Avenue public or private streets? r''�" `oth streets are public streets. __ape for.Casdade is done, but PW hasn't seen the revised plan w/W VAL HY access deleted. This rev shall be also reflected in their Traffic Report- it changes the trip gen & distribution . >I'll be back in on tuesday afternoon. if you would like to meet to >discuss, please come by anytime. i will be making a visit to the sites, >but can be available to meet any time if you need. >I have not cc'd parks or fire yet with the thought that maybe we can >resolve as much as possible between pw and ping. >thanks. alexa. H` . w n o 2 ; i D; JU O O H. '.co • • w =, N w 0: J; Q N CJ; W F-r , : tj _ L" Z F ; cp September 24, .1997 Dear Mr. Brynestad: City of Tukwila Bart Brynestad Opus Northwest, LLC 200 - 112th Avenue Northeast, Suite 205 Bellevue, Washington 98004 NOTICE OF COMPLETE APPLICATION RE: Application for Design Review (L97- 0042), and Application for Shoreline Substantial Development Permit (L97 -0043) Glacier Business Park 6540 South Glacier Street, Tukwila, WA P L4 John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Your application for Shoreline and Design review of your proposal to construct a 85,337 square foot multi - tenant industrial building with office space, located at 6540 South Glacier Street has been found complete on September 24, 1997. Within the next 14 days, you must install a notice board on the site. A notice of complete application form will be laminated by the Department of Community Development who will notify you when it is ready to be picked up to post on the board. A copy of information on how to install the board and laminated notice is included with this letter. After installing the sign and the laminated notice, you must return a signed Affidavit of Posting to me. You will be responsible for removing the notice board from the site once your application has been approved and finalized, and all public notice periods have terminated. ' This determination of Complete Application does not preclude the City to request revisions to your proposal to insure that it meets the substantive requirements of the zoning code and goals of the Comprehensive Plan. Your application will be routed to appropriate departments for internal review, and any revision comments made back to you within 21 days of this notice. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431-3665 • ciac:u CZ nT.rrAk IZAWi @s ett 101.1.14410 • z • • w' J U NC . W =. H .N LL wO J D. a. s w • .1--at 1— O in Z H', W , 0 • ui z U =: OH 'Z • Alexa Berlow Associate Planner Reviewing City Departments Dave Kessler, Opus Northwest, LLC Notice of Complete Application Glacier Business Park Page 2 If you have any questions about this notice or if you wish to speak to me about other issues sooner than our response date, please feel free to contact me as planner -in- charge of your project at 431 -3673. } ■ PROPONENT: DESCRIPTION OF PROPOSAL: CITY OF TUKWILA DETERMINATION OF NONSIGNIFICANCE (DNS) SEPA FOR CONSTRUCTION OF A NEW 85,337 S.F. MULIT - TENANT WAREHOUSE BUILDING WITH OFFICE SPACE. LOCATION OF PROPOSAL, INCLUDING STREET ADDRESS, IF ANY: ADDRESS: 6540 5 GLACIER ST PARCEL NO: 788890 -0010 SEC/TWN/RNG: LEAD AGENCY: CITY OF TUKWILA FILE NO: E97 -0017 The City .has determined that the proposal does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43. 21c.030(2) (c) . This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. k:k** **•4'1'k*'10 **** ****4* *'4* *•4**** ****;4*'4.k 4.4•*•4 4** 4 4 4'4 4 4:4 ** 4 k N 4 ****'4•.4'4***:i:4*:4 This determination is final and signed this 1997 Steve Lancaster, Responsible Official City of Tukwila, (206) 431 -3670 6300 Southcenter Boulevard Tukwila, WA 98188 • day o f " /k4gt .._. .Copies. of the procedures for SEPA appeals are available with the 'Department of Comrunity Development. re w' m; • J V; U O: Cl) a • f 10 U.11' w= J 1_ wO = • a- _: • z z CY w w' • U CI. 10 tH:.. • •;o r • w w. I-- • O Z1 0 • z , t'.1` PLANNING DIVISION COMMENTS DATE: August 6, 1997 PROJECT NAME: Glacier Business Park, Site A PLAN CHECK NO: E97-0017, L97-0043 e• Plan Reviewer: Contact Gary Schulz at (206)431-3670, if you have any questions regarding the following comments. I have reviewed the plans/applications submitted to the Permit Center on 7/11/97. The project permitting includes land altering, storm water drainage, and shoielineliermits. Public Works will review the first two elements mentioned above. I have limited comments for the proposed project regarding completeness. Because there are no sensitive area issues, I have added substantive comments for SEPA and Shoreline. I will not need to be routed for future review. . " y . 1 • - The site is part of a waterfowl and bird migratory route. Planting native vegetation is recommended particularly for shoreline area. Existing trees along south boundary should be retained if possible. Per Corps of Engineers standards, certain trees should not be planted in the levee along the western side of the site. Landscaping strip will likely be established at toe of levee slope. z 6D' -J C.) 0 LLE M: - 1- U) w 0 , g < E a, LU tl m. LU m' 0, L I 0 0 Z CITY OF KENT 220 4th Ave S Kent WA Building Llc Tbi 6412 S 190th St Kent WA YALE STREET PO Box 58088 Seattle WA 98032 98138 CAMPBELL JAMES ESTATE 1001 Kamokila Blvd Kapolei HI 96707 Floor Coverings Sound 18375 Olympic Ave. so Tukwila WA 98188 • LA PIANTA LTD PTNRSHP PO Box 88050 Tukwila WA 98138 GRAINGER W W INC 5500 W Howard St 98032 Skokie IL 60077 William Grubman 9536 Wilshire Blvd #310 Beverly Hills CA 90212 NORTHWEST VOLLEYBALL IN 18475 Olympic Av S Tukwila WA 98168 H & H COMPANY PO Box 88176 Seattle WA STRATTON INTERESTS INC 1411 4th Ave #1315 Seattle WA 98101 YALE STREET PO Box 58088 Seattle WA 98188 98138 HILL INVESTMENT C0 PO Box 700 Mercer Island WA 98040 tJ MEMORANDUM September 12, 1997 To: Proponent: OPUS Northwest, LLC Date prepared: June 13, 1997 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Project Description: Construct a 85,337 square foot multi -tenant industrial building with office space. Location: 6540 South Glacier Street Challenges to Document: None Project File No. E97 -0017 Glacier Business Park 6540 South Glacier Street From: Alexa Berlow, Associate Planner Re: Staff Evaluation of Environmental Checklist Received: June 13, 1997 Lead Agency: City of Tukwila, Department of Community Development Other Agencies of Jurisdiction: None Recommendation: Determination of Non - Significance (DNS) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431-3665 • Summary of Mitigation: Comments to SEPA Checklist: 2 The developer should offer to pay a total pro -rata share contribution for the identified City street improvement projects, calculated as a total of $23,743 at the time of building permit issuance. ,; 4a�!:A ±.,. iyn >i+:iiii3.rrscir:�.eil�'.ra.? J.: 4�i'. �a.? i ''a:;iti:.;•+•'ir•,'riie;::�kL1: ':�;''v,'i1' ail;'.`.' 4ud !.i:i��+d�x`2:Ji:PF4'•ti+::, " 4�+ � :`v;.`ur12i'�?•i.:t2'uJ4ic��? Information Items /Summary of Interdepartmental Comments (to be completed prior to issuance of Building Permit): Public Works • The project will be required to construct the driveway access in accordance with City of Tukwila standards. Fire • A minimum of two (2) fire hydrants will have to be added. • Fire access road along riverbank will have to be designed and built to accommodate the weight of fire apparatus. Page 2, #6: Construction to start with pre -load in August/September 1997 Page 2, #8: A soils report and an environmental audit (level I) has been prepared. Page 3, #10: The following permits and governmental approvals will be needed: building permit, shoreline management permit, design review, sign permit, tree pennit, and State Environmental Policy Act approval. Page 3, # 11: The applicant proposes to construct a 85,337 square' foot industrial building with approximately 10% of accessory office space. Page 3. # 12: The project site is located at 6540 S. Glacier Street, Tukwila, WA. SE 1/4 Section 35, Township 23N, Range 4E SEPA Review - E97 -0017 Glacier Business Park September 12, 1997 Summary of Primary Impacts: Earth The site is generally flat with an eleven percent (11%) slope on the west side of the property. The general soil type is clay. After project construction, 6 D approximately 70% of the site will be covered with impervious surfaces. Erosion control methods will be implemented as required. CD ilk W I I- V IL! al 0, Air 2 : Dust and vehicular emission from construction is expected. Water will be used g n: u.. <. to control dust, as necessary. After construction, emission from vehicular traffic D is expected (see Glacier Building Traffic Impact Analysis). i = 'Z ..... : 1— 0 z Water Ill ail 2 DI The Green River is within 200 feet of the proposed building development. A 'D 0 Shoreline Permit has been submitted (File Number L97-0043) and will address 10 Di 4:1 building, parking, and landscaping. Surface water will be controlled through an , w on-site retention system, discharged into biofiltration vault and then through City system. system. Roof water runoff will be tight lined directly to the City system. 3 , .1JJ on (..) 41 . 1 . ■ 0 Plants Currently, shrubs are the only significant vegetation on the site. All vegetation will be removed for development and new vegetation will be added, per Tukwila Municipal Code landscape requirements under the Conunercial Light/Industrial (C/LI) zoning district. Animals None Energy/Natural Resources Spa heating and lighting will be used to meet the completed project's energy needs. The project will comply with the Washington State Energy Code. SEPA Review - E97-0017 Glacier Business Park September 12, 1997 Environmental Health SEPA Review - E97 -0017 Glacier Business Park September 12, 1997 Noise impact due to construction. General operation of the project once constructed will not exceed existing levels. Land /Shoreline Uses The site is currently undeveloped. Adjacent land uses include industrial activity to the north, south, and east and the Green River waterway along the west boundary. The current zoning classification is Commercial/Light Industrial (C/LI). The current Comprehensive Plan designation is also Commercial/Light Industrial (C/LI). The proposed building will be similar in design and scale to existing structures around the project. The number of tenants expected in the completed project is undetermined at the time of this SEPA evaluation, as project is speculative. Housing None Aesthetics The tallest height of the proposed Glacier Business Park will be approximately 29 feet from grade. The building construction is proposed as a concrete tilt -up structure, similar to facilities around the site. Light/Glare The proposal will produce lighting from site lighting. Glare from window glass will be minimal. To reduce excessive light and glare, site lighting will be directed downward and will be contained on site. .5 foot candles will be installed to the edge of paving. Recreation None Historic /Cultural Preservation None 4 Public Services None SEPA Review - E97-0017 Glacier Business Park September 12, 1997 Transportation The Glacier Street Business Park is served by S. Glacier Street. The development currently has 67 parking stalls. None will be eliminated. The existing rail line along the west side of the property will not be used. The completed project will generate an estimated 416 trips during an average weekday; 49 trips during the AM peak hour, 43 trips during the noon peak hour, and 63 trips during the PM peak hour. Measure to reduce or control transportation impacts will include Measures to reduce or control transportation impacts are addressed in mitigated conditions of this SEPA, found on Page 2 of this document (also refer to Glacier Building Traffic Impact Analysis). Utilities Utilities currently available at the site include electric, natural gas, water, refuse service, telephone, and sanitary sewer. Existing utilities at the site will be extended to service the new building. 5 Management Purpose of meeting: Ann Andy MEETING NOTES rkea) AT an S e, )e / Ss a)-7 Orb at ___ ke- - ` Date: October 27, 1993 / LoJ _ - _.___ - - - -'� 11'1 L,_ Attendees:Ann Siegenthaller, City of Tukwila DCD Diana Painter, City of Tukwila DCD Phil Fraser, City of Tukwila Dept. Public Works Andy Levesque, King County Surface Water * * * To discuss planting on the Green River levee; King County, City of Tukwila, and Army Corps of Engineers responsibilities for maintenance; and specifically, what to require of the applicant for the Croonquist warehouse project (L92 -0080) planting plan. Briefed the group as to the process and status of Tukwila's Shoreline Master Plan revisions and accompanying Shoreline Access Plan. A consultant was hired to develop a planning scheme as part of the 205 levee raising project in 1988 -89. Tukwila and another jurisdiction were "local sponsors" for this project. The project involved raising the levee for flood control purposes. The upper surface of the levee was to be raised, and the face of the levee prism was not to be involved. This was so the Corps could avoid having to prepare an EIS for the project. The local sponsor was to be responsible for maintenance of the faces of the levee, the top and the prism. The local sponsor was also responsible for maintaining the drainage system into the river; in other words, the whole system. This was documented in an interlocal agreement with the City of Tukwila as a local sponsor. The Green :- River Flood'. 'Control ... District, a : body made up of King County officials, is currently negotiating an agreement, which will be reflected in the Corp's _.� 3 �.�.'SS: 1;5;x' w. ti x� t�;.. ,. « "l.•�:a.t�. �.�iui�� m ,a.t�;f -ii i �' r. ` v :::1.'tYBi" c .. y n •c ........,. a ctk� k t �,c .�.��. bcsx.. �l�biir:: S• ii3awii�: ite� :g3i;;�:R�tkssYi:ttW'�i3�iwri�. .f.�. Lr"rn.�t�'+iao a;. :oCe�A�c�tu�`.e�.'ti�v �,5r`lv :l E3is1tG41��43'X„ . aaCKe !'nCs?;1.".Y�t, } maintenance requirements, whereby they the levee prism and the pump station. they will be maintained t, however, Corp's standards. Historically, the Corp's standards stated that (for the areas of the levee that the Corps built) a tree (or planting) on the levee could stay, if the Corp had left them there. If it fell down, it had to be removed. the latest standards, everything that is there s ay. a tree falls down and it is not of : , �,.- . sa s.• . ?�.:. .,:1.. ' ... <�'az`'!'t"hs'�o µ4;s •��"� `t r.; : t.t�:. <., F .� L..�..5 -. _. , �Y.. s: �., 5. s dz" v.'$ u:::. �.,; 4 �. .4, t«.....vra� - ..._..... :cK. . ?%fir i�..r,:L..n ..� ,.,,.:? Y+ ��x�:' u, �. 4c':: ti'. SZ .v,"G}eY�.ue�h.Y��iult..r7:i' r y �' � iii; �:4 J.. species, it should be replaced with one st. In addition, if it is managed approved the approved planting li vegetation can be added • Meeting was continued, but.I wasn't present. will maintain The... standards are. : 'still: the In can an from new and maintained. Trees can be planted if they are maintained to be less than 25' in height and 4' caliper. It is also preferable if they have a high canopy. The approved list includes big leaf maple, oregon ash, willow, dogwood, among other species. .z HZ Jo; • •o o: .0 pl. cow; J � J. d ` . Z • 1- o, 'o co c 'Z k- 4:31H W w • ' al • •O 1- • f<:ki;G{4a `.1vc'e�;eirAf` e8 ttob Sim,+' :;{'efil :h: �: i ti?xb i;Al $5 Yrai Y ?i� k 1?3n1 ks; t . F, �3ti' i�a. �;;i;i�7�rc�vs.L.st:;.:4:atiiui: .zi;::;�`>ii�th5� ��`uzSf . •�:ia�. Attendees: PF. Need to account for flood protection. Precedent - Northwest Hospital Supply. Flood application as part of shoreline ordinance. Identify 100 year flood elevation, top of bank, 2' of freeboard. Corps 205 program requires that we meet Standard Project Flood, which is slightly higher than 100 year flood. Both conditions determine structure requirements for flood protection for the existing dike system. Information is required up front before decision can be made. Problem with other project (Northwest Hospital Supply) is that parking lot and part of road cut into dike prism. First objective here is to make sure that anything you're doing here does not cut into dike prism. County then can review it through several test borings through the dike. Then we worked around and got the project outside the dike prism, and that relieved us of this requirement. AC - What is dike prism? PF - EXCERPTS FROM 6 -11 -92 MEETING Croonquist Warehouse DRC (Pre 92 - 019) (CPI Project, Lot 4) Rick Beeler, DCD Phil Fraser, Public Works Duane Griffin, DCD Jack Pace, DCD Mark Cross, DCD Rep. from Fire Department Rep. from Police Department Al Croonquist, Croonquist Architects Dike prism is basically the toe of the 2:1 slope projected up, then 16' across, then back .down at 2:1 until you hit the actual ground. Make sure existing and /or future dike, 100 year flood, , is also shown, and that prism, projected prism, existing prism are not cut into by whatever you're doing here. You've 1 * * * got about three functions here, a fire lane, a building, a parking lot, and railroad spurs, and future railroad spurs, and all this is part of your plan. You may get to a point where you may move the fire lane, or get rid of the `;fire lane, or move it to the top of the dike and use the trail for this purpose. Or you may find that you may move the railroad spur, or you may have to shift everything so the railroad spur is not going now or in the future to cut into the dike prism. We're looking at all those elements to make sure that your use does not interfere physically out there now or in the future with the dike prism. AC - Is there information that you have that you can give us about the prism? PF - Yes, we have that, can develop that. We can also give you our flood insurance study. Your building is protected by two different basins; one is the T -5 channel to the south and obviously by the immediate dike system that goes into the Green River, T -1. PF - third easement (I've talked about this projected railroad easement) is an existing dike easement. I think its called 30' riverbank protection easement /pedestrian trail. Right now the Corps, the Green River Flood District, the. City of Tukwila and our recreation director have new, different requirements and are trying to, as developments come in, get those .. easements: pgraded I;t's just a change in the wording, but it's basically trying to provide the necessary words to assure that we meet Corps requirements, Corps of Engineers; King ' County Flood District, recreation trail equirements wso we would provide you with to rovide an upgrade a to their: existing easement, have converted ,to °a language that we - nee d.•:' AC - What is the size of that easement? 2 .. ..+.:•.+ vs+: vei f. 1 WYZ�i9) 1:: 3,` 3=!' a!' �S "`hams:fis`3'�1p;3Cifsr'.rk,%r .. >dAi1.4�:���'�:1+ ter .d.Yr trA• * * * 3 PF - 30' is the right easement, so I'm hoping that when there's a more specific showing of the toe, of the easement and such that it does fall, because the way you've shown it schematically here is exactly where we want it. AC - Dick Reeves of Wilsey & Ham gave us all this information. We've simply taken it as the basis for our drawing . . It should be relatively accurate. PF - This looks exactly where I would have placed this, that's not a problem. I just don't know physically if this is that; the property line. It says the property line top, and you go over to where it says toe of levee, and it's right on the property line that you have on the plan, and at least I think that property line is the top, not the toe, so I scratched that out. The property line is the top and then you go another 16' and hit the other top. MC'- We are concerned about activities in the shoreline zone. .Primarily you've got the two areas shown, you've got a river easement shown, the 30' wide area, and then you've got the 60' low impact zone. The low impact zone does allow a couple things [Reads . . .]. It does allow structures not over 35' tall, parking, loading and storage facilities adequately screened or landscaped, the railroad spurs and roads are allowed in that area. Low impact environment uses shall conform [Reads]. 5' of landscaping along both sides, and 0' on at the back. I assume the river is at the back. That was 0' under the zoning. Access roads shall be located no closer than 10' the building. Spur tracks, parking, loading, storage facilities and effective landscape areas shall be suitably landscaped . . . [CONTINUED]. AC - We had seen this area for landscaping. MC - It talks about a solid evergreen screen of a minimum 6' in height, decorative fence 6' in height, large partly shade or fruit trees. You already have a string of si .1= a:,Kv.cr V na.etti•,.;;sr 1 4�: . z i� no W J U U U 0' W w = ;. w o g Q' z W z � Z O U 0. O tA: w w H U' Z U N` O ~: Z trees going along the river there, at both ends of the property, so that's a clue as to what the major tree along the river would start to be. And the earth berms are a minimum of 4' high. They really are trying to screen these parking areas from the river walk. AC - I have the parking area below the walk. MC - PF - Correct. The intent here of these requirements is to get screening of the parking areas. We don't think the chain link fence across here that you're screening this area adequately from the river. It's really a concern. What are the requirements of the dike prism as far as plant material goes? If the Department of Fisheries gets involved, then they would like something that provides an equivalent fish environment, but if you're talking about land side, then basically we don't want anything that would interfere with the functions of the dike prism itself. RB - What does that mean? * * * FP - It means that if you put in large trees that would break up or cause erosion or the prism to be dependent on something like the life of the tree. I don't think you can really provide any significant plantings within the prism except for river side, and that's for fisheries. It's a function of the * ** of the dike, and basically it's fairly autonomous. MC - Not to have big root systems . . PF - Right, anything that's going to change or erode or cause the dike system to become non - functional. MC You have this series of large trees, I'm not sure what species they are, running along the edge of the river. Is that something that was done at the time when that 4 z w ' 6 -J C.) U 0 w W: J.; w LL w O; g cna I- i z � z I w w . ra ;O U ;0 I .w w; 2 V .. • Z • U O z ...: " .. .. 7 5;. r�,• }:s?'irr.w'it.Jy ,,. c;, �f«?ta i�iLairye ta►ra:Ge 6 '+ 4�a+�6 ° tir!8 it!, 2% + k s iL c 3� :t12s S"''�`'� ,.• i x 1. �. r' sue':+ - .. L ... ;5�.. `nzc�si,k WX'i�'t wasn't taken into consideration? We're doing it differently now? PF - They're not willows? Are those cottonwoods? [they're poplars] AC - If I remember, the entire area was under a blanket permit to build * ** this was 14 -15 years ago, before the requirements for landscaping and so on * ** And at that time, it said you had to have a large tree every so many feet along the side . . . I think that's where these came from . . . RB - The problem you're talking about, Phil, is that over time that you've found, at least in the last couple years, is that the problem .-with . some. of:, the : failures has.. 'been; due large tree that are 'placed" right next. to . PF - Yes, the Steak & Ale is a good example. The river bank and dike system was collapsed. We're hard pressed to find * ** we have to go back to the contractor to take care of it. The whole dike system is collapsed as the result of a tree. AC - We should cut all those trees down, Phil? PF - I'm probably not giving the right impression as far as the direction I'm going. • Before the State Department of Fisheries stepped in and said we had to " have " "a. more amenable: riverbank environment for, that's compatible with :_ fisheries. We were just handling about anything that was being planted within the dike membrane, and the Corps was of that mind. We've mellowed since because of fisheries insistence, and I think that if there's something that's compatible with the dike membrane, that the Corps going to buy off on we would probably find that acceptable. RB = It sounds like this needs to be worked too, because you've got landscaping requirements and dike prism requirements, and I don't think we're going to settle 5 4.44 iti; Zit4:4C;?.:.0 oiiged ; c-Jkastk✓,::tiiv;,K `47iiz+ ;&;h1:X11 !4.ir,:c�3flS+i'xic z Z w . 6 J U' 0O CI: ill I, w 0 =a • _. Z i- au p O Ni 1 w. Z U CO: .t=om z 1 this here. But at least you need to know that those are there. AC - Might a compromise solution be to require that use the distance, that we have to put the landscaping at the lower level? [unintelligible] PF - You might remember the history of this at the other site, it was at the point where DOE finally decided the County, who was administering the flood laws, provided too much interference. I think it was partly as a result of that project, that the City of Tukwila (I was saying to the Public Works Director) that providing a modification to the dike /prism membrane, and putting a road up there, and providing some minor modifications without going through a complete dike stabilization study with deep core drilling was appropriate. It was shortly thereafter that DOE decided to get out of the flood business altogether. I still am working with King. County, the same people, and I don't know what they're going to say. It think it's a very neat idea to stick fire access on trails, as one and the same thing . . redo the trail to provide for the fire truck, but I think that's a very good idea . . . get as much usage . . I think we should propose it and see where it goes. That's what's shaping up in my mind too, getting another meeting with the Corps and people in here to take a look at the dike prism and take a look at what can happen between the building and the dike and that sort of thing. It looks like that is what is going to happen. * * * RB Issues: - Problem with prism. We need to get people in outside of City that are going to help make the decision on this, the Corps people, fisheries. 15II6a ' ti?RA t0,74baYiAliwlrw1PW4P: „uK 46»44 d9fi 7�W? yA y1M :4 �Y.w�d1 A'3v619 "..f PF - The main element here has to be the Planning Department, because they are looking at providing some criteria here. MC - There's something we need to know before we know if we can 1 JP Fire - ' Fire access on the dike is a problem because of the danger of falling in the river. put the fire lane on the dike. If there are restrictions on the kinds of plantings that can occur within that prism, we ought to know about that so that ourselves and the BAR doesn't start looking at plantings that are incompatible. We already know some of those already. •* * * 7 L/ of the building to increase the setback from the low- impact management environment or to flip the building footprint so that the entrance faces the river. The goal of the Comprehensive Plan in the Commercial Industrial district is to create the most aesthetically pleasing riverward design while lessening the impact of the building on the riverbank and public access trail. Design Review Guideline Issues Glacier Business Park: • Revising the building facade design to achieve greater architectural detailing and articulation. • Per TMC 18.56.050, submit parking calculations for vehicles and bicycles based on 1 /1000 square feet for warehouse and 2.5/1,000 square feet for office for vehicles and at 1 space /50 parking stalls for bicycles. • Continue landscaping along north and south building bases from the front of the building to the trail. Reconfigure or relocate proposed dumpsites accordingly. • Per TMC 18.60.050 (4f)(5), submit lighting fixture and sign design specifications. A night time illumination impact plan is recommended. • All mechanical equipment must be screened from view. • Where necessary, update previously submitted environmental study and traffic study to reflect changes made to your proposals since the original submittal date of the reports. Cascade Business Park: 2 Revision Letter to Cascade Business Park and Glacier Business Park • Per TMC 18.60.050 (4), revise building facade design to achieve greater architectural detailing and articulation in relation to the site and to surrounding buildings within Southcenter Industrial Park. Also, soften corners of building at main entrance off Cascade Avenue South to widen the appearance of the entry and provide a clearer, more direct view from the vehicular entrance: • Per TMC 18.60.050 (1) (2b) (2d), submit a landscape plan. Add a sidewalk along West Valley Highway and widen landscaping to meet 12.5 feet required setback width. Add trees and burm to both the West Valley Highway and . ��.. »•tNi.�.�.tSZ:x;;.S,... ,..r.� lt>,,; isr.:i ;er3Ai .41 9tc1Ei'yh'" . •r Q : `. Ackia h46•4' ,- ,,,A:s4iC: anki A i7.di„(aZrl4� 4;i,- Ya ".144i.,:t4 v�>: 2a ..1.�i�':vk.4'+iv��'•` {: :`, ti'y" • w ry J U. U O t CO v)w w =. J H' w O <a co 0 1- w � � z I U � 0- to ff . w w. U -0 LL Z co o H, z c Sincerely, Alexa Berlow Associate Planner r ( 441614 i i 4" ) Revision Letter to Cascade Business Park and Glacier Business Park Cascade Avenue South landscape setback as a continuation of enhanced frontal improvements already in place on the property immediately north. Widen the second front setback along Cascade Avenue South to accommodate a sidewalk and the 12.5 feet of required landscaping. • Recalculate parking requirements. Current calculations are off by 31 spaces and provisions for bicycles stall have not been included. Parking calculations should be based on on 1 /1000 square feet for warehouse and 2.5/1,000 square feet for office. Again, bicycle parking must be calculated as 1 space /50 parking stalls. • Per TMC 18.60.050 (4f)(5), submit lighting fixture and sign design specifications. A night time illumination impact plan is recommended. • All mechanical equipment must be screened from view. • Relocate dumpsites away from front parking area. Revisions must be submitted no later than Thursday. October 9, 1997 at 5:00 PM. We also suggest setting up a meeting with you and the architect on Wednesday. October 8th . Please contact me as soon as possible to discuss these revisions and if the proposed meeting date will work out. cc: Joanna Spencer, City of Tukwila Public Works Don Williams, City of Tukwila Parks Dave Kessler, OPUS Northwest, LLC City Reviewing Departments 3 Asa :;tv ur.•::.:; `7:r wrr2: ,�' , <Sk•:l.'^ ,SFr ...... ... .... :... ;;i' <zr� >.., ,..r.n ..,...1',ii �.:F'vna..,�ratL'�!:ivi >�` cacti, iir�a�t.' �, n�Litlitdw ;'�. >3i4;.°`xu�...;,:r:tii= �J •`. �._..e4i1».!:�„:;'r�,.,y�� r. ii:l1$ "[:{a•`,•.':S'h.- .- .t�tG1 .� �• fi�U��2r•. �. s�xv`�;(L4u:Mviwr•e,lt::hF'--. ;.*•-• • • 4 •••' ••-••••!•**•'",•••:•*" •.'1•‘.*.*1 • 4. • ••••• • .\••••.4, •,••••••• • •• t " L'•:.•:.....7 '''' n" . - , t&\?••" .....,•_•) "rk•-•-•• • ••••1. ...-+•s,..• .u••: - • ..... • ,•■•• .. . . . ,,,..,......• 0o?.;':17%47, 1.-' -}'' -'''''''' - - • .. ....... . . ,- ....... .„.,... .s.s......t...• • .„.....• ,b.i.e.N...........s. Sr .....t ,...:1 0. 7.e•e• 'f.'s.' 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(a) pipes, flap gates, and flap gate operating m echanisms are in good operating condition; (b) inlet drainage systems and outlet channels are o pen, and trash, drift, and debris are not accumulating near drainage structures; and (c) riprap is in good condition and erosion is not occurring adjacent to any structure which might endanger its water tightness or stability. (2) Immediate steps shall be taken to repair damage, to replace missing or broken parts, or to remedy adverse conditions. b. Operation. Flap gates shall be inspected during high water conditions, and any object or condition which might prevent closure of the gates shall be immediately removed or corrected. 4.05 Existing Facilities. Other structures and facilities not constructed as a portion of this project, but which function as a part of the protective works, such as pumping plants, interior drainage storage ponds, ditches, manholes, catch basins, and storm drains, shall be periodically inspected by the Superintendent. Damaged or unserviceable items shall be repaired or replaced. Ditches, ponding areas, and enclosed portions of the storm drainage system shall be kept clear of silt, debris, and growths which may inhibit the function or design capacity of such facilities. Y 4.06 Landscaping and Vegetation. Vegetation shall be maintained as follows: a. Grass or sod, where turf is indicated on the drawings, shall be maintained in good condition free of noxious weeds. Turf shall be mowed to maintain a length between 2 and 12 inches. b. All existing trees or shrubs specifically preserved or planted within the rights -of -way for this project shall be • inspected to ensure that fallen limbs or trunks are removed, that the top of the levee is unimpeded to vehicle passage, and that erosion of the riverward embankment in the root zones has not occurred. Dead vegetation shall be removed and replaced with suitable species when and where feasible. b. Vegetation on the riverward side of the levee system not specifically preserved for this project shall be managed by mowing or by selective cutting or pruning to maintain a maximum height of growth of less than 25 feet and a maximum individual stem diameter at 4 feet above the ground of. approximately 4 inches. As an alternative to mowing, cutting, or pruning, existing or volunteer vegetation (including black cotton wood, 4 -4 Wryl Loa_ . A. fey> PerstA, 1 • x dko':+w tip,ti kSY:, k- `r`;TttY n' 1`:?. ` 40 ..,,.'c; kx,.k:i "1.7 z z � re w JU U O 0 : w w, w O J U-Q D. a . I- • w z � F- O Z D im • : 0 ▪ N wW U. z w z O z C • re d alder, and blackberries) may be replaced by more desirable Species. Such species may include trees, such as Salix hookeriana, the Hooker willow, and S. rigida, the erect willow; and shrubs,'such as red osier dogwood, bitter cherry, snowberry, and spirea, when such species are maintained to allow adequate access and visibility. 4 -5 Conditions to the approved project are marked on the attached site plan. PROJECT BACKGROUND a. Project file number(s): L97 -0043 Shoreline Substantial Development The name of the applicant who is also the current property owner: Opus Northwest, L.L.C. on behalf of the Estate of James Campbell c/o Douglas C Morris Project Description: The applicant proposes to build Glacier Business Park, an 85,304 square foot multi - tenant concrete industrial building with tilt -up panels, including 80,304 square feet of warehouse space and 3,000 square feet of office space. The proposed development would be located at the far west end of the Southcenter South. Industrial Business Park, within 200 feet of the mean high water mark of the Green River. Project location: 6540 South Glacier Street Tukwila, Washington e. The permits submitted concurrently with this application: Building Permit Utility Permit Land Altering Permit Flood Zone Control Permit Storm Drainage Permit 2 Notice of Decision Shoreline Substantial Development L97 -0043 - Glacier Business Park • •z • Q Z 1-: V ;. •••.0 un tu LO =; N LL! w o : ga • J; u_ a' 0 = d ; • z • • • moo;. iO� ' al to Ali co, { • O . . z` ..t APPEALS Environmental threshold determination: 1. The name of the appealing party, Notice of Decision Shoreline Substantial Development L97 -0043 - Glacier Business Park A Determination of Non - Significance (DNS) was issued on September 15, 1997. Property owners affected by this decision may request a change in valuation for property tax purposes, notwithstanding any program of revaluation. h. Appeals to the Board of Architectural Review's decision for this permit type is discussed below. The period of appeal for this decision is 21 days starting from the issuance of this Notice of Decision. All appeal materials shall be submitted to the state Shoreline Hearings Board for the Shoreline Substantial Development. Appeal materials shall contain the following: 2. The address and phone number of the appealing party, and if the appealing party is a corporation, association, or other group, the address and phone number of a contact person authorized to receive notices on the appealing party's behalf, and, 3. A statement identifying the decision being appealed and the alleged errors in that decision. The Notice of Appeal shall state specific errors of facts or errors in application of the law in the decision being appealed, the harm suffered or anticipated to the appellant, and the relief sought. The scope of this appeal shall be limited to matters or issues raised in the Notice of Appeal. Project materials including the application, staff report, and plans related to the permit are available for inspection at the Tukwila Department of Community Development, 6300 Southcenter Boulevard, Suite 100, Tukwila, Washington. Monday through Friday between 8:30 AM to 5:00 PM. The project planner is Alexa Berlow who may be contacted at 431 -3670 for further information. :4 •`.Vi _+iatt, tai�i` ;:.1 •ismvv- Sao' fir` l .. , 7541,' i�zpra olfl.�'4 it r' R. �, x�• s �;;�'�'rri� `ra::n:^�la:r�i. �- r lyi �x5:: *�'a.�rru .i�d��: Z CC 2 J V : U O t CO O LLJ w N LL% w O 4 a cri J, Z O, 1 w . Z z � E- o, z uj U 0 F— LU w z MI ay , z ,. • • AFTER RECORDING RETURN TO: z � 6 J U U O } to 0 W = ; Document Title: River Protection Easement LL Reference Number of Related Document: w O Grantor(s): g Grantee(s): King County, Green River Flood Control Zone District 0 D, Legal Description: = a _ Assessor's Tax Parcel Number: z 0' W w , D RIVER PROTECTION EASEMENT p co, w —: w w ` For valuable consideration, receipt of which is hereby acknowledged, the GRANTOR(S), u. 0: u . z' The owner(s) in fee of that certain parcel of land (the "Property"), legally described as follows: — O 1" INCLUDE LEGAL DESCRIPTION HERE hereby grant(s) both to KING COUNTY; a political subdivision of the State of Washington, and to the GREEN RIVER FLOOD CONTROL ZONE DISTRICT, a quasi municipal corporation of the State of Washington (GRANTEES), their successors and assigns, agent and licensees, an easement to construct, monitor, reconstruct, maintain and repair a flood containment levee, river bank protection, and/or other flood related works, including all vegetation and any other appurtenances thereto across, under, over and upon the following portions of the above described Property: . INCLUDE METES AND BOUNDS DESCRIPTION • OF EASEMENT AREA HERE The Grantees, together with their successor and assigns, shall have the right at such time as may be necessary and at the Grantees' sole discretion, to enter upon the Property for the purpose of exercising the Grantees' rights as described above. +•.x�t. ....... ;c3�s�.is�s1•ru. Irv.: d; � .i,•�.;i:�±i;r;-v'iu�t%4:t:°a�: } This easement obligates neither Grantor nor Grantees to guarantee or to provide future maintenance of those portions of the Property which are included within the easement area described herein above. GRANTOR GRANTOR STATE OF WASHINGTON COUNTY OF KING ) ss. ) ' On this day of _, 19 , before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared , to me known to be the individual described in and who executed the foregoing instrument, and acknowledged to me that he /she signed and sealed the said instrument as free and voluntary act and deed for theuses and purposes therein mentioned. J\mi20- easement. Given under my hand and official seal the NOTARY PUBLIC in and for the State of Washington, residing at My commission expires day of ,19 r ill Green River Basin Program PUBLIC NOTICE: Southcenter South Green River Levee Repair Project King County 1996 Supplemental Community Development Block Grant Flood Relief Project # C96658 The Green River Flood Control Zone District (GRFCZD) proposes to stabilize flood - damaged portions of a flood containment levee system along the right bank of the Green River in the City of Tukwila. The GRFCZD is a quasi - municipal corporation of the State of Washington established pursuant to Section 86.15 of the Revised Code of Washington. The GRFCZD's proposed action will be limited to flood - damaged portions of this overall levee system located between approximate River Miles 15.3 and 15.6 in the City of Tukwila. The proposed action will stabilize approximately 1200 lineal feet of the oversteepened flood containment levee. Levee reconstruction, together with vegetative stabilization of lower riverbank slopes, will be achieved in two distinct steps. The first step will be earthwork grading to relocate the raised levee fill structure to its new, stable, landward position, away from the edge of the oversteepened riverbank. The existing paved recreational trail maintained and operated by the City of Tukwila will be relocated within the new levee alignment. The second step in slope stabilization will be to thoroughly plant the lower riverbank slopes with deep - rooted, fast growing, native woody shrubs and tree cover. Native conifers will be planted just landward of the new, setback levee alignment to provide for long -term shade. Work in the water will be limited to the placement of log flow deflectors which also serve as fish habitat improvements, along the toe of the embankment slope, and below the ordinary high water mark. The area of FEMA's mapped 100 year floodplain affected by the proposed action is limited to a width of 60 feet along the 1200 foot reach, for a total of 72,000 square feet, or about 1.65 acres. A full description of the proposal may be reviewed between the hours of 8:30 AM and 4:30 PM, Monday through Friday, at the following location: King County Housing and Community Development Program Community Services Division Key Tower 700 Fifth Avenue, Suite 3700 ,Seattle, WA 98104 -5037 Comments regarding impacts of the proposed action on the floodplain must be received by July 10, 1998 at the King County Housing and Community Development Program at the above address. For further information regarding the proposed action, please call: Joshua Goldfinger Community Development Coordinator King County Housing and Community Development Program (206) 296 -8611 1- 800 - 325 -6165 tty /ttd (206) 296 -5242 King County Auburn Kent Renton Tukwila z U . o 0 . cn w =: CO U. w 0 '. 2 gJ ; D. a � z F. z o D p ON ail = V_ Z V 0 1- z ( 6 2 . rr?"Q: ?I V d")1 r' NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. L • --I . , '('' nn7r) E= I k' Is ofit HIVE MS s— . 0 rn = . ),... .‹. _._ . _.... _ IS Otat l S c..,) s ...,.. v • '' 1 . / - ,.. -.....— - . is ci 611 $ 0 cn i 4 : 1 6 1 :: : : OF136I S GW6I S i < 0089 H106T IS IS ItLO6I v, 1 IS 11.128T S IS ...., rn 0 /1 - 19 .+ ,,...1 ' • S. °G01 .1. . Vtg i - c ..: „ 3., co, wo Isw:4 • A PI . - : 133 .. „: .,.. fl 11 , ••-:- : :7 ..Th - , 0 , r.) -.. 4j I i ') ILI" ,,.,, i. . xi 2. 1 • 1 1 3 Nrii 37.05 1 1 81 S 009G mw NOI7IAM * \VI -IS Ritiet 1 108I 4 • En 'AX21Yd .035'10 Y Eli N.35711.151b1 ''' 1 • . r--- , 41 9 ,,, T. t • ON I81 , VZYld 0 rs ,• -F, c„ , H18 L :6 lus i i.)id.i A d tilMi t ' IS • — J 1 1 ' liYINNIW 3 LiCI t. • . a I — - r ( 6 2 . rr?"Q: ?I V d")1 r' NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. June 18, 1998 FACTORS AFFECTING GREEN RIVER FACILITY DESIGN OPTIONS SITE SPECIFIC CONSTRAINTS or CHARACTERISTICS 1. Project name: Desimone Levee Stabilization 2. River Mile River Bank: RM 15.35 to 15.55, right bank 3. Site located on outside bend of river ?: Yes, the levee stabilization repair reach includes two segments of outside bends, separated an inside bend. ,The reach segment occupied by the inside bend is also part of the. slope Stabilizationa •effopt.• - - . 4. Facility type: Raised levee, height of prism above landward floodplain approximately 4 to 10 feet Type of erosion causing dame: Toe erosion damage primarily due to undercutting scour of undersized riprap, combined with slumping of oversteepened, saturated embankments during rapid drawdown events following sustained high river levels. g Severity of damage: Damage is severe in several short reaches of the levee, totalling approximately 500 lineal' feet. The remainder of the facility is extremely oversteepened, apparently from foe erosion and shallow - seated slumping of lower embankment slopes. 9. Other unique aspects of site damage? The existing levee is placed precariously close to and immediately adjoining the top -of -bank of a severely oversteepened slope. Stability of the levee under these conditions is likely compromised, even where flood - related damages are not already in evidence. • Extent of damage: Slope stabilization efforts this year are focused in a reach of oversteepened and flood- damaged levee embankments extending northward from the Kent city limits for approximately 1,350 lineal feet downstream, in Tukwila. Consequences of facility failure: A recreational trail located along the levee crest would be affected even by relatively localized, incremental damages to the embankment slopes. A breaching failure of the levee would result in flooding affecting Tukwila's Southcenter South Industrial Park, which is immediately adjacent to the levee. In addition, any levee breach would flood SR 181, additional roadways and commercial and industrial land uses, potentially covering the eastern portions of the Green River Valley and overtopping SR 167 and large portions of the cities of Kent, Renton, and Tukwila. Damages associated with failure of this levee system could easily total several hundreds of millions of dollars. Soil or geologic site conditions: At this point, no detailed soils information has been collected. It appears the site consists of a fairly common valley profile of intermixed •,, 7 t:0tty trra.2.'FR3iM tTa C- t ii fiN . P•'!` W M i. 't`x4tf. *tY �� ':.(� \,. ':tfi� F�4�riS7ai, "�i, ;��'h'�.�'t�ipD�±(�'�" ileFtlf!�::aa'k�t' i 11. Approximate project construction budget: Current construction budget is $300,000. alluvial sands and silts, with a constructed face of undersized (light to heavy loose) riprap. In the lower and middle bank zones, alluvial deposits of silt and sand now sit on top of the riprap.layer. In many cases, it is these deposits that have slumped and failed, sometimes involving a deeper- seated failure through the rock layer. The railed containment levee fill prism (above the floodplain elevation) appears to be constructed of imported and compacted sand and gravel fill materials, with no riprap facing in evidence. The site is located immediately across the river channel from portions of the Segale Levee, for which a detailed body of soils investigations, findings, and analyses have been produced. It is highly likely the soils materials comprising the Desimone Levee embankment are closely similar to those across the river at the Segale site. Describe land -use constraints on project slope gradient: The levee stabilization reach adjoins three separate commercial properties. At the upstream end of the repair reach a large parking lot serving an existing warehouse abuts the landward toe of the levee, with this edge defined by a chain link fence. This property owner has agreed in principal to cooperate in setting the levee back, to overlap and intrude past the existing fenceline by a distance varying from about 8 feet at the northern (downstream) property line, to about 16 feet at the southern (upstream property line). The fenceline will be relocated to the new, setback location. A row of 25- year -old poplar trees is growing along the landward levee slope on this parcel as well. It is anticipated these trees will be removed and used within the water column of the Green River as fish habitat structures, also perhaps providing for some levels of flow deflection along the riverward toe of the existing levee slope. The next parcel downstream is presently under construction. Developers of this commercial structure agreed to modify their site plans and set the proposed structure back a minimum distance of 36 feet from the landward edge of the existing asphalt trail to allow construction of a setback levee configuration. A buried conveyance line serving the roof drains along the back wall of the building is proposed within the most landward 5 or 6 feet of this setback area. Currently, the plans also show a waterline serving a fire hydrant, to be located along the landward edge of the asphalt trail. The project engineers are modifying the current plans to allow placement of this water line within the same setback area proposed for construction of the roof drain conveyance line. A means of serving the proposed fire hydrant from this line will also have to be developed, consistent with the setback levee alignment. The top width of the levee will also need to be increased from 16 feet to 20 feet adjoining this parcel, to serve as a fire lane. Parking stalls now proposed within the levee setback area at the northwest corner of the site will also have to be relocated on revised site plans to accommodate the levee setback. The third parcel at the downstream end of the levee stabilization reach is a small triangular segment of a larger parcel supporting a warehouse and distribution center .ra%wa�+�k«cxew.ka«,ruCwR.M4Y) for a manufacturer of floor coverings. This triangular segment of the larger property is separated from all actively used portions of the site by an existing railway spur line. These property owners have also agreed in principal to setting back the levee on a portion of this site area. The levee curves eastward and then northward here, closely abutting the existing railway spur line at the downstream limits of the project. Proximity of the railway spur limits the extent to which the levee can be set back at the northerly limits of the stabilization reach. Two or three poplars also present at this site on the landward levee slope will also have to be removed. This will also be used instream for fish habitat improvements to the water column. Logistic constraints: Construction activities may impact on work separately scheduled by developers of the parcel now under construction. Coordination of setback levee relocation with the developer's installation of footings, roof drain conveyance lines, and the water line will be necessary. It is anticipated this site work will be completed and allow for levee construction after August 15, 1998. In addition, access to, the site is constrained by a single entry from SR 181 in a high traffic area, followed by a long drive down the levee. For construction traffic to exit at the other end of the project, a new access ramp will need to be provided. This may require coordination with a fourth property owner at this location. Use of the levee crest as a recreational trail is heavy during all times of the year, but especially during the summer construction season. This will require careful attention to construction traffic routes, signage, flaggers, and attendants to all equipment. The trail will hav!:: to be restored and repaved following construction. Site constraints affecting construction: Overall height of the existing levee from the toe -of -slope at the riverbed to the crest of the levee at the top -of -bank is in excess of thirty vertical feet. Even large hydraulic excavators working from the levee crest cannot reach into the water column to remove failed slope materials, or to place new materials. The longest available reach provided by specialized hydraulic excavation equipment will extend approximately to the Ordinary High Water Mark (OHWM) of the river. Because of the reach involved, only excavation and placement of soils and smaller rock materials can be accomplished even with this specialized excavator working at this distance. It is possible for large dragline equipment to work within the OHWM from the levee crest. This would allow for excavation and removal of failed levee toe and slumping embankment materials. Placement of logs for fish habitat improvements, trenching and rock fills for log anchoring, and placement of toe rock into the water column are all possible with larger dragline equipment, but with rather poor precision in overall performance, and at high cost. An additional concern is that even large draglines are hard - pressed to handle the larger rock sizes (4 to 6 foot diameters) preferred for instream habitat purposes. Once toe work has been completed with the dragline, all soils shaping and placement can then be accomplished with the long -reach excavator. Alternatively, setting back the levee could possibly provide enough room on the midslope alluvial depositional "bench" for more conventional excavators to perform • "%i 4...”1 .<..•i:$: +.i wi .tl im .LTk .ic..•”i. ticAt _.. AO4:4' i2 "Wo.s.TYh.` ° 4? Ogi z ~ w: oc2 J U' U 0; t .0 U. • W =, In IL: w g ¢ • = d w • •z � zo D •0• • U.. •-• ` w w. ill z ` U = O ~ • Z • instream work, including log trenches and rock placement, if needed.. One problem with this approach, however is the poor structural characteristics of these alluvial materials, together with the oversteepened configuration and obvious slumping failures present in the underlying riverbank areas. A temporary slope cut into the base of the setback levee location may provide for adequate staging of such equipment, but has the drawback of once again increasing the reach length involved. A 25 foot distance is about the maximum reach comfortably suited to this equipment. If neither option is suited to instream work, a deeper ramp cut and a more extensive reconstruction of the lower slopes and toe areas may be needed to support conventional excavators closely enough to the water to facilitate instream work. This will probably cost enough to effectively disallow levee setback construction and instream work to both be accomplished under the existing budget, at least over the proposed project reach in its entirety. Scaling back the project may be necessary under these construction constraints. 0 Other compelling, useful, site - specific information? • Vegetation on the levee face currently consists of mostly invasive species such as blackberries and reed canary grass. • Landward Slopes currently range from 2H:1V to much flatter. The landward elevations along the toe of the levee also vary, effectively allowing for greater setback dimensions in some areas than others. Smooth transitions of the levee alignment over distances of several hundreds of feet are still required, however, due to the need to maintain recreational trail alignments along the levee crest. Poplars and a stand of plum trees along various portions of the landward slope are all proposed for removal to facilitate the proposed setback. These will all be placed instream for improved fish habitat cover and possibly some added toe protection and flow deflection. :k! CM-Inky-A ( ( v Project Name: Desimone Levee Repair Federally Linked Project — Assessment for Jeopardy Final Draft 04/30/98 Department/Division: DNR/WLRD Agency Project No(s). 089505 Agency Priority: ® Hi ❑ Med ❑ Lo Scheduled Construction Date: 6/22/98 Contact person: Andy Levesque • Estimated Construction Cost: $300,000 Phone: 296 -8379 E -Mail andy.levesque @metrokc.gov Please answer the following questions as completely as possible. If the question is not applicable, check "NA" in the space to the right. Detailed instructions are included in a separate file entitled "instructions." If you have any questions, please call Luanne Coachman at KC DNR (296- 8381), Sue Kaufman at KC DNR (296- 1989), Randy Sandin at KC DDES (296- 6778),or Kitty Nelson at KC DOT (296 - 8737). Please send a hard copy or fax to Luanne Coachman (MS 22G; Fax 296 -0192 — No Email please). The deadline for return is May 4, 1998. Thank you. Federal. :inked Project — Assessment for Jeopa , Final Draft 04/30/98 1. Describe the project and its purpose: The Desimone Levee extends along the Right Bank of the Green River Between River Mile 14.6 and River Mile 15.5 in Tukwila. Up to 1250 lineal feet of levee toe and 1050 lineal feet of levee embankment were damaged in the floods of 1995 -1996. Another 300 to 400 lineal feet of levee slumped during the winter of 1997 -1998. A Community Development Block Grant (CDBG) in the amount of $275,000 has been awarded the GRFCZD on behalf of an application by the City of Tukwila to the federal Office of Housing and Urban Development (HUD) to repair the most severely damaged levee segments. The GRFCZD will match these grant funds with an additional $25,000 for a repair project funding total of $300,000. The CDBG funding agreement will be administered by King County on behalf of the GRFCZD. These funds will be used to restore portions of the damaged levee reaches to a structurally sound condition, sufficient to ensure the continuing flood containment function of the Desimone Levee system. A secondary goal of the City of Tukwila in completing this project is to bring the Desimone levee into compliance with the Corps of Engineers PL -84 -99 Program for federal assistance in rehabilitation of non - federal levees. Damages in these areas consist of undercut slopes due to scour of undersized rock rip -rap, over - steepening, and shallow- seated slumping of levee embankment slopes. Most of the slumping affects only the lower portions of the levee embankment, but in several locations the slope failures extend to within several feet of the levee crest. A paved recreational trail is located immediately along the top -of -bank at the levee crest, also serving as a maintenance access road. The levee adjoins the City of Tukwila's South Central Business District along the east bank of the Green River, and serves also to protect valley floor areas east of the river, extending east of State Route 181 and north to Interstate 405. This includes several hundreds of millions of dollars worth of developed commercial, industrial, and residential properties and significant infrastructure improvements within the cities of Tukwila and Renton. Flood damages associated with failure to maintain the integrity of this levee system could easily total over $10 Million. Repairs to this levee system will require one of two options. Reconstruction of instream and lower bank portions of the damaged levee segments is estimated to cost around $750 per lineal foot, allowing for only about 400 lineal feet 'of repairs with the available CDBG funds. This option would require rather extensive modifications of the instream levee toe and riverward levee embankment slopes, and could entail significant limitations on the future establishment of streamside revegetation under the Corps' PL84 -99 requirements. Alternatively, up to 1000 lineal feet of the most severely oversteepened flood - damaged areas near the upstream end of the levee facility could be set back approximately 16 feet from the current near -bank location. This would require use of additional lands and the cooperation of affected commercial landowners adjoining the facility, but appears to be clearly provided for in the terms of the existing easements for reconstruction of the levee system in this reach. Setting the levee back in this manner would provide for stable angles of repose for the embankment materials involved in the failure locations, greatly enhancing the overall structural stability and reliability of the levee with respect to flood containment. This alternative would also eliminate the need to perform extensive instream and lower bank reconstruction work at this time. Mature poplars now growing along the landward side of the existing levee embanlanent would need to be removed to construct the upstream 300 lineal feet of the setback levee alignment. Instream work associated with this alternative would be limited to placing these brushy poplar trees with tops, trunks and rootwads attached, along the riverward edge of the facility for enhanced instream habitat cover and localized flow deflection for erosion protection along the toe of the facility. These logs would be secured in place with several trenches for placement of tie -backs using heavy -gauge chain to secure the wood elements to buried ecology blocks. Chain would be used instead of cable to minimize instream hazards to boaters and other aquatic biota. These blocks would be secured in place with four to six foot diameter quarry stone. All disturbed trench areas will be restored with alternating lifts of clean sand and gravel fills and live willow cuttings in topsoil layers. All exposed fill areas and other disturbed slopes would be hydroseeded and secured against erosion with wrapped facings of coin fabric geotextile cloth. This setback option would allow for dense revegetation of the riverward levee slopes, while retaining eligibility for future federal flood damage assistance under the Corps PL -84 -99 levee rehabilitation program. 2. Check the federal permits needed for your - ._._._.N /A Pending Approved project. List the numbers of the nationwide ACOE Nationwide 3 ❑ ® ❑ permits if needed. ACOE Individual ® ❑ ❑ NPDES (Gen. or Ind.) ® ❑ ❑ Other NEPA ❑ ® • _ _ _ ❑ _ 3. If your project has federal funding, please check ❑ FEMA • ❑ FAA ❑ FHWA ® HUD ❑ .or list the source: N/A ❑ Other HUD funding will end in 1998 �c�, i ;#'i' »din;'r ;.i'�:'id #!::�.o.a .att�kdi�ssi�. +� ; S� 'wasAi�^�3!"J,a'�i�t'�dl'i}�a'w gG 4.- roe Z = Z w. .J U U 0 '. rn co J = H (0 U. w u- Q co n = a I - w Z F. I O : Z F— O D , CI I-- 2 U ' U. FE; 111 Z U O ~ Z Darn 1nf0 HUD with City of Tukwila and King County is lead. 5. Check State and local permits needed for your project. Circle jurisdiction. Fed lly Linked Project — Assessment for Je Irdy Final Draft 04/30/98 0 N/A 4. List the names of your partners for the project. Identify the lead agency. N/A Pending Approved HPA ❑ ® ❑ Surface Mining ® ❑ ❑ Forest Practices ® ❑ ❑ Shoreline (City or County) ® ❑ ❑ Shoreline Exemption (City or County) ❑ ® ❑ Clearing and Grading (City or County) • ❑ ® ❑ Building or Subdivision (City or County) ® ❑ ❑ Other ❑ .❑ 6. Which federal, State, or tribal agencies have you contacted regarding your project and its impacts? ❑ Federal: HUD, Corps. State: WDFW. Tribal: Muckleshoot Indian Tribe Fisheries Department. N/A Describe any modifications to the project as a result of these contacts: The Corps has insisted on mowing blackberries and any other vegetation present on the riverward levee slopes as a condition of eligibility for future federal assistance for levee damage repairs under their PL -84 -99 Program. They have also raised concerns regarding the row of poplars within the landward portions of the levee prism. These two issues have resulted in pursuing the alternative for setting the levee back, which will allow for riverbank revegetation with native willow and dogwood thickets, and planting of native coniferous shade trees to replace the poplars. 7. Check Water Resource Inventory Area (WRIA) and river basin or ❑ WRIA 7 Snohomish sub -basin (if known) where the project is located: ❑ WRIA 8 Lk Washington ❑ WRIA 9 Duwamish /Green ❑ WRIA 10 Puyallup ❑ WRIA 15 Kitsap ❑ No WRIA # Puget Sound Z River Basin Green /Duwamish # 09.0001 ❑ • Subbasin ❑ Tributary No. or Name, 8. What is the specific location of your project? Provide the address, the jurisdiction, and the 'V4 section, section, township, and range. Green River, river miles 14.6 - 15.5 right bank, between the Kent City Limits and approximately S. 186th Street, if continued, in the City of Tukwila, SE 35 -23-4 9. Is the project in or within 300 feet of a lake, river, stream or bay, etc.? Name the waterbody. ❑ N/A Yes, the Green River. 10. What is the size of the project (list area or length of disturbance), the amount of new impervious surface, ❑ and the total impervious surface? N/A Up to 1,200 lineal feet of setback levee; no new impervious surface will be created. About 1,500 square feet of existing paved asphalt recreational trail will be retained but moved landward, away from the riverbank. Up to 60,000 square feet will be cleared, graded and replanted. 1 1 . Is the project a formal recommendation in a basin plan? ❑ Yes ®No - ❑ N/A !WUmenit _'LSimt>.'. 2 00C rv'nre? O1 ^69B 4`:4&2,% 6 1 4VP..t.' ' f4>5itkilit9 4 6 tLta:ifi' 611X , 4.ZSZ: ::f �'*�`�•'t:5nC +,. IMPACT ASSESSMENT Federal, .:inked Project — Assessment for Jeopa. , Final Draft 04/30/98 In answering the remaining questions, please describe the impacts assuming no mitigation: 12. Describe the beneficial and adverse impacts upon aquatic resources that will be caused by construction of the 0 project: N/A Beneficial: It has been the experience of the King County Rivers Section that juvenile salmonids seek out and utilize instream woody debris structures within minutes after placement. This is likely to to increased cover and protection from predators such as Great Blue Herons which are present in the reach. Also, construction of the project will result in removal of exotic, invasive, non -native plant species from the riverbank. Construction of the setback levee option will diminish recreational access by relocating the trail away from riverbank, so that intrusive disturbances such as moving silhouettes are not as immediately disturbing to salmonids in the reach. Adverse: Instream construction will result in minor, temporary, localized, transient increases in turbidity during low flow conditions, due to disturbance of the bankline during placement of log elements. Noise and vibration associated with construction equipment will also occur. All such impacts will be timed and scheduled to minimize the local extent and temporal duration of each, allowing for recovery of water column transparency between instream construction episodes. 13. Describe the beneficial and adverse impacts upon aquatic resources resulting from the maintenance, use, or ❑ operation of the project (post - construction impacts): N/A Beneficial: Setting the levee back prevents even further encroachment on the river corridor from proposed and potential future development. Pervasive stands of exotic, invasive monocultures like blackberries and reed canary grass will be replaced by dense thickets of native willow, dogwood, and other woody brush species. By setting the levee back from the riverbank, sufficient embankment area will be provided to allow these to also be supplemented with native riparian tree cover such as Oregon Ash and conifers like Western Red Cedar and Sitka Spruce. An additional row of shade - producing native conifers will be planted along the toe of the landward levee embankment. These plantings will provide increased streamside cover and shading, contributing to incremental improvements in dissolved oxygen concentrations. They will also provide for increased insect production as a food source for juvenile salmonids and other aquatic species. The enhanced streamside vegetation will also provide increased inputs of detrital materials to the water column, and the recruitment of fine woody debris. Vegetative cover will also locally slow flood velocities and provide pockets, of flood refuge along the channel margins for juvenile salmonids in this reach, as well as increasing overall slope stability and reducing inputs of fine sands and silts into the water column, thereby reducing turbidity impacts over the long term. Instream placement of the intact, brushy poplars with their rootwads will alter the riverward edge of the levee so that the present miscellaneous deposits of end dumped smaller rip -rap and quarry spalls will be replaced with greatly increased instream roughness and complexity along the low -flow channel • margins. Levee slope stability will also be increased through these installations of log flow deflectors and clusters of large wood. These will provide for cover, increased substrate area and diversity, increased number and variety of structural habitat opportunities, increased abundance and variety of resting and feeding areas for juvenile salmonids, and an array of complex micro- currents along the channel margins. The habitat values in these areas will be further improved as these log clusters recruit smaller woody debris and detritus along the bankline. Adverse: This repair project will preserve the flood containment function of the existing levee, preserving existing commercial uses of the adjacent floodplain'and riparian corridor. There will also remain an ongoing potential for additional future maintenance requirements. The project will preserve an asphalt recreational trail along the top -of -bank, with possible disturbance of fish by recreational users. z" i-- Z re ui UO U U: U W: W =' J CO . LL WO gQ = W Zf. i- 0 � Z I- 111 uj U O N CI H W u. —0 1 Z U 0 Z � =wt � "ti�- '. w��vi1.✓ �Y'+ o3. 1'$' a' �1RuY t�L�' G3�bii3' �. �' �tdt•." h•u�LC�s�n b77 t%. 1`,�.ki�'�i+.aaf2c+�a2<CKE:M�! " +: :+�n`5r.��i�::��i.;t MITIGATION 14. Will the project alter the water quality of Puget Sound, bays, lakes, streams, wetlands, and rivers (including sedimentation, urban runoff, toxics, turbidity, etc.): ® Yes ❑ No (If yes, answer a and b.) a. What mitigation is proposed for construction impacts? Turbidity increases resulting from trenching to secure log placement along the bankline will be transient, localized, and minimized by incremental scheduling and staging of the work. No more than about fifteen lineal feet of bankline will be exposed at one time, and then only for the minimum time needed to place the construction elements and restabilize the exposed area. Turbidity plumes resulting from such work will be allowed to subside before intiating any subsequent increment of bankline construction. All such constructon will be performed by,leaving an intact berm along the waterline, and excavating and stabilizing the construction areas landward of the berm in increments. Opening of the bankline along the edge of the construction increment will be completed last, with each increment of bankline excavated for immediate placement of erosion control bedding, the logs, tie- backs, and large quarry-stone ballast, and immediately re- stabilized. All construction will be performed during dry summer and early fall months. All exposed slope areas capable of generating erosive inputs into the water column will be stabilized with temporary cover of straw mulch, to be maintained on a daily basis. Temporary cover of exposed cuts with coir fabric is also proposed. All final grades for disturbed areas will be promptly hydroseeded and secured against erosion with staking of coir fabric cover. Construction equipment will be properly staged and maintained to prevent oils, grease, or other deleterious materials from entering the water column. 15. Will the project discharge water or generate runoff to Puget Sound, bays, lakes or a stream or river? ❑ ❑ Yes No (If yes, answer a and b.) N/A a. What mitigation is proposed for construction impacts? N/A b. What mitigation is proposed for long -term impacts? N/A Fec. _ . ally Linked Project — Assessment for Jc. sardy Final Draft 04/30/98 What rnitigation is proposed for long -term impacts? Dense plantings of native woody brush and shrub species such as willows and dogwoods will be established and maintained. Additional native shrub species will be planted in the upper bank areas. These plantings will be watered to ensure adequate survival. The setback levee will also include native riparian tree species such as Oregon Ash and conifers like Western Red Cedar and Sitka Spruce. Shade cover produced by this vegetation as it matures over time will help to reduce water temperatures and thereby improve dissolved oxygen concentrations. The dense cover will also help to trap sediments and protect the bankline from sloughing, thereby reducing localized turbidity impacts. Historic degradation of instream channel habitat quality will be mitigated through placement of a number of large woody debris elements with rootwads. These will include the entire trees and brushy tops of the row of poplars at the upstream end of the project, which must be removed to move the levee landward, away from the existing, oversteepened bankline. The poplars will be replaced with a row of native shade - canopy - producing conifers along the landward toe of the setback levee. N/ li�;:'<.• �>'. Y:..; ^:f:.ti:�l3:.�f�'.'.=:;Ci.*. ?.W hu..+ h>. yr. f. 4pi!i'u"Sr��fAiu'S��lri�i3SL{JG ;a.F: , tts'•.a +i5'4�q„s fii� 'a «w xS44^1C4iii:+ ,', uiPi ;',1‘a if 44 ''4411 :0Pt,`;;: STS: {' .9'.dwif `s"tWi'`?t+,V rdntu`7..1`4 Z J.0 0 0; . W = . J H. W O' = d ' W I- O: Z H.. • W W C.� O N W W` • H W co Z Federall . .nked Project — Assessment for Jeopan Final Draft 04/30/98 16. Are clearing and grading activities part of the project? What is the length or area of direct disturbance? El Yes No (If yes, answer a and b.) N/A a. What mitigation is proposed for construction impacts? Turbidity increases resulting from instream log placment with tie-back trenches and rock ballast along the bankline will be transient, localized, and minimized by incremental scheduling and staging of the work. No more than about fifteen lineal feet of bankline will be exposed at one time, and then only for the minimum time needed to place the construction elements and restabilize the exposed area. Turbidity plumes resulting from such work will be allowed to subside before intiating any subsequent increment of bankline construction. All such constructon will be performed by leaving an intact berm along the waterline, and excavating . and stabilizing the construction areas landward of the berm in increments. Opening of the bankline along the edge of the construction increment will be completed last, with each increment of bankline excavated for immediate placement of all construction elements and immediately re- stabilized. All construction will be performed dry summer and early fall months. All exposed slope •areas capable of generating erosive inputs into the water column will be stabilized with temporary cover of straw mulch, to be maintained on a daily basis. Temporary cover of exposed cuts with coir fabric is also proposed. All final grades for disturbed areas will be promptly hydroseeded and secured against erosion with staking of coir fabric cover. Construction equipment will be properly staged and maintained to prevent oils, grease, or other deleterious materials from entering the water column. b. What mitigation is proposed for long-term impacts? Dense plantings of native woody brush and shrub species such as willows and dogwoods will be established and maintained. These will be watered to ensure adequate survival. The setback will also include native riparian tree species such as Oregon Ash and conifers like Red Cedar and Sitka Spruce. Historic degradation of instream channel habitat will be mitigated through placement of a number of large woody debris elements with rootwads. These will include the entire trees and brushy tops of the row of poplars at the upstream end of the project, which must be removed to set the levee landward from the existing banldine. These poplars eill be replaced with a row of native, shade-canaopy-producing conifers along the landward levee toe in its new setback alignment. The existing raised levee fill prism and associated recreational asphalt trail will be moved about 16 feet landward from their present alignment along the top-of-bank. - '7•••••• Voted 0417G98 1 Fe `3IIy Linked Project — Assessment for J )ardy Final Draft 04/30/98 17. Will the project remove or modify riparian vegetation within 300 feet of the water body? ® Yes ❑ No (If yes, answer a and b.) N/A What mitigation is proposed for construction impacts? Non - native, invasive blackberries and reed canary grass will be removed from the riverbank areas, with greater levels of disturbance associated with those locations where instream placement of log habitat elements will occur. A row of young poplars on the landward levee embankment will be removed from the upstream 300 lineal feet of the setback levee option. These will be placed instream under this option to serve as flow deflectors and for enhancement of instream habitat opportunities commonly associated with large woody debris. An additonal area of non -native plum species along the landward side of the levee will also need to be removed under the setback option. It is possible these may be salvaged with the roots intact and replanted in much the same configuration on the setback levee, or possibly on the riverward levee embankment slopes. All disturbed slope areas will be protected against erosion with straw mulch, to be maintained on a daily basis. temporary cover of coir fabric may also be used to protect disturbed slope areas against erosion potentials as well. Live cuttings of willow and dogwood will be incorporated into any disturbed slope reconstruction, with supplemental plantings of a variety of native woody shrub species for both alternatives. In addition, the setback levee option will allow for plantings of tree species such as native Oregon Ash, Red Cedar and Sitka Spruce. A row of shade producing native conifers will also be planted along the landward toe of the levee under the setback option. What mitigation is proposed for long -term impacts? Dense cover of native willow and dogwoods will be established, together with a variety of other native woody shrub species. The setback levee will also allow for planting of Oregon Ash, Red Cedar, and Sitka Spruce along the riverbank, and shade - producing conifers along the landward levee toe. Instream log cover will be placed under either option to mitigate for historic degradation of instream wood habitat structure in this reach, normally associated with recruitment from riparian forest cover now long absent in this reach. Maturation of the native plantings.will restore a measure of the structure and function of riparian forest ecosystems formerly present in this region. w .14115 MA' ` `w" b`t:` :'itn"!n%M- ?.�;view'::Y;3ii:�& i.��d'.Sk it&:4�'�`,.fi'r.'Y "�o: tv3'r7 .: Z �1 W re 0 0 O co W = J ~i W 0 : g u. Q N D: ° I- Z i H. 0' W H U 0 ; 10 S LI p O . ui Z = , • H • 0. Z 1)114S'': Tdriw�'�fi 9'�'.b Federal/, _inked Project — Assessment for Jeopal , , • Final Draft 04/30/98 18. Will the project place a structure within —or cause any change to—the bed or banks of a body of water? ® Yes ❑ No (If yes, answer a and b.) N/A a. What mitigation is proposed for construction impacts? Instream placement of flow deflector logs and large woody debris clusters and log groupings will be accomplished. Instream placement and anchoring of these logs will require trenching and backfilling with large angular quarry rock ballast at intervals along the existing margins of the low flow channel. This work will be mitigated through careful timing. and scheduling of incremental segments, with no more than 15 feet of the bankline disturbed at one time. All excavation for construction will be accomplished with a narrow berm left intact along the waterline until all landward areas are stabilized, with excavation and stabilization of the berm area accomplished as rapidly as possible. Increments of instream work will be scheduled to allow for frill recovery of clarity in the water column following transient turbity plumes associated with work along the channel margin, prior to initation of any other instream work. All disturbed channel margins will be fully stabilized at the conclusion of each working day. Work on any log embedment trenches or embankment reconstruction areas will be secured on a daily basis through placement of straw mulch or temporary coir fabric cover. All reconstructed bank areas will include live willow and dogwood cuttings, with supplemental plantings of native shrub species , especially along upper bank areas. All disturbed areas will be secured upon completion of project construction with hydroseed and coir fabric cover. b. What mitigation is proposed for long -term impacts? The current, degraded vegetative embankment cover of blackberries and reed canary grass will be replaced with dense native willow and dogwood thickets, and with supplemental plantings of a variety of native woody shrub species under both alternatives. The setback levee will also providean opportunity for plantings of Oregon Ash, Red Cedar, and Sitka Spruce along the riverbank, with additional shade - producing conifers planted along the landward toe of the levee under the setback option. Existing, degraded, small rip -rap embankments within the low flow channel margin will be replaced with large, irregular toe rock ballast in the tie -back trenches, and existing, degraded instream habitat conditions will be replaced with clusters and groupings of large woody debris with intact rootwads and brushy tops, This will greatly improve the distribution, abundance, variety, and quality of the instream habitat available, especially for juvenile salmonids. a. What mitigation is proposed for construction impacts? The existing levee structure forms the boundary of the 100 year floodplain in this reach. Riverward portions of the project construction will not encroach beyond the exisitng levee geometry, but will still fall within the existing 100 -year floodplain. The setback levee construction actually enlarges and extends the floodplain, in effect removing fills which form the current levee and repositioning them further away from the river channel margins All riverbank revegetation, and instream log placements will serve as mitigation for the historic levee construction in the presently degraded riparian sliver along the margins of the existing, remnant 100 -year floodplain. b. What mitigation is proposed for long -term impacts? No net encroachment of the low flow channel will occur, with the execption that instream log habitat cover will be significantly increased along the low flow channel margins. Revegetation of riverward slopes with native species replacing the existing invasive exotic species now present will be provided. The setback levee option is itself a significant mitigation for historic, long -term impacts associated with the presence of the existing flood containment levee here. 19. Will the project place fill or structures within any 100 -year floodplain? ❑ ® Yes ❑ No (If yes, answer a and b.) N/A z re 2 00 t, N W , W J � CO u . W O 2 u-a N F- _ Z F- Z 0 2 uj U � O N D W '. U . u- Z 111 = ` O F- . Z - . • Feck....ly Linked Project — Assessment for Jet.. 4rdy Final Draft 04/30/98 20: Will the project divert water to or from the stream, lake, river, or Puget Sound? Yes El No (If yes, answer a and b.) N/A What mitigation is proposed for construction impacts? N/A • What mitigation is proposed for long-term impacts? N/A • - • . .tx.r..1z4mol a t.go iarefin t z �� � Pursuant to RCW 90.58, a permit is hereby granted to: to undertake the following development: CONSTRUCT GLACIER BUSINESS PARK, AN 85,304 SQUARE FOOT MULTI-TENANT WAREHOUSE BUILDING WITH OFFICE SPACE. AB 11/14/97. upon the following property: Address: 6540 S GLACIER ST � ' Parcel No: 788890-020 ` '� Sec/Twn/Rnge : THE PROPOSED PROJECT WILL BE WITHIN THE AREA OF THE GREEN RIVER AND ITS ASSOCIATED WETLANDS. WHICH IS A SHORELINE OF STATEWIDE SIGNIFICANCE AND IS DESIGNATED AS AN URBAN ENVIRONMENT' ' — — . ' The foJl nS �master ^ pruBram provisions are applicable to this development: 4 Development uant to this permit shall be undertaken pursuant to the ,'. attached s 'and ` uonditioMs. ! � This permit is granted pursuant to the Shoreline Management Act of 1971 an nothing in this permit shall excuse the applicant from compliance with any other Federal, State or local statutes, ordinances or regulations applicable to this project, but not inconsistent with the Shoreline Management Act (Chapter 90.58 58 RC��) ' This permit may be rescinded pursuant to RCW 90'58'140(8) in the event the perm1 ttee fails to comply with the terms or c o n d i t i o n s hereof. - Shoreline Management Act of 1971 PERMIT FOR SHORELINE MANAGEMENT SUBSTANTIAL DEVELOPMENT File Number: L97-0043 Status: APPROVED Applied: 07/11/1997 Approved: 11/18/1997 Expiration: 11/18/1999 CONSTRUCTION PURSUANT TO THIS PERMIT WILL NOT BEGIN OR IS NOT AUTHORIZED UNTIL TWENTY-ONE (21) DAYS FROM THE DATE OF FILING WITH THE DEPARTMENT OF ECOLOGY AS DEFINED Tw RCW 9O'58'l4Q(6) AND WAC 173-14-090, OR UNTIL ALL REVIEW PROCEEDINGS INITIATED WITHIN TWENTY-ONE (21) DAYS FROM THE DATE OF SUCH FILING HAVE TERMINATED; EXCEPT AS PROVIDED IN RCW 90'58'140(5)(a)(b)(o). Steve Lanoaster ^~ Director, Planning Department : .Construction or substantial progress toward construction must begin within two years from date of issuance, per WAC 173-14-060. Date: '` WitlaYMVSOMO9PVgairArMtE4 mu�rm� " [ CITY OF TUKWILA Address: 6540 6 GLACIER ST Permit No: L97-0043 Suite/ Tenant: GLACIER BUSINESS PARK Status: APPROVED Type: P-SHORE Applied: 07/11/1997 Parcel #: 780890-0320 Issued: 11y18y1997 *+*********+*********+**************a***************++************+**+*a*** Permit Conditions: l''PROVIDE A 20 FOOT WIDE ACCESS EASEMENT FROM SOUTH GLACIER GTREETCUL DE SAC TO THE GREEN. RIVER LEVEE, AND EXPAND THE EXISTING RIVERBANK LEVEE: MAINTENANCE TRAIL EASEMENT FROM THE CATCH POINT TO THE TOE OF THE LEVEE BANK F0RAPPRDPRIATE FLOOD ZONE CONTROL.MEASURES. THE ACCESS EASEMENT, THE APPLICANT WILL PROVIDE A FIVE (5) FOOT WIDE SIDEWALK FOR PEDESTRIANS T(T'THE TRAIL ENTRANCE AND PARKING AT THE SOUTH END OF TME 2' PICNICTABLEG ANDBENCHES TO THE WEST SIDE OF THE BUILDINGALQNG PUBLIC RECREATION TRAIL. THE APPLICANT . SHALL COORDINATE. THE PRECISE LOCATION AND DESIGN " SPECIFICATIONS 0F THE BENCHES, AND SUBMIT PLANS SHOWING |MElMAWCA| N TO :THE PARKS DEPARTMENT DIRECTOR FOR REVIEW REVIEWAND.APPROVAL. 3. ELIMINATE PARKING :STALL IN THE NORTHWEST PARKING AREA ' IN ' HF HIGHJMPAClr "RIvER ENVIRONMENT". ' ` ` .' ) ID # Test Date 1 Field Cure I Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI I Set # 10829 10/5/98 I 7 6x12 28.27! 91130 32201 3 108301 11/5/98 I 281 6x12 28.27) 1 10831) 11/5/98 1 281 6x12L 28.271 I 1 3 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 OPUS Northwest LLC )Dave Kessler 200112thAve :Bellevue, WA 98004 Report Date 10/8/98 vibrator. etrn ........................................................................................................................................................................................................................................................................ Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Slab on Grade approx. gridlines 0.5 to E from 2 to 9 and Type f6 footings and C/5,b/7 and B/8. Concrete was placed by shute. SOG consolidated by Somero Lager Screed. Footings consolidated with mech. Material Data Type of Material: Concrete Job Time: 10:00:00 AM Air Temperature: 67 Material Temperature 78 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Supplier Yards placed: Design (F'C) @ 28: Truck Number Ticket Number: Job Mix? Mix Number. Cement Type: Cement: Miles S & G Plant #: 1 203 4000 104 0435448 No 18400 L 1-11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 575 1400 1340 80 33 Conforman Conforming to Plan? yes Explain if "No: Inspector K.Hasu Reviewer: Test Strength Tested Per: Conforms Y/N: Compressive YIN: Yes ASTM C39 Cast Date: 10/8/98 Fracture Type: (If "Other", than Cane Tested By: T.Hall • Reviewed By: S.Brown Test Results ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date I Field Cure I Age Days 'Size Inch Area Sq In' Weight Lbs IMax Load Lbs I Strength PSI I Set # 108231 10/15/981, 1 7; 6x12 28.27 1 101950 36101 1 108241 11/5/981 j 281 6x12 28.271 I 1I 108251 11/5/981 281 6x121 28.271 1 1 1f .. .4% At40;00`674.WW1W4WW2Pdhon.mw. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT ;>.` »;:::: Northwest LLC :Dave Kessler MIR :::200 112th Ave NE #205 Bellevue, WA 98004 Report Date 10/8/98 Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Slab on Grade @ approx gridlines C.5 to E from 2 to 9 and F.6 footings at C /5, B/7 and B /8. a . : ..:...:::..,.:....., .:..:.:::.:..:.::.:..:... .:::.....::.:...::. Concrete was placed by chute, SOG was consolidated by Somero Laser Screed. Footings consolidated with mech. vibrator. R/S placements per plans + specs. Ref S1.01 detail 1 and S2.01 schedule 1. Type of Material: Concrete Job Time: 7:45:00 AM Air Temperature: 64 Material Temperature 76 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Conforming to Plan? yes Explain if "No ": Copies Tol ' BuildingOepartreent Date Mailed: 10/30/98 Supplier. Yards placed: Design (PC) @ 28: Truck Number. Ticket Number Job Mix? Mix Number. Cement Type: Cement: nf..rm.. Inspector. E.F.Jone/K.Hasu Miles S & G Plant #: 1 54 4000 111 435385 No 18400L 1 -11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water Water Added: Air Entrain: Admixture: Reviewer 575 1400 1340 80 33 0 :.: Test ;:Stirerigth....:.:..:<?: :•.: >. Tested Per Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 10/8/98 Fracture Type: (If "Other, than Cone.) Tested By: T.Hall Reviewed By: S.Brown 17' t: Resuits-. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date I Field Cure I Age Days Size Inch Area Sq In Weight Lbs I Max Load Lbs I Strength PSI I Set # 108261 10/15/98 1 71 6x12 28.27; j 950901 33601 4 108271 11/5/98( , 1 281 6x12 28.271 1 1 1 2 108281 11/5/981 1 28 6x12 28.271 1 1 1 211 A.A.R. TESTING LABORATORY, IN P.O. BOX 2523 Phone: REDMOND, WA 98073 FAX: C. (425) 881- 5812 (425) 881-5441 ::OPUS Northwest LLC .:Dave Kessler . 112th Ave NE #205 Bellevue, WA 98004 mech. vibrator. Type of Material: Concrete Job Time: 9:30:00 AM Air Temperature: 64 Material Temperature 76 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Conforming to Plan? yes Explain if "No": Copies.pil Date Mailed: 10/30/98 . M triaI .. Supplier Yards placed: Design (PC) @ 28: Truck Number Ticket Number: Job Mix? Mix Number. Cement Type: Cement: Inspector K.Hasu . .. . . ... .. :•••••• Report Date 10/8/98 Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Slab on Grade approx gridlines C.5 to E from 2 to 9 and type F6 footings at C/5, B/7 and B/8. concrete was placed by chute. SOG was consolidated by Somero Laser Screed. Footings consolidated by Miles S & G Plant #: 1 182 4000 725 0435444 No 18400LF 1-11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water Water Added: Air Entrain: Admixture: Reviewer 575 1400 1340 80 53 Conformance TestStrengtb Tested Per: ASTM C39 Cast Date: 10/8/98 Tested By: T.Hall Conforms YIN: Fracture Type: Reviewed By: S.E3rown Compressive Y/N: Yes (If "Other", than Cone ) . . : . . ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. : . Vika. ANIMINMEINMegg Report Date: 10/8/98 Inspector: E.F.Jones Job Time: Date Mailed: 10/16/98. Reviewer: M.Jeong Air Temperature: NENSINININIMAINVO66::. 7" .00ittlittaiReiCidbownimmosommitoi:: Provided ongoing visual weld inspection © bldgs. A&B areas inspected were panel-to-panel, top chord and truss, seat welded connections.. WABO certified weld GAR 62 8220 is making the welds. BIdg.B has ongoing structural col. & truss roof system being installed. Bldg. B panel-to-panel and top chord welds are mostly complete w/the following exceptions& panel 81-missing 2 embed; top angle connection betWeen panels 152-155 needs weld; top angle connection @ panel 149-to-(146)exterior spandrel needs connection, panel 128 missing 2 embeds; Bldg. A- ongoing panel-to-panel welding. Noted the following deficiencies: panel 15,16,17-misplaced top chord connections; panel 31 has missing embeds; panel 70 has misplaced embeds. Also note: short welds © top chord connections. Ref.det.7.S4.01 . .. • • . ••44 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 . OPUS Northwest LLC Dave Kessler 200 112thAveNE#205 Bellevue, WA 98004 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date I Field Cure I Age Days I SIze Inch Area Sq In I Weight Lbs I Max Load Lbs I Strength PSI Set # 10560 10/13/981, 7 6X12 28.271 1060001 3750 2 10561 11/3/981 28, 6X12 28.271 01 I 0 21 10562 11/3/981 ; 281 6X12 28.271 01 I 0 21 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT 466 :;OPUS Northwest LLC :Dave Kessler ::200112th Ave NE #205 Bellevue, WA 98004 Report Date 10/6/98 ection Pe Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Glacier Bldg.: S.O.G. (F.5 -L) x (3.5 -8.1); col. Ftgs. @: F /4,e/5,D/5,& F/6 resteel was properly installed in footings in accordance with approved plans. Instead of smooth dowels, contractor installed deformed bars, along closure strips, N. of H line. Concrete was mechanically consolidated. Type of Material: Concrete Job Time: 8:35:00 AM Air Temperature: 50 Material Temperature 66 Yield Unit Weight: Slump Inches: 5 Slump Specification: 4+-1 Air Percentage: 0 Air Specification: Conforming to Plan? YES Explain if "No . ': Date Mailed: 11/6/98 ?arriilE ri <<99 -291 'Glacier / Cascade 6540 S. Glacier sTukwila 3qe -ot S3 /p618 —ooLt >AHBL ateria Supplier. Yards placed: Design (F'C) @ 28: Truck Number. Ticket Number Job Mix? Mix Number. Cement Type: Cement: ... ............ . nfermaiiii Inspector. J.GRAHAM Miles S & G Plant #: 1 286 4000 726 434868 No 18400L 1 -11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water. Water Added: Air Entrain: Admixture: Reviewer 575 1400 1340 80 264 St'.e st:. rt 9. Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 10/6/98 Fracture Type: (If `Other', than Cone.) R u Tested By: T.HALL Reviewed By: J.HICKS ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # rest Date Field Cure Age Days 'Size Inch Area Sq In1Weight Lbs Max Load Lbs Strength PSI Set # I 105571 10/13/981 71 6X121 28.271 0 1149401 4070 11 105581 11/3/981 1 281 6X12 28.271 01 1 01 1 1 105591 11/3/981 1 281 6X12 28.271 0 01 11 . AM.c2 , • A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 AflDR ..1OPUS Northwest LLC ;Dave Kessler 1200 112th Ave NE #205 Bellevue, WA 98004 ! g=AI*1.*: ...................... ........................ .......... ........... ............. ........... •••••• ••••••••••••••••••••••• ............................. .............................. ........................... ............................. ............................. .............................. .............................. ............. .............................. .............................. ........ Report Date 10/6/98 Inspection Per Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Glacier Bldg.: S.O.G. (F.5-L) x (3.5-8.1); col. Ftgs.©: F/4,e/5,D/5,& F/6 resteel was properly installed in footings in accordance with approved plans. Instead of smooth dowels, contractor installed deformed bars, along closure strips, N. of H line. Concrete was mechanically consolidated. ''' ,, ,,,,, Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 6:48:00 AM 47 62 5 4+-1 0 Supplier. Yards placed: Design (PC) @ 28: Truck Number Ticket Number: Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 1 285 4000 736 434792 No 18400L 1-11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water Water Added: Air Entrain: Admixture: 575 1400 1340 80 264 Conforming to Plan? YES Inspector: J.GRAHAM Reviewer Explain if 'No: Test Strengt Tested Per: Conforms Y/N: Compressive Y/N: Yes ASTM C39 Cast Date: 10/6/98 Fracture Type: (If "Other", than Cone.) Tested By: T. HALL Reviewed By: J.HICKS tResuI Coples To:l Date Mailed: 11/6/98 Building Depa#ment ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs 1 Strength PSI J Set # (! 103201 10/8/98 ' 7 6x12 28.27 747801 26501 11 10321 10/29/98 281 6x12 28.27 1 j 1: 10322 10/29/98 ( 28J 6x12 28.271 I I 1 f; A.A.R. TESTING LABORATORY, INC. P.O, BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 -5441 Cta . ::OPUS Northwest LLC Dave Kessler :::'200112th Ave NE #205 Bellevue, WA 98004 Report Date 10/1/98 Copies •To:l ' ! Building:Depart�wnt:: Date Mailed: 10/30/98 :EfS epo Glacier / Cascade '6540 S. Glacier Oa T. ":7°ct 0ii to IR ..... ...:... Inspection Type: Reinforced Concrete Location: Footings - Footings for building A line -1 A to D.1 line A -line 1 to 6- line column pads for Glacier Bldg at grid line K @ 4 & 5, J.5 @6, H@5,6 &7, C @5, B @4 &5 03. C W Resteel was per detail 1/S2. increte was consolidated. ater added by conctaactor. Permit for Glacier Bldg not on site contractor placement of concrete at own risk. > < aec D t a Type of Material: Grout Job Time: 9:50:00 AM Air Temperature: 57 Material Temperature 71 Yield Unit Weight: Slump Inches: 41/4 Slump Specification: Air Percentage: Air Specification: Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number Job Mix? Mix Number. Cement Type: Cement: . .: o :a ri �If Miles S & G Plant #: 1 87 3000 730 434028 No 18300LF 1 360 Coarse Aggregate: 1925 Coarse Aggregate: Sand: 1380 Fly Ash: 90 Water. 320 Water Added: 5gal Air Entrain: Admixture: Conforming to Plan? yes Explain if "No ": Inspector. R.L.Otto Reviewer: Test: Streti i Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 10/1/98 Fracture Type: (If 'Other, than Cone.) Tested By: T.HaII Reviewed By: S.Brown sits. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure 1 Age Days 'Size InchlArea Sq In Weight Lbs1Max Load Lbs1Strength PSI Set # 111111 .1 102421 10/7/98 71 6X121 71 01 1038101 36701 11:11 102431 10/28/981, 281 6X12 281 01 1 01 .:). 1[11 1'; 102441 10/28/981 1 281 6X121 281 01 1 01 1h1 • .• „ A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 Phone: (425) 881- 5812 FAX: (425) 881- 5441 CLI •:::OPUS Northwest LLC Dave Kessler ApPli 200 112th Ave NE #205 ............. . .... ...... .............. ..... . .. ..... .. ... ........ ...................... . .............. ...... .. ..... . .. ................ ........ ........... ... ..........,.............. Bellevue, WA 98004 .,.......... ,........ ..001ti 111 98-292 Glacier / Cascade .::6540 S. Glacier ..iTukwila b9S-0 IS S 695 -0041 :AHBL Report Date 9/30/98 ''•dati• Inspection Type: Reinforced' Concrete Location: Walls . : :::::1,1 1 ,11.111',31i1i111;:111 : 11011111 1 : 11 : 1111. : 111:1,5 1 : 1 : 1 1 , 1 i 1: i 111:11 . 1r,iii111.11111 1 „g111i1, 1 1i,1:1•,.: 1 :::::::::::$1; , ..1;1i 1 .11:1:1111111;111:111„:111 1 ,111,:1 1 : 111!1•:111 1 11 1 11:11:1:11111111:1 1 .1:111:1:1 1, 1: 1 111 1 .111111:1111 , 1111111 1 : 1 : 111 ' 1 ' . .......................... Panel#2,3,4,72,73,67,61 ,62,53,51,52,50,41,27,26,28,30,35,31,32,33,&34 resteel was per plans & spec. Concrete was consolidated water added at request of the contractor. Type of Material: Concrete Job Time: 7:54:00 AM Air Temperature: 52 Material Temperature 70 Yield Unit Weight: Slump Inches: 4 3/4 Slump Specification: Air Percentage: 0 Air Specification: Supplier. Yards placed: Design (F'C) @ 28: Truck Number Ticket Number Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 1 178 4000 730 433725 No 64000F 1-11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water: 315 Water Added: 0 Air Entrain: Admixture: 4 OZ WRDA Conforming to Plan? YES Explain if "No": Inspector R.L.OTTO Reviewer , ..•:i1:, 1 :5:1,:• 1 : 1 1 . :1:TetStrenM • Tested Per Conforms Y/N: Compressive Y/N: Yes ASTM C39 Cast Date: 9/30/98 Fracture Type: (If 'Other', than Cone.) Tested By: T. HALL Reviewed By: J.HICK ... egtil Date Mailed: 11/6/98 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL WITHOUT THE WRITTEN CONSENT OF A,A.R. TESTING LABORATORY, INC, IS STRICTLY FORBIDDEN. 10 # Test Date Field Cure I Age Days I Size Inch ( Area Sq in Weight Lbs I Max Load Lbs I Strength PSI I Set # 102451 10/7/98 71 6X12 71 1 1024601 36201 2 10246 10/28/98 , 1 281 6X12 281 0 I 01 2 10247110/28/98 281 6X12 281 01 2 ... �....�. u..�w�.av wN.iOf 1JKKNtN+Yt1n. W Mw�...✓�..w- .r-... A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425)881 -5441 :OPUS Northwest LLC :Dave Kessler :200 112th Ave NE #205 :Bellevue, WA 98004 Date Mailed: 11/6/98 P Mini : :Glacier / Cascade 1`6540 S. Glacier :;Tukwila � ./ Vta -Ot3 V S-c'-1 Report Date 9/30/98 Inspection Type: Reinforced Concrete Location: Walls • Panel #2 ,3,4,72,73,67,61,62,53,51,52,50 ,41,27,26,28,30,35,31,32,33, &34 resteel was per plans & spec. Concrete was consolidated water added at request of the contractor. atairial Type of Material: Concrete Job Time: 10:20:00 AM Air Temperature: 63 Material Temperature 73 Yield Unit Weight: 0 Slump inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Supplier. Yards placed: Design (F'C) @ 28: Truck Number. Ticket Number. Job Mix? Mix Number. Cement Type: Cement: 'Miles S & G Plant #: 1 178 4000 133 433795 No 64000F 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water. 315 Water Added: 5 Air Entrain: Admixture: 4 OZ WRDA Conforming to Plan? YES Explain if "No ": Inspector. R.L.OTTO Reviewer: re n Tested Per Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 9/30/98 Fracture Type: (If "Other, than Cone.) Tested By: T.HALL, Reviewed By: J.HICK3 TestResul ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. GENERAL NOTES ALL WORK SHALL 00200.2 WITH ALL STATE AND LOCAL CODES. REGULATIONS AND ORDNANCES APPLICABLE O NNE PROJECT. OF THE APPROVED PERMIT PLANE MAST BE ON Toff JOB BITE WIABIEVEM CONSTRICTION le IN PROGRESS. 3. UTILI, OYETETIO. BERG. CONNECTIONS, TESTING ETC- SHALL BE M ACCORDANCE 4. ANT B TO VERFY LODRAT,. AR LAZ A Z PROLE TO CONSIWI DTI R RO ION CONTRACTOR SHALL BE To AA E. D NO IEN RIDCt TEMPORARY ES I AnW PROC CONTROL PROCEOW WRIF0 40ARMORED IOFI No eEORr LADS, eroR STORM SHALL WATER PLL BE a.LEO TO oleo .RGE INTO EXISTING SToRE1 DRAINAGE SYSTEM OR ONTO ADJACENT PSCPBRTIES 0. ON eI8 E COi61IDJAJAC@rt TO THIS PFOAECT SHALL BE KEPT OLEAN OF ALL MATE T. MERE NEW PAVING MATCHES EXISTING PAVING. APPLY TAO< COAT FOR PROPER S. REWIRED FIRE HYDRANTS ARE To BE OPERATIONAL PRIOR TO DELIVER oF coMUSTIBLE BUILDING MATERIALS TO BITE NUMBER AND LOCATION CP HYDRANTS TO BE PER CINL PLANS a THE TY CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING AND FLUSHING REQUIRED BY JURISDICTION V. Al ROOF, AND ANY CANOPY DRAMAC£ DCW'BPdITO SHALL P .cWreOTED T N MW S' p1AMETER PVC (INLE88 NO2D OiIERNSE OH CINL PLANS). IL ALL FOOT. DRAINS SHALL BE G. ALL TIIGHTLINE D RAIN HALL HAIvE MINIMA, 2 FEET OP COVE ELOPE DRAMS MOVE B CONTRACT DOOSIMI9 PG STNG . A ff O PRIOR SOILS ENGINEER VRR so SPECIFIED M ), To NspEcT GO APPROVE IA PRIOR TO B (OR R FLOOR SOILS WEER P REQUIRED BY JURISDICTION. TO INSPECT a 4. TG LAB l IFY OR SOIL. ENGINEER P REQUIRED BY JURIBTICTION. TO VER REl TU STRIC 02 EE. RBO L IiBYO. 6w OT.ICNW.L PLANS PRIOR TO POJRI.G 6 FCOTIRB. R TESTING LAB (OR SOILS ENGINEER IF REMISED BY JJRIBDICTION To INSPECT ALL CONCRETE DOW IN EXCESS oF 3600 PSI. M. POUR WaV� � SITE TG. Tare/Tare/MIRE ARE W LL BE BELOW 34' FAHRENHEIT CURINI THE PIM, :n. SPECIAL NSP OTION WILL BE REQUIRED FOR ALL STRUCTURAL ITEMS AE DIREc , F -L T S A S a APP R oRHE W sue 7 IPI A. CaCULATIONe TO E FE IBDO FIRE E A ppROVED MO R TI P mL T NI TORFp ALA 30. PO MMGUISNERS TO BE LOCATED M ACCORDANCE WM NAPA. - IN OFFICE A. RETAIL AREAS, UL 4A- SO:BC, FE M STOOK AND BTC DETERMINED BY THE FIRE DEPARTMENT AFTER IMPROVFENTB ARE COMPLETED. AREAS. FINAL LoCATIoNS B PRO/OE .W PP NIRI YBTFM PER 8101E AND LOCAL AUTHOMIES GAME REQUIRED OR QUIRES BY SPECOICATIONE. MANUAL FIRE ALARMS WALL BE BONDED . LOCATIONS APPROVED BY TLE FIRE OTHERWISEB MOWED NO MOPE VAN %. ABOVE THE MEN FLOOR INLEell DIRECTED �F.-r=E2 7z) MIQB -67i29 fa° w% cmact-A-\ G z 0 1 Li R jj R H I 1 I— J I t 1 H _ _ I I C I _ _ _ _ a L c _ II�11 / J 4 \ /1 /1 �/ _ H a L J u]K,w[l ( 0 5 - �\ ��� �'�"���� /� //] — I lJ LJ Li\siffLuHaL___,orikri 9 �y 5 c 1 1 l� c i s r.... OYINWSMIP OF DOCUMENTS rzrz,Lrof ScoozoMollstrool Aoch !toots cold is not Or;[oTor/HalT:On Ir Or000ngS ore the property of the t 'Ah'ohunit PROJECT DATA BUILDING CODE: 1994 UBC, UFO, UPC, 1010, AND 1993 NEC. ALL AB AMENDED BY THE STATE OF WASHINGTON B(OFFICE USE) 32 (LOW HAZARD INDUSTRIAL) COMMOTION TYPE: 111-14301514409800 SEISMIC ZONE: 3 BUILDING HEIGHT. 30' PARAPET HEIGHT MEASURED FROM 31141SH FLOG BUI10ING AREA (BQ FT./PROVIDED. LOCATION GROUND MEZZANINE t01H FLOOR BUILDING Qi0E (ASSUMED) 0000 006 WAREHOUSE 12004 12,304 TOTALS 00,04 303 ZOJIN., C/LI Q SITE AREA, 202,969 EF. BUILDING FOOTPRINT. 00, 904 BF. PARKING REQUIRED LEGAL DESCRIPTION VICINITY MAP PROJECT TEAM PARCEL 0 LOT 4 OP TUKWILA WORT PLAT NO. 11 -49 AS RECORDED UNDER RECORDING NO. 111■000958, RECORDS OF KING COUNTY, WASHINGTON. PARCEL E ESS AND EGRESS A8 DISCLOSED BY XWILA SNORT PLAT NO. 11-4E LEADER AN EASEMENT FOR INGRESS RECORDING NO. 1111013096113 FOR THE BENIFIT OF LOTS 3 AND 4 OF 8410 SNORT PLAT. EXCEPT ANT PORTION TNEREOP LYING WItNM Lot 401 SAID SNORT PLAT. 011041E IN THE COUNTY OF KM, STATE Cr + 0HMG1CN. s JC ST S 180TH ST J N I� R I DOD - SITE _ N ; '_ R OPUS NORTHWEST LLC 200 - 112TH AVENUE NE BELLEVUE, WA e5004 (PH) 425- 453 -4100 (FAX) 425-453-1112 ARCHITECT SCONZO /HALLSTROM ARCHITECTS 9I9 124T1 -I AVENUE N.E. "101 BELLEVUE, WA 98005 (PH) 425- 455 -3203 (FAX) 425 -455 -9351 STRUCTURAL ENGINEER CIVIL ENGINEER LANDSCAPE ARCHITECT HBL 2215 NORTH 30TH STREET SUITE 300 T ACOMA, WA 95403 CP H) 253- 383 -2422 (FAX) 253 - 383 -25 12 LOCATION MO R) 04110 REL OFFICE 0000 3 / 1000 3: WAREHOUSE 12,504 I / 2000 36 TOTALS: 30004 8 PARCHING PROVIDED: 49 STANDARD 0'X19' 3 HANpICAFPED 13' X 19' 3 TOTAL : � S CIACIER 5 SYMBOL LEGEND J FILE COPY /'� — — GRID LRE ELEVATION 9 TION RIMER R EST NUBER O I�1 ROOM NAME H OK P0L11LPLE ELEVATIONS ROCft NOME H RIMIER Ni � , W 1, 96TH ST / 3 / ; I ma Plan rned� - -' I V•0 oW n; 0 ` 01 +/, ad cd�FmAQBIrrp�Ep0R.....e. P F // T // SEPARATE PERMIT REQUIRED FOR: r LN MECNANICAL piLEQ1AICa IJ PLUMBINQ �eAS PIPING CITY OF TUKWILA BUILDING DIVISIO p.R.� "4'6' / p DOOR WEER ® DETAIL BUBBLE Po At x.. •r REVISI NO CHANGES SHALL BE MADE TO THE SCOPE OF WO WITHOUT PRIOR ! °PROVAL OF TUKWILA BUILDING DIVISION GETTE PERMIT 14' 1'x111(4 N tt Y1 22 2 6 1528 .1 :,- I[ h © WHOM RARER B KEY NOTE / 1 � DEtAl BU9BLe / WALL CONSTRICTION le HALL SECTION S VATBT ELEVATION .� R3VISI01 NUMBER AND 31148085005300110) ER RISER • ' •' VAULT . CT TO SITE PER CIVIL E X /5T /N5 poe-de 14 9r4c7 len 7b 3E 2EMovED R'5LOC4? & OR PLACED LINDA.EGRo,,UE 1 F LEFT IA AA A V SrpE4,41..K AREA , crtvoFiunwnn PFNMITCETEFI Dula -B1o3 REVISION N0 .__ RENE,IRq DATE 5 -JJ -99 8 -1 -50 I -JS -99 BY ATE, ATE, IK 0 SITE PLAN JOB NO. 91 DRAW STOP S ATs DATE 43490 41.01 a - 6• a • UNITE LEVIERS AND 61TEMS MELEE BACKGROIND PAROG. ARCR4G PER`1! 1E441Rm• wrs D• D TRANSFORMER WO / / / 2� N� of aii v a � sr� s,a ' 4 / �/ % 11 �— I !LT4 lea PRKRG STrBO- ql I BOLT SKfI TO G•rTd � MB•rcoxc. 0 !IW TO IEAD YAM ACCESSIBLE AT PER CI AL AP DIM C717 i FR LI DUGS I d a 1 n1a01 abdBNeaL 1 a il .a I I AND INSTALLATION —>11 A aTWPE UP811TmmE we. VAV BTWLB / NOIEA L 5!! MdNF4CNFE I.D. FOR MWrtRYS IEGIIRFJ'E]JJTB 2. SEE SITE PLAN FOR LOCATIONS I I PER DEtA 4 4 1� PAYEr®iT E 5• PAFIDUALL STRIPE S 141 O • 240 :.[t: Ililll I= I I � �'I� i I,— � I I I 1 y , / 3' mE }f1 PJT8113AFIC LPE LLNIIE - / 4410045 8 ISLE 6TALL DETAIL 6lAl02 rk PdRRm LLf11TE •f 0' AT 'f - vAN STALLS FOLLOW GUIDELMES FOR PROPORTIONING CF NTERNATIONAL 6665OL CP ACCESS AS 4646011=056404, CODE NOM WHERE TRAN5FOW1R PAD AND Pp TECTIR COMRAVT DATER 5001 DETAIL, PLUER COMPANY FEDIJIREIENTS CONTROL O HANDICAP SYMBOL O HANDICAP STALL O N AND ICAP SIGN O B E RACK ( NIC) O TRANSFORMER PAP NOT TO SCALE NOT TO SCALE Nal TO SCALE NOT TO eGALE NO MALE AREAS Pt, FLEXIBLE CAULKING Pf£MOLDED FILLER A �� ABOVE PIPE MM. 01 r 1 D CCNC. SIDEWALK WITIH LA}HT BIB:GTM FMIlH (TTP) PLANTING LANDSCAPE PLAN COITMIOI9 V BARB OP AND BOTTOM RADIUS EDGES V!• t1YP) PLANTS* AREAS PER LANDSCAPE RAN cm Ca. CURB LW Dr .*I 1• I• (PAMT CONT. IDOREDED UV IC 1• b• P (55643200415) _ 1 I I I ' I b O G4L V.81EEL RIPE PIL 02604 (PdM1ED } COdTB) CO C. SLOPE / ORS( .E wLK' PA I 1 ( EXPANSION JOINT RADIUS EDGE6 Dr (TmJ RADIUS EDGES N• (M) II = - d 0 t ��' 6=6. a _r B•aX90'DEEP — m •, FLAT TOOLED AREA CENTER r er ..RDa+ +,y // TOOL JOINT um+ �FMIB rm. DROOP Ti III 1 OWlEI6XIP OF DOCUMENTS of cozo %xo■is mm Architects. Inc I iCCO ` O 0 = " , 1d�1_III - III — 1 1�1 IILJI I= 0 0 0 0 00 00 =III _ 1 = IIIF B• 6• IIII i., �. - =NG PIER �_ry _ = = II I I - IIII III fr. 11 IL IRIIIIRIIArII II ff � 1 III - A II- I _ III 111 =111 III III III - I rW POEM TO e PROVIDE L TAI I I SHRINKAGE JOINT 00000 AGENT TO 44PN4LT PAVING BOOM* ASPHALT P4VRG O BOLLARD DETAIL O CONCRETE CURB (EXTRUDED) CONCRETE CURB O K PLANTER EDGE O Im JOINTS AT EXTERIOR SIDEWALKS NM TO ECALE TO I S I DEWA NOT NOT TO SCALE -0 Ur np CRAMER ...200.c. 4 V CO,.. ( TOP OP V VERT. LED• V HOR1L *We W4L On• S DPPAFEL O. • ( C 6 PANEL 1 3/B' 6' % 0'- 13' E10600D UO21 •X6'14 50 6105 9'e TTP. 5' 0010PANELS- PARR —D 5 BABE PER!OILE REPORT • • # / mil `DIIM%IER 5607 G 2 0441J 0.5 • ND 4 6 " 0.G 11140480 AT RaCNT EDGE M -. 6 3/4'r % ROD MELD SLUG) I I — III I — I I 1 1 — III =III — E -I I kid 1 - � =III— \- - - -- - tt- I — I 1 11=1 1 6 —1 1 FABRIC WIRE FENCE 6 GATE UV LATCH II 12 13 P ICAL PUMP. ENCLOSURE PLAN 14 TYP SCALE ON THRU DUMPBTER ENCLOSURE 15 D UMPSTER ENCLOSURE ION TO SCALE E N• • I, -m, NOT NOT 10 fiJaB -0isb GM Of LI 8 ROFT I I U I E 5 IlA G 19 1)96 PERMIT CENTER -. I 18 19 0 (0110 304446 T NOT TO SCALE NOT TO KCAL! NOT TO SCALE NOT TO SCALE NAN MIMES MRIMER MEER MAN SUILDNE EISc RCAL FABLE PRECAST CONS LOONs 176-4.00 YR 661v. PI -OOH' F'1-4,N1 500'_0• ® ® ®© ® ® ® ® 509' -0' 21'.6' 12'-0• w -r Cu. UT. NORM LLINDOWS PERIMETER R.10 NOLL. WOOL SLAB TTP. FOR INURE RNNR NOTES EMCEE AWNS AND DRAFT CURARE ELL BE PROVIDE AT EUDMITTAL OF TENAHP araovemaxta r manna BASED ON TENANT USE Q SPACE SEMI- HEA`MD SPACE REQUIREMENTS REQUIREMENTS: L TYRE SPACE MUST MEET 115 HEATING MINT PEOJIIRMENTe CP1.OL POIe TE ATM_ OVATE CLIMATE ZONE CLIMATE ZOO L 3.0 BURNS SOFT) OR 500 - 234 WV E. FT. 2. LOCATE MATE. WIT CONII0CL6 NO LOWER THAN TE HEATING Alit. 3. INSTALL IEATMG WIT CONTROLS THAT DO NOT ALLOW IEATNG ABOVE 44 DEGREES P. 4. INSULATE TIE IROCP TO MEET <NE OF THE POUR INSULATION OPTIONS ALLOWED FOR THE APPROPRIATE CLIMATE ZONE. CLIMATE ZOE L A. V.01 MAXIMS, FOR TIE ROOF ASSEMBLY D. THERMOCOUPLES MAT DE ACCEPTABLE AS NEATNG WIT CORMS SENSORS. A T-ER1GCO PLE MAY BE INSTALLED At THE LEVEL CP THE HEATED EQUIPMENT AND CONNECTED TO A MORE EASILY ACCESSIBLE THERMOSTAT. 6. E41EN A HEATED APACE AND A SEMI - HEATED SPACE SHARE AN ENVELOPE COMPONENT 1360.1 AS A WALL, THE COMPONENT MUST BE FULLY INSULATED TO THE HEATED SPACE REQUIREMENTS CP THE M.O. 1. UIUSNNGTON STATE MELONS CODE INTERMETATION IUEBCU NO. 34 -52. THE ENVELOPE U- PACTOe RECLIREMENTO NEIE APPLY TO THE ENTIRE 019208 RCLP AREA NCLUDS. SRTLIGHTS. THE R- VALUES ARE MINIMAL NOMINAL INSULATION LEVELS F FILE COPY ------ REVISION NO._4_090_0(55 REVISIONS NC. DATE BT 6 -13 -90 S -22,6 6 -15-90 3 -I6 -99 ATB ATB ATB S AT CG I LOvl2 Ft4N MAR 2 2 1994 PERMIT CENIEVI JOB NO. n DRAW STS, Q.EQQW ATE DATE 2 -16-96 42.01 \ I I 1 1 ® 1 1 1 r -55/ „ .. _ �.�. _ II 900 I o ( 1 ,:. r. 34' -1 • 0' -0' 43' 0• B -0 43' 0" 8' -0" 4R' 0• 0' -0" 47' 0 ' 0' -0• 43 ' -° p' -0• 43'- • -'-0" 30' -II' \ A A III 0 G 0' B 6• H • E.'6 KM A DS E 31.0.1"E \ „,, �� ROOF RIDGE RTY -I N RiFlpy� 39' 5 A • S S . B ' VA II �� SLOPE B, Err. I I I I a 11 11 1 1 I I 1 1 1 I Q A H'IN EXPANSION JOI A -I N' EXPANSION JOI � :0 . J L� \ p' IN ' IN A \ 030• -1 \ IN N•] 43' 0” O 0 43' ®• 8' - ®" 4T ®• e 0 43' 0• 8' - ®• 43' ° L)1 Q 1 Q l e l p III 1 T ° _ I I 1 \ B b V4 \ -- --N1'b V1 _� —� 4426ION J01 � � 5 - -_ — iVd A __ ___� 1 •.. \ R T WETS ► 71 7 1 l 0� ET p• 0•) \ \ ." RICI� CRICK675 _ — T — _ VP ] I � EXPAN010N JOINT _ _ _ 5 ] •� 1P�V pp�p 7 T' -0] U — LbJI 7 T6 GR G@i0 T \ 0 CRCKE 9 \ r1 -AL [76'4' P 0•) ._ -- nln � % --- /y b' 9 a \ Q 720004 JOINT • 6 9 72 _- I1' CRICFET ® SKtttttt���UUUulc«ts roust QunLi� — \ / 1'.b V4'� ` [11'.b Vd T 0, }{kt- VEt -r(,' IN — C:,1' -0 E .90 •.•0 `'1He.A.— .Q0 l --(• F 0 � F N Jt P. 4 CR 451 3- / '-- 16 OT tV O N (T, 0• � y Ham - I n ROOF PL44■ SCALE 1" = PROJECT NORTH ROOF NOTES L PROVIDE 061045TING 48 RECOMMENDED BY THE NOR4 TO ACHIEVE POSITIVE DRAINAGE TO ROOF DRAINS. 3. PROVIDE CRICKETS AT UPHILL SIDE OF ALL ROOF OBSTRUCTIONS GREATER 14)44 3' -0" WIDE. 3. ALL ROOFTOP ITEMS ARE NOT SHWN 41 THE ROOF FLAN. COORDINATE WITH OTHER ORS NGB !HOLEDSG MECHANICAL, PLUMPING, MUD ELECTRICAL PLANS, FOR rrems NOT NDICATED ON THE ROOF PLAN. 4. INSTALLER SHALL EXAMINE AND ENCRYPT SUBSTRATE PRIOR TO APPLICATION, IF WBSTR41E 18 UNSATISFACTORY INSTALLER SHALL NOTIFY OIWER AND ARCHITECT. S. ROOFING MANUFACTURERS REP. SHALL 135 PRESENT AT THE SEGNI. OF ROOF CONSTRICTION 10 ARUM THAT MANUFACTURERS PROCEDURES ARE FOLLOUED. b. RLY7RG SPECIPICATIO48 SHALL TAKE PRECEDENCE OVER DESIGN DETAILS T. 0060672 DETAILS ON PLAN ARE BASED ON NROA STANDARD DETAILS FOR THE ROOFING TYPE USED ON NE PROJECT. R .^7726 001411680708 TO PROVIDE ALTERNATE DETAILING AS REWIRED BY ROOF MANUFACTURER d5 NEEDED) FOR THE ACTUAL ROOF SYSTEM USED. LEGEND n 4' X 6' SKYLIGHT 6" DIA. ROOF DRAIN UV OVERFLOW SCUPPER ] - 1 TOP CF PLYIVOOD DECKING FROM FINISH FLOOR ( >- TOP PLY OF PLATE A14T P4RS 4PET 222118 AND TOP OF Ul10 4T 7 644 WAL ROOFING MATERIAL SPECIFICATION MALARKEY ROOFING COMPANY M3 -151-1A CONVENTIONAL `" 41 Ain 7 619244 c4ORialu A111; 1 !I 1998 PERMIT CENTER IEV181Rp A A A A DATE 5350 5 -33 -90 6 -3 -90 6 -IS -99 ROOF PLAN JOB NO. 91 DARN 61NF 4445.- G4EdeD ATB DATE 8-1-°66 42.04 BY ATS ATB ATB AT5 AT8 500' - • • k / 49' -0' 50' -0• 5 50' -0' 5 50' -0' 50' -0' N 40' -0• / k y 36'.6• / I 1 NIT 5 � 4 / � � 90-0' 3 / 3 / ' A 13] n n B ' 9 a ' I 9.1 k I r b'Sh ROOF PL44■ SCALE 1" = PROJECT NORTH ROOF NOTES L PROVIDE 061045TING 48 RECOMMENDED BY THE NOR4 TO ACHIEVE POSITIVE DRAINAGE TO ROOF DRAINS. 3. PROVIDE CRICKETS AT UPHILL SIDE OF ALL ROOF OBSTRUCTIONS GREATER 14)44 3' -0" WIDE. 3. ALL ROOFTOP ITEMS ARE NOT SHWN 41 THE ROOF FLAN. COORDINATE WITH OTHER ORS NGB !HOLEDSG MECHANICAL, PLUMPING, MUD ELECTRICAL PLANS, FOR rrems NOT NDICATED ON THE ROOF PLAN. 4. INSTALLER SHALL EXAMINE AND ENCRYPT SUBSTRATE PRIOR TO APPLICATION, IF WBSTR41E 18 UNSATISFACTORY INSTALLER SHALL NOTIFY OIWER AND ARCHITECT. S. ROOFING MANUFACTURERS REP. SHALL 135 PRESENT AT THE SEGNI. OF ROOF CONSTRICTION 10 ARUM THAT MANUFACTURERS PROCEDURES ARE FOLLOUED. b. RLY7RG SPECIPICATIO48 SHALL TAKE PRECEDENCE OVER DESIGN DETAILS T. 0060672 DETAILS ON PLAN ARE BASED ON NROA STANDARD DETAILS FOR THE ROOFING TYPE USED ON NE PROJECT. R .^7726 001411680708 TO PROVIDE ALTERNATE DETAILING AS REWIRED BY ROOF MANUFACTURER d5 NEEDED) FOR THE ACTUAL ROOF SYSTEM USED. LEGEND n 4' X 6' SKYLIGHT 6" DIA. ROOF DRAIN UV OVERFLOW SCUPPER ] - 1 TOP CF PLYIVOOD DECKING FROM FINISH FLOOR ( >- TOP PLY OF PLATE A14T P4RS 4PET 222118 AND TOP OF Ul10 4T 7 644 WAL ROOFING MATERIAL SPECIFICATION MALARKEY ROOFING COMPANY M3 -151-1A CONVENTIONAL `" 41 Ain 7 619244 c4ORialu A111; 1 !I 1998 PERMIT CENTER IEV181Rp A A A A DATE 5350 5 -33 -90 6 -3 -90 6 -IS -99 ROOF PLAN JOB NO. 91 DARN 61NF 4445.- G4EdeD ATB DATE 8-1-°66 42.04 BY ATS ATB ATB AT5 AT8 ROOM NAME ROOM FINISH HARDWARE SCHEDULE IffN6355 Roots SCHEDULE R DATE g 8 -T -98 _.... - - - ;; A.TS E NA ROM ME FLOORS BASE` WALLS CEILING 2 tJ REMARKS H111-1 I SETS PIVOTS H6 1-14 PAIR SUDS HD. __.. _. - - - NORTH SOUTH EAST LEST CLOSERS I CLOSER 1 I LOCKS FUSH,PULL MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH MATERIAL FM1514 MATERIAL FINN MATERIAL FINISH MATERIAL FINISH • LTO * I STOP THRESHOLD aD 404 NUl -T -12 PAIR MITTS AI01 SHELL SPACE CONCRETE SEALED SEALED CONCRETE SEALED CONCRETE SEALED CONCRETE SEALED EXPOSED vAR1E8 UNOCCUPIED SHELL SPACE 1 LOCKBET HIII -} }SETS PIVOTS STOP 2 CLOSERS 2 PU.iflILL 1.1111-6 1 -92 PAIR BUTTS I L OCKS I PRIVACT LOCK DCVO STOPS 1 STOP 3 SLEEPS 1 SWEEP I THRESHOLD ADA 1-101-9 140 PAIR MITTS I CLOSER 1411-3 I -1/2 PAIR BUTTS I SWEEP - - - SCONZO HALLSTROM ARCHITECTS i .u B005 01.033 DOLT *-' FLUSH BOLT 1 SWEEP p0+0 CLOSER I STOP I LLEATHER SEALS 1 TTRESHOLD ADA • EXITS - 17 %F 01 Os - TI Ho. 4 OOe, 44IALC 'LE Mc% MU-4 1-V2 PAIR MINE 1L�Z -.1ec l --7!,2.1.1 (,," 4Nn IHUTMO4, --77 -8 (J CLOSER SWEEP USG I ILL, ,?, I LEATHER SEAL -- I THRESHOLD DETER ALARM NOTES, EXIT DEVICE mum L EXTERIOR DOOR BU TO NAVE NON- FBIOVABLE pl. 1410-5 PROVIDE 9CETED ALIKE" 3. PROVIDE M E.T STER Y• SYSTEM FOR THE FADILITT. COORDNATE UN THE PADLOCKS TO MATCH A CRNERAIRIAIrt. MASTER KET 4. FROM! PADLOCK AT Roof UN. NIANURLL opGe/,7EC9 L3X - CR2 SVeFAGE M<xJtrEO T {e.Tev,cL 04 'Nt � 6 -10 2,w`� TL 3 . ( �'I L)e�D . USG ICx 3i3,1.g -9i=-v1CG. -14 000 lz .(At� 4110 ELECT. ROOM CONCRETE SEALED We PAINTED CONCRETE SEALED GWB PANTED GWB PAINED GUS; PAINTED 9' - 0" DOOR SCHEDULE e-- BOOR MARC DOOR NOTES . DOOR T YPES 0A TYPE WID1UI4 HEIGHT THRESHOLD FRAME DOOR GLAZING LCUVER'8 a w a p a 1 - ^X E REMARKS L EXIT DODR910 SJANG IN THE 313901IQI OF TRAVEL 0. ALL gUILDIIY ERRS TO NAVE AV &UNMATED EXIT SIGN MN ADA APPRO., BTRRE KM 5 0540.1 dEBA ERY BAORP. 3. SIDELIGHTS ADJACENT TO DOORS tO LEE MINTY GLdTRYa PER CODE. 4. N142016 N DOOR) TO BE SAFETY GLAZING PER CODE e. TIE OPE OF EXIT FO OPEFORM T SVRB SHALL 83 2 AT 40426640.9 EXITS 430 30 90906 4T ALL OTTER RELIIIRED EXITS. 6. APPLY SEALANT ARdID THE FMIRE FR4TE PERPYTpR6dLL EXTERIOR AND MTEROR T. THE 1. 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SEE WEST ELEVATION ANGLED HALL PORTION GALV. METAL COPT 1 P I INTED SMOOTH FINISH y CONCRETE TILT -UP WALL PANELS PAINTED 15UL. TINTED GLAZING IN ANOD. ALUM. FRAMES TYP. NORTH ELEVAAtION TOP OF WALL FINISH FLOOR S OF CENTER 0 TOP OF WALL FINISH FLOG A5.0 THIS PORTION OF WALJ IS ANGLED T '5 D61$-013 I L SMOOTH CONCRET ALL PA PAINTED S.I 8.5 9.1 O O 10 TOP OF WALL FINISH FLOOR ISUL. TINTED GLAZING IN ANOD. ALUM. FRAMES __III III III.lT ISUL TINTED GLAZING IN ANOD. ALUM. FRAMES TOP OF AFAF RCA T.' OF FINISH FLOOR N. ELEV. OP S. WING S. ELEV. OP CENTER N. ELEV. OF CENTER S. ELEV. OF N. WING SCALE I/16' • V -0' SCALE I/16' I' -0' SCALE 1/16' • I' -0' SCALE I/16' • I' -0" TOP OF FASCIA FINISH FLOOR GALV. METAL COPING PAINTED FINISH F 5.02 A5.02 SMOOTH FINSH CONCRETE TILT-UP WALL PANEUS PAINTED v WEST ELEVATION SCALE INS' • 1' -0' D. S' INSET REVEAL IQ IN PANEL (PAINTED) O PATTERN DETAIL SCALE I/4' • I' -0" SMOOTH FINISH CONCRETE TILT -UP WALL PANELS PAINTED W TOP OF REVEAL 0 TOP OF REVEAL GALV. METAL COPING PAINTED P A5 01 I IN9HO. TINTED GLAZING IN HOOD. ALUM. FRAMES TOP OF FASCIA NIa- PRESSURE SODIUM OR METAL HALIDE WALL PAKS TTP. TOP OF WALL FINISH FLOOR Al)) 2 G 1999 BALANCE OF W 5 ELEV. (AT ANGLE COLOR SCI- IBDULE O PREPRIMED METAL COPING - PAINTED PRATT I LAMBERT "LAGOON' 01410 • PREPRIMED METAL WORK - PAINTED PRATT / LAMBERT " BRISTAL FOG °ORppp CEO TUI(WIIA O ANODIZED ALUMINUM - CLEAR LIII1 1 9 199 O PRECAST CONCRETE PANELS - PAINTED PRATT I LAMBERT 'BRISTOL FW"MI' i1TI C0 GLAZING - TINTED GREEN 6O PRECAST CONCRETE PANELS - PAINTED PRATT I LAMBERT "GOSSAMER" 02205 REVISIONS Dare S12 -9S 5 -22 -95 6 -2 -9S EXTERIOR ELEVATIONS JOB NO. _ 01 DRAW T2 CHECKED A70 _DAZE 4.25.00 44.01 BY A, ATS ATS ATS AQ 2009 bOO® "H "0 NI®'7'0'I >1O0C em NO 91109 111,490 n f=1 1 III =1 1 =1I 1 =111= a l l / = 1 I, II III 111 1 =1 1 =1 1 1 I— III =11 - - III = ITi =� �° s• °�o 8 I 1 � I�1 � I MUNI./ 0000 I 9 0 011, , 09 .0 101.9 001N0A100 '09 9C 9N0110909N1 WM. 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TILT FP CLING (PAM. QV OM SOU J tB Y rplGld Nt. 6.1. I!!' • i' • 0 \. —/ !GALS, Lt' • I• - B' EXTERIOR WALL ' 36" PAR4PET , EXT. LU 4LL x 6 9TRMGEN6 Y P B' -s l p6Cla" d Nt. J SIM. LT uP GONG. (PAINTED) 6 CONC. BLAB GN PeR BOIL. .aoo^ PoBef ooe "oa yoo, 0 o II' -III III =1111 II II II I11I k = _ 1 1=UJI 11 n I I11 -1 II !I 1 ._ - 117-1110.111E111=111111 - 111=111 1 —1 =111 II 1 1 111 -111= -111 11 1 11 1 11 N Dp.phG6 STRYCINPAL D MDR. FOOTING DRAIN PER CIVIL fa; PERP. POOTINO DRAIN PER CIVIL It" 01.01. RD TIONTLIN! PER CIVIL DIAM. RD tIGNTLIW PER CIVIL � It" DIAM, RD TIONTLINE PER CIVIL 1 lfI 004.1 1/2" • I' - AUG 16 PEO6NE0 CRY OFTW(WIN AUG 1 9 1998 PERMIT CENTER A an 9 -t} -96 BT ATS ATS 4T6 .e..•.FY BECTIONES. JOB NO. 31 MAIN 3740 Meat= 476 DA7B . 21698 ,45.0 'LT reca TOP OF PLATE Ali AEDI R-11DATT INELIL PI-23 EAOIN5 '‘,..,....____ ' 6 PERP. FOOTING DRAIN PER CivIL It DIAM RD TIGNTLINIE FIR ClviL !moo, TfLT.uP CONC. ,PA1NTEO, mALARv.zr 193 EWA INALTAAP Rod,. ON 14 MIN PLTwOOD .EATMING OOOR AND marls /PANTED, WALL- ' H.M. DOOR ED BEALL 14" • l - 0 1ff-A I, PAECIA NT. TOP OP PLATE PNISM •.O0 0 SCALE VI• • l' • 0 Q I 0.--es APO! A602 46.02 24 6.4 METAL GOP,. MAMBO) r EPR,OPEL GLAENS ANOD. ALUM MAMIE PERF. FOOTING DRAIN PER =NIL 12" 0141. 00 TIONTLINE PER CIVIL 1" INS1.11- BRANDREL 61.Asmn ANOD. ALLFL FAME -4_11 - F s IIIE UE 111_L irE LP :71,_T 111_1,1_1:1 ,1: 111_1,1_ WALL. ' WINDOW TOP CP PLATE PEP 0 C) !CALM I/1• • 1 - O AP. P PEEP POOTINO DRAIN PER CIVIL 11“ DiArt RD TIGMTLINE PER DivIL OVERHEAD OOOR TRAcc AVAON TO WALL AND PPP MAR,. INETRLIOTION8 26 GA. GALvANIZED 0TEEL OvERI4EA0 000A /PANTIE, ON ExiaRfoR Glow MAI.ARIOrr EMA OLELTAIP ROOFING ON 14 MIN pLvw000 EXIEATHIN5 /TTPJ , I 1= w 11=111 111-1 li • 111 1 E-1 1 U.J4J-1- e 0/H DOOR c"'A,UT"' 929 261292 — ,519E9,T(9 9 :9 9 9.9M:1 9- 0116 1 9 1998 PERMIT CENTER REVI810140 DATE 9-72-98 8-1 ATE, ATO ATE 5 WALL SINCTIONS JOON°. VI OPIA/MI 0192 C141100.110 DATI 2-16-00 45.03 EXTEND FLASHING BELOW (CRmf �I ONE BASE SHEET FETAL FASCIA CAP /RANTED/ PLY FASTEN BLOCKUD BABE PFLAWING APfiMNX 8 OE. HIGH -DO ED. CAPPED. A&AETED FA.STENEP9 (APPROX IP 0.C., DEF £NDPIG UPON WIND ZONE AND LOCAL CONDITIONS) M SHEET METAL BOIPFER SHEET META. FASCIA CAP II" &HEFT META- PARAPET CAP (PAWED, n CONTINUO* SHEET TAPERED 1000 LINER SIDE FLANGES (SEE DETAIL BUR-I/ 4' IAmER ADD. COPING GRD OPTIONAL: 3/4• 3• MN FASTEN SCUPPER TO BLOCKING Y (EC BEVELED CEDAR RIDINW� WOOD NAILER A SHAPED GRAVEL AT APPROX. 3. 0.C. OLLARD SECURED TO STAGGERED STAGGERED SET FLANGE M TEE SOPPER RANGE, NOTCHED TO PERMIT CEMENT, ROTE FLdN3E BEFORE 1 -71--- dCCLLSTIC GASKET �i OR FLE%IBLE bEN.N1! I \ © \ WIDTH PER RAN I ' I DECK ABOVE M 9N — . � r T i�� __ OPTIONAL. SEA. TOP O' M ASHING WITH A 3- COARSE OP VERTICAL GRADE ROCP CEMENT AND �RFQ PLE EN FABRIC A' FLA OPTIONAL. EXTERIOR OF EASE FLAWING M LIE) O. OPTIONAL // 3- COlRBE AND/OR 1 LONTRLWB SHEET MEMBRATE LIFER (NOT SHOUN FOR CLARITY) DRAINAGE �. MULTIPLE PLY MEMBRANE MULTIPLE-PLY MEMBRANE BASE R -ASHPy 3 BABE d - d - C - -- ---= ' . -<–:----72, ('-_1,-, ilJ� I� ^J, F IB BLIP JOINT <-- Cg LATER RA APPLIED PAR O 6' b G\ BGIffU.B EAOI &D y TI E \ \ 2• /�R "` • N. �Y� O CTEND MEMBRANE FLAWING APPROX. BEYOND TC A• F4LTIP'LE -RY ALBUILT-UP M ROOF MEMBRANE n a d . _ H GABKEIED PABTENEFASTENERS 4T (APPI OX SP CSC, . DEPEFmiNG W9•N WIND ZDONE AND LOCH. CGNDITIONB) AST EIERS APPROX. S' ac. EXTENRION OF MELD (NOT SHO1N FOR CLARITY/ _ -- . -._ -_� _ —• , �- - _-- RYUDOD ROCS SIGATNRG SCONZO HALLSTROM a,, , ,E NE. ,,,,E 101 ARCHITECTS ) asswss ,� CENT FASTEN TO BLOOCOG ( FINISH FLOOR PANTED EACH SIDE SOUND BAR RELATION PER BGH 1•Hgl ENE MET ,, III MULTIPLE-PLY BRA BUILT-UP ROOF MEMBRANE RYIUOOD BIIEATHRii &PIP TO DRAM) U OOD - NAILERB STRUM, FOR Sig � ,�,- • i WOOD -BEE QNAE.E1. GIP. PER 8TRICNRAL DFUWIMGO CONi RBLWB CLEAT COVTMNOIIB CLEAT ( IELTI FIFLYRMEMBRAFE \ �\ BABE FLAN.. DP MIN TO k• MAX HLTIFLE PROF DEOC Qa PELT ENVELOPE (POUR COAL iARR ABPNALt TYPES I • ID ONE PLY OR -RT BUILT -UP ROLE MEI•IBRAIE NOTES: 2. WOOD AOH OE APRIUxc w Fe3Rw TO OO.. MAY AKS MEMO. oT1EO FOR v 1 O OR cO1e u. o1O °` one= GALL NAM TAME IFOR FETAL THKFNEas arOOJJn ..'__ -Ends PLYWOOD ROLE BYIEATINRJG A BEPARd1E I'IF1'IBRNNE A SEPARATE WW1 TO BELOW BLOCKING G4 FILE NO NOTES O[acIS RPPCRTFD [m TM WALL oETLL dR -4 L !NO>b � AR OPECNIE POOP NAILEN11 ARE NOT �D.•MEE Girt 61701 OW N BMMA OR AO -ENVE !MY WI WED. 4 Ike TO MRO TABL{IPCRge11W066e AM CLEAT TEOR@EM. D. NM TABLE !LL ALTBEC•TE' PARAPET CAP SELLElO YD LOP. MP SEAM roR JON. N MEET \ O NOIE& VET.I.&OLD BE WED ONLY OEM THE NKaNNOETBIPPOM ®SY TM ORME WALL. 2. R oRTLL OM BHOLD WO OC %OI•PD To GRAN D. aR .MAILER IOU URLI. WIT PAST@ ®R OD 941CALE. EXITED !OM VBrtMi FlLL P.O. ON oTHpeCOINRKTTOM E. MML, OPEIND TOOBH ROM EDGE WC. Nor EE LARGER T1M Norm. O TYPICAL EDGE O SCUPPER THR1J DETAIL O PARAPET COPING DETAIL G I H SIRE WALL Q OOF A 4 FORGE SUR VfDMS 24 , GA GALV. FASCIA ) h' -O` . CLEAT Iiii IIII I 111 I III III y COUNT. CLEAT J EA.A11T SOLDER OR BEOL � . .1..... ..: .• ALL SOLDERED PLYWOOD FASCIA I ROOF HATCH MITE DOLE. DOE ACRYLIC SKILIGNT ! I WIN WEEP BOLES PER B• FETAL COLLAR R4RHNG II' 4 O�P10613lG11NR4. Vl• - II' '1LTMLE FLY BASE FLASHING ] X EP FB. &DE RAILS FACE RA SUPPORT UNLL 3/4•F 31EEL PINGS 1111.1 SIDE RAILS � LONER FLd8HRN6 ., FASTENERS APPROX UELD eO RlKA l• MN FROM WOOLS �_ I X 1 N• PG UELDED TO SIDE RAILS —' — '_— 'I —'_ —'_ EP OC. II _ 3)S'k]VJ•Fd &ROLKfTB UFLDED TO BIDE RAILS UV 6M• F BOLTS TO FLOOR NOTES II p x d OPTIONAL, EOENSION 0 III / CANT PLIES ( gL AHEAD �I FOE CLARRT) FFLTIRE -PIT MEMBRANE '\ / rBMN \ \ \ MULTIPLE-PLY WILT -UP MEMERANO . _ ' .. MMx4 O OEO B RN TO DM CPPR RA W]G TO COO O EN%PRIM 1 BET N ROO. C 11E B'@Nf OiOVER MERRIER N R�IER OrERNA�LENDBR.AYfB NOTES L METAL JONES MUST M. SOLDERED ]. BABE RABHNG MUST DODD BERG MRER FLAW. MEMM WO A OMESIOM BK.r O PREVENT 4. RECESS IPPERS T S MEDM WATER ROUT NTO AND R AJ CVTERS a LACIER BUILD TUKWILA, WA r'_ —, _' O '1 VIII .I III 1 1 ,' . d< L LADDER TO VIED TO OF ROOF NAT. ). L TO FEET ALL BTAIE G AD OBlla REOUREMINTS 3. PRODUCE 4 LADE FOR LADDER WERE RTUIOOD ROOF 0V@ATlRl3 �Ii -` _ UKOD CANT TO RECOILED ESOP ELEV. BIDE IVWPLYWOOD SHEATHING NOTE: arr......na 0 BRACE CUM ma< WI■ WT.. ragman. I/2 4V!' 1' .. I• 4• SEALANT • THRU EOX AT PARAPETS O O W L FLASNINCs AT PARAPET O SKTLIG-IT DETAIL O ROOF ACCESS LADDER 3 PPER SCALE N.-PRESSURE CONCRETE SLAB•ON - GRADE GEOCOMPOSITE SEALANT 24 GAUGE GALV. CO NTERLASMMG CAST m LOICRETC CABINET SPRFD LATCH UV M&DE -OR HANDLER AND PADLOCK HARP 2/ COVER .PER \ �- I® VINYL GASP TSCOVER OATIL HOLD -ORN Po OR EIi{ ] •SOFAS 4T 5 Lax t1.OG _ T ... �.. ••••••• �� " — DELKRtl F ABO.L GRADE PER MIL OW. �'� Y \`. FEEIBRAN/1 A. GECLOFPOSITE OR PROTECTION COURSE d Y ry\ . 11:i NOTE, I). APPLICABLE TO MULTI -PLY SHEET APPLIED WATERPROOFING MEFIBRONE& . LUATERPROCPING 3. MIN AGAVE GRADE OR PROTECTION RBTAI®ER AND �RA138G ARM \ I R RS/ATM ORE MASERS NTEGRAL CAP »•��o . AND LIQUID- FILLET - P VW` V FE41111ED BT UATEIlROCPMG TYRE '- – . -- , - ASGATE LNOERLARENT �® 5N I ■ , RG4( &xC TO MATCI S11DR) %]'ctNraNrart cuANND. DEB• LCl 6A AlD 81x[ TO FA101 FETAL eM FRN1N3 R/S GYP. BOA®Fy &Dar TTE Y' a. LLFEIE �IEOU�IIE ) F BATERPROCENG u;`\ /`T MEMBRANE Po IQFORATED DRAM •• • PIPE SET M 3 ( AGGREGATE EED PER CIVIL DUGS •n•''W FILTER PABRIC • •• . ' "• _ '� FOROOMS �.`%�A D HUi3E I ' LFTING FECWMIBM 11,1 I. BCD FIBERBOARD 3 OF 'I GVTSDE C5 NO2. L DMNRKNSFOR ROT HATCH ARE BARED ON MECO• ROM NATO{ MODEL 'TYPE & 9'- O' %]'43' O ROOF ACCESS HATCH Im ROOF DEFLECTION CONNECTION s I HR WALL 0 WATERPROOFING DETAIL 1Y WATERPROOF FLASHING DETAIL BCAE 3/4'.1' -p BG1lE 3/4• • I' -d NOT TO SCALE NOT TO SCALE T^ FI1 ® ?FLOOR YI�� d ■ . IT-II V4• ON 2%.6 24. O TC =' 1Li. P. STRIC ANLFIOR TO NDR PER 1r o Mili I SCONZO s =.TM ^� , ,o, HALLSTROM ARCHITECTS V(42-093. ' iw TO ALLOW SEALANT EA. SIDE MOD. _ 5/0 GYP. SOFFIT LNCNIT EA. MOO. ALUM. FRAMES • I INSULATED GLAM. y SEE STRICT .. -.. III BOARD- PAINED ORIPJ PC. PANEL PANTED- LNAFFER EDGES 1/2' TYP. E P 3BIULATED GLAZING O SOFFIT SPANDREL PANEL O O SOFFIT • HEADER O HORIIZ O WINDOWHEAD 2 P.C. PANEL MILD. ALIfI FRAME Z. P INSULATED El ANOD. ALW. 3'+3'+3 18' CANT. GALV. ANGLE Y]/ :xi. WELDED 5�" UP CHAMFER TTPICAL WHB • 18 OG ANI0x]4' LAMINATED UCROF OP , E3Px. BOLY . BOTTOM L. MEL P P PAINTED 11 P.G. PANEL BEYOND THICKENED SLAB EDGE PER STT Fl¢ME WrEP SYSTEM PER MAVIFALTIL�R rv� PANEL PAINTED 11 � u� RL911L. �� SET M RILL WIDTH BED RILLEALANT BED OF SEALANT VA• CHAYER EA. SIDE TYP. ,3 v GLASMS App. ALUM FRAlE I . q "SHIM MAX. PRECAST CONC. PANEL. PAINT I• NSJLATED GLAZING I] Qm 't�7im�ni VNI Cline a:kalVVIV J I . .1 ■-�� I° INSULATED • MSELATE1 GLAZING ANOD. ALW. FRAME _,4. GLAZNG 4f SEALANT EA BIDE ()TYP. VERTICAL MULLION O TYP. HORIZONTAL MULLION O WINDOW SILL • P.C. PANEL /e1 TYR RUBBER DOCK BUMPER I® SF. JAMES • ENTRY SMOOTH FINISH CONC. PRE -CAST PANEL (SEE STRICT/ I H CAULKING UM SMOOTH FIN- FIN ISH LONG PI 3113(4 PANEL !SEE STRICT DWG/ PANTED 7 E�BIDg k I I/]° GALV MIL RAILS TYP. ( PAINT/ S x f� 'C. PANEL lPAINT) a a B a a '� ...ER PANEL EDGED N" TYP. � 1 1/tb GALV. METAL GUARDRAIL OLO OFFSET ON INSIDE FACE L EDGE IB 1tlB1BE CAULKING WIYN TESTAE BACKER ROD SMOOTH FINISH Q 4 CONC. PRE -CAST j —P m R p95...01 ♦ . A IN3 PER PLANe - An I q 1998 PERU CENTER II TYPICAL REVEAL DETAIL TYPICAL PANEL JOINT 12 TYPICAL GARNER • PANELS 13 14 TYPICAL INTERIOR STAIR I5 TYP. NT. STAIR DETAIL 30445 TYRE SCALE Note SCALE NENE SCALE 3(3 . I' -0• SCALE 3/4' . I'.0' CB/ TYPE RIM I.E. (1) FY. T1PE 1 21.9 17.60 (15N) © I A W T1PE2, D U 0 23.00 1717.5.59 9 1512 :9.5) O 116E2,54'0 22.73 18.00 (12'90 1800 ( (15'6) 18.60 15S ) 4 TYPE2,48'0 22.10 18.61 15'NAS) . 1 r©yal' 23.00 1886 [0 N •A 1 0 UI 25.65 20.65 1 0 TYPE I 2280 19.27 O N . 1 olm 25.65 20.65 9 TYPE 1 2250 19.48 TYPE I 24.15 19.96 NOT USED li TYPE2,48'0 23.25 19.75 TYPE 1 24.80 20.58 0 T112,48'0 29,00 18.63 (N,E) 15 TYPE2,48'0 2540 1802 SHEET INDEX SHEET 05 1 SHEET 111LE HUM CI GRADING AND 911 IMPROWIOENTS C2 GENERAL NOTES AND DETAILS C3 DETAILS C4 LEVEE 5ECRONS STRUCTURE TYPE HUM I.E. 51 T5PE1 -48'• 23.50 I1- 15.0*(8E) I1- 15.1(8 NI 52 TYPEI -48'0 24.44 IEe17.775S(( S) 1E0,17.85(8 v4 I1 =18.25 S3 GEANOUT 25.80 3 IF 111160 WAIERUNE ENDS PRIOR .TO CROSSING RAILROAD: A CASING VALI BE REOGRED W CW,PoINA1OV NIP UNION PAORC RA111104 (UPRR) GALL 48 HOURS BEFORE you DIG 1- 800 -424 -5555 5' V WATER S OP PENH INN. 21 EkW 11.54 LEVEE SEMIS. ( C(NSOUCDON TO BE COI PEIFD BY COUNTY. NOT PART OF HEE PANS 2 9 , Q9/ SINN MS 96 C E T E' � p N O U I L O N G WOE �I HK KEY NOTES O AT GRADE ACCESS DOOR. O DOCK HIGH DOORS; FINISHED GRADE 48' BELOW FINISHED FLOOR ELEVATION (FF). $ BENCH MARK O PROVIDE AT GRADE RAMP YATH MAXIMUM SINE OF 5% AND PAYE S1DE5LOPE AT 1 TO 1 SLOPE TO MATCH GRADE ELC. 22. 80 PROVIDE DUMPSTER ENCLOSURE PER ARCHITECT PLAN. The /Glacier Buildings SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA - KING COUNTY, WASHINGTON 2• BE LOCATED AT OF GRAVEL PATH. PLANS SHUN VAllE Ale H 019411 MEND SANITARY SEWER SERVICE PER PUN. CONTRACTOR SHALL VERIFY LOCARON AND I.E. OF EASING SANITARY SEWER PRIOR TO CONSTRUCTION. O PROVIDE 8'0 FIRE FLOW UNE BI1H POST INDICATOR VALVE. COORDINATE ALL WITH CITY. NOT0DQUBIE DETECTOR CHECK VALVE (ODCV) BILL BE INSTALLED 46501 BUILDING. O FIRE DEPT. CONNECTION. (8'0). O PROVIDE 2' WATER SERVICE W1111 1' -1/2' MEIER. COORDINATE ALL BIh1 51Y. O PROVIDE UTILITY VAULT COA1ESENCE WATER SEPARATOR MODEL 612 -2 -CP5 OR OR APPROVED EQUAL W11H 12 0 INLET A CAIRO .INLET IE -17.90 CUTLET 17.70 0 MAXIMUM 21 FILL SLOPE TO MATCH EXISTING. 11 59P14ALT TO BE LEVEL 6451 SIDEWALK IN THIS AREA PROVIDE PRECAST WHEEL 'STOPS FOR PARKING STALLS. 1) INSTALL ROCK;WALL PER DETAIL 0 PROVIDE (.5 O76IGATION METER 'PER SHEET L4 CIS -01 C O N C STOHNT.D R AMI PIPE B I _D 1 N 0 ALS 2- 6 10616 DRAMA00 N01 00 540011 C f 1 1E U U 5 1 7 � @ E EJ THE REACH 1.19601H, SIZE, SLOPE NOT USED /L\ 291F 18'0 STORM PIPE 00.30% 251F 150 STORM PIPE 01.06% 20' BIDE RAILEROA00Ap__ 7[+A KS 5710 150 STORM PIPE 01 1., 1.070 / ' \ 841F 18'0 STORM PIPE 00.30% 57LF 1170 STORM PIPE 0 51271 135LE 15'0 STORM PIPE 00.30% 7780 1170 STORM PIPE 01.80% 641E 12'0 STORM PIPE 00.30% A 10 166LF 12'0 STORM PIPE 00.30% 11 NOT USED 12 10515 8'0 STORM PIPE 01.09% 13 1500 8'9 STORM PIPE 00.50% 14 164LF 15'0 STORM PIPE 00.30% 15 217LF 15'0 STORM PIPE 00.30% SANITARY SEWER PIPE SCHEDULE REACH " 1F1i51H, SIZE, SLOPE A E%IS11NC STUB TO BE E7UETIDED;- UIIUTY CONTRACTOR SHALLVERIFY VFVRSANI1ICA1 TARY AND HG8ZO9TAL 01.0 0% ALIGNMENT PRIOR TO CONSTRUCTION 43 LE 8 5EWER ' ® 275LF r0 SANITARY SEWER 01.00% L. 1510 SANITARY SERER 02.00% GRAPHIC SCALE ( 110 FM �.W�O ® ®+sY� 3 FOR PUIIE A"" �� 8' L = 102. A4' = N 172350" E., \ - -- 219 -63 :rR 59. 2� 0 PRONDE 4-FEET NCH CHAIN LINK FENCE OR OTHER 16117806018 APPROVED BY THE CITY PWOR TO CONSTRUCTOR C061ECT WALL DRAIN TO 4 CATCH BASIN SCHEDULE AGREED SET BACK FOR BUILDING FOR ROUTE LEVEE CONSTRUCTION SANITARY SEWER MANHOLE SCHEDULE DATUM TOPOGRAPHICAL INFORMATION PROVIDED BY CLIENT. HORIZONTAL - BASED ON PLAT OF SOUTHCENTER SOUTH INDUSTRIAL PARK • VOLUME 97, PAGES 22 THEW 25 VERTICAL DATUM - BASED ON BENCHMARKS NOS. RM 36 6 RM 341 SHOWN ON FLOOD INSURANCE MAPS NOS. 53033C0967F AND 530331091861 PREPARED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY REVISED ON MAY 16, 1995 LOCAL BENCHMARK: MONUMENT LOCATED AT THE ENO OF GLACIER STREET. ELEVATION.22.98 GEOTECHNICAL REPORT BY: TERRA ASSOCIATES, INC 12525 WILLOWA ROAD, N0.101 KIRKLAND WA 98034 REPORT N0. T -3613 FLOOD ZONE DESIGNATION: ZONEX: WHICH IS DETERMINED TO BE OUTSIDE THE 500 -YEAR FLOOD PLAIN. ACCORDING TO FLOOD INSURANCE RATE MAP, (FIRM N0. 5303380906F COMMUNITY N0. 530091, CITY OF TUKWILA PANEL N0. 0986, SUFFIX 1, EFFECTIVE MAY 16, 1995. KING COUNTY, WA. AS PREPARED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY IFEMAI. LEGEND /V MWWW WHKW�WW PROPOSED SLOTTED DRAIN 1 PROPOSED PAVEMENT NOTES 24 - EASING CONTOUR UNE - 24 - PROPOSED CONTOUR LINE (� EXIST NH G CB i ce so SS s, ® EXISTING PAVEMENT i25rrc:: VICINITY MAP PROPOSED 5RE LANE 1. SEE ARCHITECT PLAN FOR HORIZONTAL CONTROL 2. EROSION CONTROL PLAN PRONGED ON ROUGH GRADING PLAN. EROSION CONTROL SHALL BE MAINTAINED DURING CONSTRUCTION OF THIS PHASE EARTHWORK QUANTITIES QUANTITIES PROWDEU FOR PERMIT PURPOSES ONLY -PER ROUGH GRADING PLAN CUT 200 CY FILL 6120 CY PROPOSED MANHOLE EXIST CB PROPOSED CB EXIST STORM UNE PROP STORM UNE EXIST SEWER UNE PROP SEWER LINE PROPOSED SPOT ELEVATION EXISTING CURB PROPOSED CURB a AND e 100 -YEAR 24 HR RUNOFF FROM SITE 3.35 CFS DRIVEABLE SURFACE AREA 1.60 AC. TOTAL SITE SECOND - SUBMITTAL 4.55 AC. '18086 0110/408 ARE I881ED FOR AGENCY NWT 0101086 188.0858 0116 A1*) *864 NOT TO 06 UM FOR CONBTRUNIN' CT. limp 5/23/99 1 SCALE: 1' - I/O MRE AHBL CiViLe STRUCTURAL ENGINEERS•PLANNERS 451 LIG 19 I -96 ERMITCEN ER REVISIONS DATE 9/23/98 GRADING AND SI TE IMPROVEMENT PLAN 106 N0. 9091.ID DRAWN 002,516 CHECKED AM DAVE 5/4/50 C1 EV _lob owe D. a CALL 48 HOURS BEFORE YOU DIG 1 -800- 424 -5555 ORIGINAL GROUND I I H II I TI =1 lil 1 11 it Ili E: 1 BURY BOTTOM OF FILTER =11i MATERIAL IN B" X 12" TRENCH FILTER FABRIC MATERIAL M1RAF1100 NS OR EQUIVALENT 2" X 2" BY 14 GA. WIRE FABRIC OR EQUIVALENT, AFFIX TO POST PROVIDE 3/4" - 1 1/2" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE Y X 4" WOOD POST OR STEEL FENCE POST 8° MIN. THICKNESS 4 " -2" QUARRY SPALLS 2" X 4" WOOD POSTS, STANDARD OR BETTER, OR STEEL FENCE POST (FRONT VIEW( (2) PERFORATED PIPE AS NEEDED FOR SUBSURFACE WATER. r 2" BY 14 GA. WIRE FABRIC OR EQUIVALENT ,L PROP. LINE 914. O" (SIDE VIEWI 0 FILTER FABRIC FENCE NOT TO SCALE 1" MINUS WASHED ROCK(2) - FILTER FABRIC STRUCTURAL WALL TO BE PROVIDED UNDER SEPERATE SUBMITTAL /A VARIABLE FLATTER SLOPE MAY BE REQUIRED IN NESS STABLE SOILS. ERF. PIPE(2) � T TO STORM / ` \ SYS SNOW O ROCK FACING, FILL SECTION p NOT TO SCALE Ngs-015 The Glacier Buildings SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA KING COUNTY, WASHINGTON FILTER FABRIC MATERIAL 60' WIDE ROLLS - USE RINGS TO ATTACH TO WIRE FABRIC CONSTRUCTION SEQUENCE; 1. ARRANGE AND ATTEND PRE-CONSTRUCTION NETTING MTH CRY OFFICIALS. 2. VERIFY DOING I11101Y LOCA11ONS AND ELEVATIONS PRIOR TO CONSTRUCTION. 3. PROVIDE CATCH BASIN PROTECTION AND SILTATION FENCE WHERE NEEDED. 4. PROVIDE PERMANENT DRAINAGE FAMINES RMD OTHER 01101125. 5. COMPLETE ALL 01010 INSTALLATION AND IESI1NC 6. FINE GRADE SITE AND INSTAJL 900000044 ROCK. 7. PAVE 91E. 8. REMOVE RETAINING TEMPORARY EROSION SEDIMENTATION CONTROL FROM AREAS OF THE 91E THAT HAVE BEEN STABILIZED 44TH PERMANENT VEGETATION AND AT100 REMOVAL IS APPROVED BY THE CITY. HYDROSEEDING NOTES I. HYDROSEEDING SHALL BE APPLIED TO DISTURBED AREAS MINOIT PROPOSED PAVING 2. HYDROSEEDING SHALL BE ME FOLLOWING 41001221 TYPE OF PROPORTIONS PERCENT PERCENT MIXTURE BY MIGHT P0R1TY GERMINATION PERENNIAL RYE GRASS 40% 902 CREEPING RED FESCUE 40% 90% PRE10000LATED %MITE DUTCH CLOVER 10% 95% HIGHLAND BENT GRASS 10% 9012 3. APPLICATION SHALL BE 100 LBS /ACRE 4. 500 LOS /ACRE 10 -20 -20 FERTILIZER. 2000 IBS /ACRE MULCH AND 40 LBS /ACRE SOL STABILIZER TO BE PPPUED M1H SEED MIXTURE GENERAL NOTES t 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 AND THE CITY OF TUKWILA. 2. IT WILL BE THE EARTHWORK/UTILITY SUBCONTRACTOR'S OR HIS AGENT'S RESPONSIBILITY TO CONTACT ALL UTILITY COMPANIES TO COORDINATE CONSTRUCTION. ALL UTILITY RELOCATION WORK SHALL 0E AT THE EXPENSE OF THE APPLICANT AND MUST BE IN ACCORDANCE WITH THE 010018RD5 OF THE CITY. 3. BURIED UTILITIES ARE SHOWN IN THEIR APPROXIMATE LOCATION. THE EARTHWORK /UTILITY SUBCONTRACTOR OR HIS CONTRACTOR SHALL HAVE THE UTILITIES VERIFIED ON THE GROUND PRIOR TO ANY CONSTRUCTION. 4. BEFORE WORKING IN THE CITY OR STATE RIGHT -OF -WAY, THE EARTHWORK/ UTILITY SUBCONTRACTOR SHALL OBTAIN A GENERAL PERMIT FROM THE CITY AND STATE AND /OR SUBCONTRACTOR. 5. THE CONTRACTOR SHALL NOTIFY THE APPLICANT'S ENGINEER IN THE EVENT OR DISCOVERY OF POOH SOILS, STANDING, GROUNDWATER, OR SEVERE DISCREPANCIES FROM S05 LOG DESCRIPTIONS AS NOTED ON THESE. PLANS. 6. EXCAVATION STANDARDS CUT SLOPES SLOPES SHALL NOT BE STEEPER THAN 2 HORIZONTAL TO f VERTICAL. OR AS RECOMMENDED BY A SOILS ENGINEER. THE CATCH POINT Of THE TOP OF THE SLOPE SHALL BE SET BACK FROM THE SITE BOUNDARY LINE IN ACCORDANCE WITH THE FOLLOWING TABLE, UNLESS A RETAINING WALL IS DESIGNED BY THE ENGINEER AND CONSTRUCTED FOR THE PROJECT. CUT DEPTH SET BACK DISTANCE UNDER 5 FEET 5 - 20 FEET OVER 20 FEET 7 FILL STANDARDS 2 FEET HEIGHT/2 10 FEET 90% 90% 902 90% FILL LOCATION SLOPES SHALL NOT BE ST ER THAN 2 HOR120NTAL TO 1 VERTICAL. OR AS RECOMMENDED BY $OILS ENGINEER. FILL SITES MUST BE APPROVED BY THE ENG fl AS SUITABLE LOCATIONS FOR THE PROPOSED FILL. UTILITY NOTE THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE APPROxIMATE ONLY AND HAVE 000.85EN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. THE UTILITY SUBCONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK AND AGREES TO BE RESPONSIBLE FOR ANY AND ALL DAMAGES THAT HAPPEN DUE TO THE FAILURE TO LOCATE EXACTLY AND PRESERVE ANY AND ALL UNDERGROUND UT1L1T1ES. AHBL ASSUMES NO LIABILITY FOR THE LOCATION OF UNDERGROUND UHLITIES. TOPOGRAPHIC NOTE THE EXISTING CULTURAL AND TOPOGRAPHIC DATA SHOWN ON THESE DRAWINGS HAS BEEN PREPARED, IN PART, BASED UPON INFORMATION FURNISHED BY OTHERS, WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE, AHBL CANNOT ENSURE ITS ACCURACY AND 11115 IS NOT RESPONSIBLE FOR THE ACCURACY OF THAT INFORMATION OR FOR ANY ERRORS OR OMISSIONS WHICH MAY HAVE BEEN INCORPORATED INTO THESE DRAWINGS AS A RESULT. TRENCH NOTE IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR OR MORE FEET IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF WSDDT SECTION 2- 09.31318, IT SHALL BE SHORED AND CRIBBE0. THE SUBCONTRACTOR ALONE SHALL BE RESPONSIBLE FOR WORKER SAFETY AND AHBL ASSUMES NO RESPONSIBILITY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. STORM DRAINAGE NOTES 1. PIPE MATERIALS SHALL BE AS SPECIFIED ON THE PLANS OR FROM THE FOLLOWING LIST. THE CONTRACTOR SHALL UTILIZE ONLY ONE PIPE MATERIAL TYPE FOR THE SAME SIZE PIPE BETWEEN STRUCTURES. PIPE JOINTS MUST BE OF THE SAME MATERIAL AS THE PIPE AND PIPE GASKETS ARE TO BE PROVIDED. A. PVC CONFORMING TO ASTM 0 3034, SDR 05 B. 12 -1N0H AND SMALLER, PLAIN CONCRETE STORM SEWER PIPE CONFORMING TO WSDDT 7 -042, CLASS ITT C. 15.1000 AND LARGER, REINFORCED CONCRETE STORM SEWER PIPE CONFORMING TO WSDDT 2.04.2, CLASS IV. D. CORRUGATED DOUBLE WALL, HIGH DENSITY POLYETHELENE DRAIN TUBING 14" -101 AASHTO M252 OR DRAIN PIPE 112 "J61 AASHTO 44204. 2 CATCH BASIN'S SHALL CONFORM TO THE FOLLOWING WSDDT STANDARD A. TYPE 1 • PLAN BT. B. TYPE 2, 72 INCH AND 96 INCH • PLAN 8 -11. C. TYPE 1 -L. PLAN 21-A. D. TYPE 2, 48 INCH AND 54 INCH • PLAN 8-1e. 3. ALL ROOF DRAINS SHALL BE HAVE A MINIMUM SLOPE OF 1 AND SHALL BE RIGID 12 -1N0H PVC OR LARGER CONFORMING TO ASTM D 3034, SDR 35. SUFFICIENT CLEANODTS SHALL BE INSTALLED SO THE SYSTEM IS EASILY MAINTAINED. THE UTILITY SUBCONTRACTOR SHALL KEEP A DIMENSIONED RECORD OF ALL PIPES AND 010200UTS AND SUBMIT IT TO THE OWNER AND/ OR MK UPON COMPLETION OF THE WORK. WATER SYSTEM NOTES 1. UNLESS OTHERWISE SPECIFIED, PIPE FOR 13IE WATER MAINS SHALL BE CLASS 52 00001E IRON PIPE. JOINTS SHALL BE RUBBER GASKET, PUSH - ON TYPE. 2. THRUST BLOCKS SHALL BE SIZED TO RESIST TEST PRESSURES AND SHALL MEET REDUIREMENTS OF 111E CITY CF TUKWILA. 3. WATER MAINS SHALL BE FLUSHED, DISINFECTED, AND TESTED CONFORMING TO REQUIREMENTS OF THE CITY OF TUKWILA AND PROVISIONS OF WSOOT. 4. UNLESS OTHERWISE SPECIFIED BY THE WATER PURVEYOR, INSTALL PIPE NTH A MINIMUM THREE @ HALF FEET OF COVER. THERE SHALL BE NOT LESS A THAN A SIX -INCH SEPARATION BETWEEN THE WATER MAIN AND THE STORM SEWER. 5. UNLESS OTHERWISE SHOWN ON PLANS, SERVICES SHALL BE LOCATED BY MUTUAL AGREEMENT BETWEEN OWNER, DISTRICT AND OTHER UTILITY COMPANIES, SANITARY SEWER NOTES I. ALL PIPE USED FOR SANITARY SEWER MAINS AND S10E SEWER LATERALS SHALL BE SDR 35 PVC (00104- 3034). MINIMUM SLOPE FOR SANITARY SIDE SEWER LATERALS SHALL BE 1.0% 2. SUBCONTRACTOR SHALL NOTIFY 1/1E CITY 0/001AL(0) FOR INSPECTION OF ALL APPROPRIATE FACILITIES IN ADVANCE OF THE NEDED INSPECTIONS. ALL INSPECTION FEES SHALL BE PAID BY THE CONTRACTOR. SECOND SUBMITTAL I 'TRESE DRAWNGS ARE ISSUED FOR AGENCY PENT REVIEW FERMI 0S ONLY AND ARE NOT TO DE USED FOR CONSTRUCTION'. loom 5/23/99 1 AUG 1 I ( H B _ aegMlrc l 0 1 0 1 1 9 5 1 0 0 0 1 0 0 8 1 ENGINEER SAPLANNERS REVISIONS DATE 7 6,298 112358 BT Dw5 Dw9 11 GENERAL NOTES 1 4 DETAILS B 7015 N0. 911%19 DR4LLN GA°5EG CHECKED 1E5 DAYS 5/458 G2 9 ,1,1■990 9 ‘9,7191,97191-39 1/091911 JUN 03 1990 13 39 91 OVERFLOW ELEV. TO PROVIDE DETENTION & OIL SEPARATION PER PLANS PIPE SUPPORT(S): 3' X .090' INVERT ELEVATION PER PLAN PIPE BEDDING PER WS.D.O.T. 9 -03.16 955 COMPACTION 010105; 15 CAST IRON RING AND COVER CALL 48,, HOURS BEFORE ',YOU` DIG- , 1 -800 424= 5,555 O FLOW DIVERTER A NOT TO SCALE RIGID FLEXIBLE (00., CONC.) (CPEP, CMP, PVC) EXISTING STRUCTURAL SECTION PROVIDE NEAT, STRAIGHT UNE WHERE MATCHING EXISTING PAVEMENT, TACK & SEAL EDGES 3 COMPACTED THICKNESS ASPHALT /CONCRETE PAVEMENT - CLASS 'B' WW2 II. 1.5 X I.D. + 16' 7 -3/4 24 IN LETTERING OPTIONAL RAISE - 1/2' WDE BORDER NOTES. PIPE AS SPECIFIED ON PLAN OR SPECS. I. PIPE MATERIAL AS SPECIFIED BY THE ENGINEER. 2. PIPE DIAMETER AS SHOWN PER PLAN. 3000 psi CLASS C CONCRETE (TYP.) (UTILITY SUB- CONTRACTOR SHALL 1— INSTALL CONCRETE.) I' -0' 5/8' L 12'9 L2 -7/8' 45' (1/e) BEND FIBRE JOINT PACKING DX 2- FRAME & LADDER OR STEPS OFFSET. SEE NO 8. 9166E & W 455 P09 PLAN. STEPS OR LADDER. SEE DWG. N0. 2 -006. CLEANOUT GATE: SHEAR GATE SEE DWG. N0. 2 -026. INVERT ELEV. PER PLAN —6' 12' CEMENT AMENDED SOIL PER SOX REPORT COMPACTED NATIVE SOIL PER SOILS REPORT 4° MIN. 8' PER 4.5.0.0.1. STD. 1, NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTCLE 512E GREATER THAN 1' NTION 6" OF THE PIPE OR THE SUBCONTRACTOR HAS THE OPTION TO USE GRAVEL BACKFILL PIPE BEDDING CONFORMING TO 9 -03.12 (3). O 2 BEDDING &,BACKFILL PIPE IN TRENCHES TYP. FLEXIBLE PAVEMENT RESTORATION NOT TO 509E II_ - - - II /I—PLUG TO BE SEALED I IN SAME MANNER AS �711 MAIN SEWER JOINTS 0 NOT TO SCALE STORM /SEWER CLEAN•OUT DETAIL CONCRETE NOT REQUIRED IN LANDSCAPING AREA BYPASS ROIL NOTES: 1. PIPE SIZES AND SLOPES: PER PLANS 2. OUTLET CAPACITY: NOT LESS THAN COMBINED INLETS. 3. EXCEPT CORDANCE 940110E REQUR FOR CATCH CONSTRUCTED BARN TYPE 2, 54" MIN. DIAM. 4. PIPE SUPPORTS AND RES;IICTOi/SEPARATOR SHALL BE OF SAME AUWERIAL, AND BE ANCHORED AT 3 MAX SPACING BY 5/8 DIAN. STAINLESS STEEL EXPANSION BOLTS OR 1N13EDDFD 2' IN WALL 5. THE 04 064 ALU R NC 0008 � BL T � H OR ...064 N 36 N 1 f9 1 1 N 274. GALVANIZED S1EII 6. OUTLET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE 0910 A STANDARD COUPLING BAND FOR CORRUGATED METAL PIPE, OR GROUTED INTO THE BELL OF CONCRETE PEE. 7. THE VERTICAL RISER STEM OF THE RESTICTOR/SFPARATOR SHALL BE THE S(1160 DIAAI. AS THE HORIZONTAL OUTLET P PIPE, 9410 AN p 8 g7 M M IS, 010.. FRpM OFFSET 7p S p p H B.� NV DO SPACES CLEAR OF It?& AND uEAN C. FRAME 15 CLEAR OF CURB. 9. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO ME, 0.D. EQUAL TO CONCRETE PIPE I.D. LESS 1 4 . BOTTOM OF CUT /SAWED JOINT M 15' INTERVAL 6 1/2' 1/2' LIFT 1/2' LIFT 6 1/24 1/2" LIFT 1 1/2' LIFT O 8' X 8' EXTRUDED CEMENT CONCRETE CURB NOT TO SCALE EXTRUDED CURB 0'00' 5010 : DEPTHS ARE COMPACTED THICKNESS 6 ASPHALTIC CONCRETE PAVEMENT STRUCTURE NOT TO SCALE, The Glacier Buildings SECTION 35,'TOWNSHIP 23_ NORTH,' RANGE 4 EAST, W.M. CITY OF TUKWILA KING COUNTY, WASHINGTON CEMENT CONCRETE CURB, 8'.0' �IIII 1I O EXTRUDED CURB AND WALK NOT TO SCALE ASPHALT CONCRETE PAVEMENT, CLASS B, WSDOT 5 -04; ASPHALT SHALL BE PLACED IN 1540 1 1/2 INCH LIFTS O SCARIFY 5UBGRADE A MINIMUM DEPTH OF 12 INCHES 6190 UNIFORMLY BLEND 111 1 PORTLAND CEMENT AT AN APPLICATION RATE:OF 80 POUNDS PER SQUARE YARD OF SURFACE AREA THE SOIL /CEMENT BLEND SHALL THEN BE COMPACTED TO 955 OF THE BLENDS. 400400 DRY DENSITY DETERMINED BY ASTM TEST DESIGNATION 0 -698 (STANDARD PROCTOR). THE MOISTURE CONTENT OF THE BLEND SHALL BE NTHIN -1 TO +2 PERCENT OF ITS OPTIMUM AT THE TIME IT IS COMPACTED. ACD K1005 SLOPED TRENCH - DRAIN 591H SLOTTED D.1 GRATE Channel with D.t. slatted grates 5.1' WSOOT CL 20 CONCRETE PER PLAN ACO MOOS TRENCH DRAIN O 7 OR EQUIVALENT A NOT TO SCALE 5x5' LEVEL CONC W � �/� WALK, HEELOUIR ta) 9005, 8 AREA T1 SSYY,,.. PAYMENT SECTION PER PLAN PLANTING STRIP (TYP., IF ANY) 4 FLUSH. NOT TO EXCEED 1/4" UP NOTES: SECTION A - A 1. RAMP AND APPROACHES SHALT_ BE CLEAR OU OBSTACLES INCLUDING HYDRANTS, POLES & INLETS. 2. RAMP SHALL BE TEXTURED BY IMPRINT OF METAL GRID 09111 1/2" SPACING. 3. VISUAL WARNING STRIP SHALL BE PROVIDED 4° 410E BETWEEN EXPANSION AND SCORED (CONTRACTION) JOINTS 4. RAMP CENTER UNE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS UNLESS OTHERWISE APPROVED BY ENGINEER. O B CURB RAMPS DETAIL NOT TO SCALE 5" SLAB ON GRADE 4 CRUSHED ROCK 0.02 FT O TYPICAL BLDG. SLAB SECTION NOT TO SCALE T3 BACK OF SIDEWALK 4' THICK CEMENT CONCRETE SIDEWALK SECOND. SUBMITTAL 'T1E8E MADAM An ISSUED FOR AGENCY pgrgy 'NEVEM PURPOSES OI$:Y AI® AE *NOT'TO SE GBED FOR CONSTRUCTION ON.. HELL, CIVIL- STRUCTURAL ENGINEERS+PLANNERS • w. ;SK, ■w 18; Y' AUG 1 2 PEA /MME a�.�. 4001 4v0109 CALL 48 HOURS BEFORE YOU DIG 17800424 =5555 40.00 2000 - -- 4000 20.00 0.00 EXIST LEVEE 7 zo o EXIST LEVEE 20.00 FlRE L E.) 20'— O'(FUTURE LEVEE INCLUDES EAST TRAIL PUNT. EAST TRAIL. PWT. EAST TRAIL PVNT. 40.00 60.00 LEVEE SECTION A•A SCALE HORIZ 1' =10' VERT. 20'- O'(FUTURE LEVEE INCLUDES FIRE L NE) 0.00 20.00 4000 60.00 LEVEE SECTION B•B SCALE: HORIZ 1' =10' VERT. 20'- E LAANO'(FUTE URE LEVEE INCLUDES FIR 40.00 6000 LEVEE SECTION C•C SCALE HORIZ 1' =10' VERT. WATER FUTUR[ LEVEE LOCATON BY KING COUNTY 5T0RM 80.00 FUTURE LEVEE LOCATION BY KING COUNTY STORM 36' P1c_ OPOSEO BLuG. 3' MI� ry. FF= - 6.00 DO0NG Y3 N1UR { C LEVEE LOCATION 8 BY 00160 COUNTY 5T0R 80.00 The Glacier Buildings SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA KING COUNTY, WASHINGTON PROPOSED BLRG. 3' MINA 11 =2:.00 TOP FOOTING 23.50 - -- 100.00 PROPO5E0 BLDG. 3' MIN 11 =2 .00 100.00 25.50 1718 -oisa SECOND SUBMITTAL '1l 8E DRAWN ARE ISSUED FOR AGENCY PEW REM PURPOSES ONLY Alfa ARE, NOT TO NE USN FOR.CONSTRIICTIOW PE 741% moPTUk< 06191 PERMRCE 8 4400 L CIVIL STRUCTURAL NCI NEE RS•PLANNER5 ,r000 A ;n„ a.._., TARIRIR,c9.wi GRADING AND SITE IMPROVEMENT PLAN 000 N0... 97191.10 DRAWN CIA/SEC CHECKED /ID DATE 6/4/88 C4 6 !.9AM. AA v_r9T 18 as • 001 001199201 ;DELLO Alefla ME CRANES; S me, , VIIITTRATIVIGS 99, .33E, F 3 F 316 ALL MORENO 511012INE 1014 -88048 A 11712148 LAP' Of SD K NEER AND TETTE CEEITIONS BEREPOREOTO BONER EP Z ITAE0 Cgr W PRIIINg DTCHOLE THE.SUBCOVITIORTIMS TOO. SPESCIONADOWSEALL DEWY AND COORDINATE THEYEENRONE MELO 711 CITAWNOMPRO TEN ANY 'TRW 08 FABRICATEANDIE SE09ST001101 ES.RESTE088E.12 ALLTRECTION awn. FOREARK ANDSDPIAARY CONSTRUCTOR SHOOED 1.1 aroous 'ufmtaktire BY Et AM Of SUEMITRET A 98 FOR ME PROPOSED CONTRACT ME SUBCONTRACTOR WARRANTS THAT 1.1.1 ITEEURIONTRACO. HAVE ONEFIRPYTALID MOUROUCHLY REPEATED THE DRAM... MOURN NOES AND HAVE 10010 11100* CCEPLETERN TEE ROM moans ?om sumaturr 05 101 PURPOSE RENEE, FURTHO EA, DRAW. • 373 81118 4841488 FA0310 „ 1 7.3 8848100001 311410 Nor sPtama tHm MARNE SHALL GCLIESSIELAR - MTN'S DE SETTEE OF PIE PROEM AS APFROIED BY TFEINGINEEV A , 1 74 WE AREPTECRAM. REGNANTE ANTELECTECAL 00083348 148 • D.ESIONS AND LOCATORS OF OPENINGS NOT AIENSCHEMOR SONS ON STRUCTURAL PLANS 1.12 THE RECCNTRACTOR NO CAREFULLY EVENED Mf STE E ME MORK AND THAT FROM HIS OM INVESEGATIONS. NE HAS SA1101IS 91ASEE TO 1I1E NATURE AND LOCATION 01 100 WAIL 00 10 TIll 484001199 484014 GUMTREES Of MA.AL AND DETRILRES TO BE ENCOUNTERED, AS TO THE EMIT Of REPIEN1 . OMER FORME TREED FOR THE PERFORIANCE OF THE CM AND AS 10 ME .ERAL 88880±8899414 8009001 13143 33001 MAY IN ANY WAY LEFECT THE WORK OR 113 PERF.ANE. RAMER MAT. III 1U010000l101410*010011610110100P11485S711S4 ARE 3101100 AND EMMEN. IN 111E 1111 14 consnRucnex REPRESENTED BY EL DRAWN. AND 04..IS BID VOA; FURTHER RAT NEITHER THE SUBCONTRACTOR NOR ANY Jr HIS ENEMIES. .N1S OR INTENDED AMPLER, NAVE .0 UPON NAY VERBAL REPRESENTAREE .GEDLY 411048000 48 UNAUTHORIZED FROM THE NO OP HIS EMPLOYEES OR .TITS. INELONO DE MEETS IN A.BLRING THE BP FRERES, PURMER MAT, 115 DIE SUBCONTRACTORS (INC)UDING AGENTS AND SMILERS) ARE AWARE OF AND ACKNOTEEDGE THAI CLOE COORDANATO AMONG ARCHITECTURAL IJECHANICAL/ELECTRICH APO STRUCTURAL DRA. PRE REQUIRED FOR THE E.OVANCA 1.1 88 041* • DETERILINAPON Of ALL COLUMN LOCARONS AND SETS • DETENENA11011 OF TOP Or RODR TOP OF STEEL RALE PAM AND TOR OF BEAN ELEVATE. • 00130090) 01 ALL OIMENSIPS1 THE suBcoSTRACTOSS (1NCLUOING HIS MEWS AND SuPPLERS) 91A1L 8431 caNSTOETRITON MR AND INCLUDE WOES FOR 11E MOE IN THE PREPARATION OF DIOR BRE MIS REOUREMENT SHAll SUPERSET% ME CONTARED A PIE MSC TECH/ OF STEEL cons.crlon,• FURTHER TOT, EIMER ME SUBCONTRACTOR NOR 481 31 laS 01101014, 091115 OR MEWED SUPPLER'S HAW SCALED DIEE DRAIN. TO OBTARI REWIRED DIMENSIONS: FUR. THAT, THE BID PERE IS BASED SEELY U. 88 004041301 DATRACT 0.1011S AND PROPERLY ISSUED VATTER .RESENTATONS 1.2 CODES III AO /EMCEE MAIER. ANE 0108K11004P SR. CONRAN 10 11 1991 ORFORD BELDING CODE (UDC) AS MENDED AND ADOPTED BY ME LOCAL BULENG ALLTHORITY, 10.2 T oIl RESIDDENCE TO OMER OCITER 4188000 000 sncncarion Ask 070.). SE/1L BE FOR THE LATEST OR MOST CURRENT E309088tA0.E 33 DESIGN clit*, 33.1 'UNIFORM LOADS LIVE LOAD 25 PE 250 PE DEE LOAD ACTUAL ACTUAL 1.3.2 CENCLETRATEDIRADS ALL MANUFACTURERS Cf PROENIDEVED cokem SMELLS LOCATE COORDINATE VERIFY 50905, Erg. 48 DECTTOOM LOTS OR OVER CEMERNATED LOADS AND CBOT ITER SISTAI FOR THESE LOADS. 1.3,3 1200041. 15015 WED PER WC goon 1613 • , 11151C 11110 SPED>. 02 01411 INITOLITANCE FACTO. 1 114 ,3051110 99 U01 SECTION 1624-1633 ZOND 3 IMPORTANCE CTOR 1.0 PUMMEL RE. (E) T 6 EOR POESMIDUITS, DOTS AND IJECONEM. FOOMENT SUPPORTED'OR 855a0 RON 21170515120 won, 10 SlifEr METAL AND /JR 00l331011740 CONTRACTORS 11 411010. ASSORATION, INC., PUBUCATON 'APPENDIX 0 000.61 MEANT MANUAL CAADEUNE FOR WM.& 01571113 ALL BRACING AND SUPPORTS SHALL OE DESIGNED FOR SERIE HATARD LEVEL (S)01) B SPFOILIFF UNE ATI.MENTS SNAIL CONFORM TO NEPA PAMPHLET 35.11 CONCRETE STRENGTHS 131.2 AU, STRUCTURAL LEONG E04.3 NEN STRENGTH BOLTED CONNETWIS *110010002 111.050487 A \ ElOWARE. SCIL PRESSURE 2500 PE, 0110030-1/30 INCREAM FOR LOADS , FROM 940.10 SOD. ORICK CEOTECHNICAL PIONEERING REPORT DT TERRA ASSODATER 10, 10110 JULY D 1997, . COT 14. 1617, 005013 1-3611 - • • 11 INSPECTION/TERME REQU.ENTS SEE DRAWES, SPE.CATIONS AND UK g01013 10 305 1111 000 00 CORDIED DIOR F F . 1.5.1 001130ATCR INSPECTOR BY BELPRE OFFICIAL TO HE IA. 21110 • ' EXCAVATIONS AND FORTNER, AND RENFOREMENE ME DI PLACE. f. ' • 1.5.2 micarT am OR ROM Nspicnot+ 31511100499030 TO BE MADE AFTER ALL 18010 808 AOCESSORES (INCLUDING ' REN.EITENT) ARE PLACID 00183010 11000ff 4106 011.4 1.0,3 ERR. IHSPECEONS Er BUILDS. 998*41001044 MIER ALL • FREEING 15 MEM OND All PIPES, DUCTS MCNEAL PLUARNO, ETC. ARE INSTALLED AIN PRIOR 701006 TEE FOLLOW. ID. RIAU BE TESTED AND TERFIED BY A 1131132 AGENCY EMPLOYED BY THE WEE. OMER IN ACCORDANCE WE THE MURRY BUILDING CCPC. ',SOOT SOW CROW" ... 7.- a,ALL BE 97LICED A7 AllE WA*. ' - " MT' ' , REPPOR000'011111 '' ' ,,, i'. ,,,, ,J , - , `'' - ' ,-. - ',,,,,-.=:;. • p,o,.,iairit jo' TAL 382b. (wag. . r :, - ,:.. . AToTtLE ..,,..3., ,.33 „A 3E3 1 , - ' - 3' p 1 DISTANCE NA 45 • BEM AT _ - . n'itz , 51Rucluro, ut .scalivas alpti:4 "smrsf ' ' ' "' O f L T= CORM. ME F 1 • 1.6.3 AILDE-LANINATED DEMMER:ER Y - 8 NE' ' E N. . 39,1 L A r., . 87 WCkTFE 0,8 . 1015( ?'W ',. • , , , ' ..-.. ,..;,,-. - - - 5 , '''..:, 3.67 . LAP otuxuiraii6 OR DE SPACING ftbs 2' woliEvEs is . 2 0 MISDELLANEOUS -, 51 co*ololrwl0000#ofl000 (uoos 910600 01138802) , 13.1 VEFEY ALE 011E119940 000 88110943 Fean, 331 0E1701. OF FNERIWIS • 001100 080 1480310 48, *1*4 94081*4530 109515305 #00.1 . 100 FORNEED EARTH 0010 NN SOB CV WADE r STE 1.K 175 ME STRUCTURE HAS BST DEST.D TO RESET MOE NEOUTROT ETON AND LATERAL FORCES AMER THE COESTRUCTION OF ALL STRUCTURAL .IENTS HAS CEO .PLETED. MOUE OF ME STRUCTURE PRIOR 10 COMPLETEI IS ME SOLE TESPELSIBILITY ME GEE. CONIPACTOR. 1110 RESPONSIBIUTY RELUDES BUT IS NOT TOTED TO . STE SOFTY ERECTION SWAN4, ILETHOOS, SECUENCED 101PORART 910005 188101, 030044380: USE EOUP.1 ONO CONSTRUCTION PROCBTORES ELEAVATE TODD.. SHORN AND TO FIRM UNDISTURBED MATERUL OVER- ennonotts 5E21 BE BACKEITED 08Th 1808 CRICK. (00v-2050 PS) 311 01 RACEITRACTORS EXPENSE METTOSE EXTREME CARE DEEM EXCAVATION TO AWN DAMAGE M BURIED U. 1003. 010 011140 MICE.. HENS UPON DISCOVERY, DO NOT PROCEED ICH 003181 UNTIL 4882415011101 NS1RUC0O0S DER MOWER. 4101403001 REPRESENTATNE OF PIE OWNER SHALL INSPECT ALL F001.0 EXCAVATORS FOR 51HEABELIT REARING SURFACES PROR TO PLACERENT OF REINFORCING SEEL 400400 9100349 AS NECESSARY TO 00101 04110-SCOENED 511851001. PILL, BARRE AND COMPACTION MOTU AGAINST VACS SPAIL NOT BE PLACED UNTO AMR DIA REMOVE Of All MATERIAL SUBJECT TO ROT CR CORROMIN. 014 0104 PLACED AGAINST RETAINTE «410 03 BEDEW WALLS SNAIL BE FTTEE DRAPING GRANULAR DAM. STRUCTURAL El OTHER THAN PEA GRA. SHALL BE OMUTA, PLAGE, IN 6 POI LIFO AND COMPACTED TO AT LEAST 95548 IS NERO DRY DEISM AS DEERE. BY 0019 M 1557 (MOD PROC.) AND ASO 0-698 (SWARD OMR} PO WASS NIL 9400 0015 0812901 PARTICLE Rh OF 3/6 DIAMETER. 10 STRUCIRRE MOTH SI OPERAL All CONCRETE SHAH 20 0080 ROE CCRCEE MEETING REOUIREMENTS OF 00-301, TRECIFICATONS FOR STRUCTRAL CONCRETE FOR WOKS" PROPORTION.. DE MENEM RR EARS [MERE. MA RIM BF BY MEIROD 2 OR TNE ALTERA. PR.133411. GIVEN IN AD-3111. PLACE CONCRETE PER ACI-304 COWAN TO AO-604 (306) *00 90148 04119111312 400 $8,604 (305) FOR HOT KAPUT DECEIT. USE INTERIOR MECHANICAL VIBRATORS WM 3,00(1 RAJ MIRO FREQUENCY DO NOT OYER-VERETE CORMS'S WAIL BE PLACED MONONTICALLY OEIPTELI GONSTRUCTION OR CONTE ARES 000941 4±0041010 WON PASTORE OROS EACESWE HOT CR CO20 TEMPI:ROWS FOP SMOI DAYS FUSER PLACING. 02 STRENGTH T040IE-0811 DAY .PRESSIVE STREAMS SNAIL BE 3.6 REDFORD. San 13.11(0 8411 PANELS SCOI) VERTICALLY FCENED WAILS 3000 ' FOOTINGS RE.WAIER/CENENI RATE FOR CCP.. SHALL BE 01SS MAN THE IMMO SHOO IN DIE TABLE BEME RAMO ARKM UTT WATFR-OFTENT RATE HY MIMI SPEWED • COWEIESSITE N0R-110 RIMMED 90-EN117080 STRENGTH PS CONCRETE . 0 46 WEE MAXNUNS MAY BE EXUDED IF 1451 MOROI PER SECTOR 5.3 OF AS 318 (WORM CODE REOUIREMENTS EA REINFORCED CONCRETE) ARE SORTIE) 10 00 APPROVED THE ENGINEER. FOR 06119114, CONCRETE MORROW SHALL BE ESTOUSHED BY TETTOS OF OE 318 EVEN 53 3.3 RAMOS 331 COEN, 0310* 004, TOE I OR 1/1 TE ENGINEERS APPROVAL IS NEEDED roR usz or TYPE 111 CIEW.111. . -- 302 CO.E AND FIEF AGGREGATE F ADE 01 033 ' WATERS. DE CLEAN 004 0016481 • 3.4 04740:40011000 09410±400 L. r YODER REDUCING ADISHOURE3 ASTM 1491 ANN/TURES SH. BE F. Fr USED IN EXACT AO.DANCE WM TINFACTILER INSTRUCTORS 312 SPIEREZED P4804880110 VETE& CONCRETE U001 ADMETPRES 10 )140100 1100400 CONCRETE MAY BE uso SUBJECT TO EILDNEER'S APPROVAL 34.3 NR EISTRAIRDIT. ADM 02130 AND LISTM)C404, ENTRAIN 4N PLUSEITAUS ID BY VOLUTE IN AU, MOORED OUTGREW 544 40 01100 ADIJNOURES POUNDED LIHUSS OPPOSED 41 11€ ENSINEDI 05100144981 00 020200 111 1011003 REMO/ENDED PRACTICE RCP CONGRETE RENEW CAD- ET). 153 RESHORIRG FOR EARLY RENOYAL OF ORION& SUEPORM DLL NOT BE PERMITTED. • . , .• • 113 Al 90111C 41/4.1, BF DE RESPONSIDDLY 01 THE CONTRADTDR. FORHYDRE SUPPORTS AND SHORING SHAN.. DESIGNED TO PRON. FINISHEO CONCRETE SURFACES AT ALL PACES LEPEL, AIRE AND TRUETO DIE ONERSONS AND MORONS SHORT TOLERANCES MID VARIADONS DOLL BE AS SPECIFIES 00101. 12031101, 000 P1201 004 10-010430 02-200 -" 3.61 01009800 9020 REPIFORCENDIT ASIA 0-615-44 60 1E2 CIRO DEFERRED Lifa RERFORCENENI ASE4 A706 CR 60 OR AsTs4 *9150 40 16.3 YIELDED LYRE FADRID 011310-181(1 ASIR A-82 13-65 KR 102 ' 34194130 840 ANCHORS 02111* 0-000 . T11T-UP 10330010 80110 3300 3.10.6 07.4 COUTRINS 00 010010 10 STROPS 1-1/01 105 BOTTOM Cf INTERICR sue 3/4 17.6 VARA 4)900 POLO ID CONSTRUCTION JOINTS 101 CONSTINTOON MOT SMOLA IN WAILS SHALL NOT EX.ED 50 ON COTO EXCEPT AS OREM BY ME MCA. 183 UNLESS NOTED MORTISE, LOMAX CP WE CONSIRUCTIOR OR CONTROL Al. TN SOD ON GRADE SHALL BE ON .. GROS OR ELDER PERMANENT PARTNERS ANO 91011 NOT 1004 20-0' 0/0 EACH 04 08 ELECTREAL CROAT sHALL NOT BE RAM, HIM A Rya ON GRADE. BUT P.ED BELOW ME 5.00 0) 480 014-8290. 19 GROUT FOR BEARING RAE GROUT FOR BEARING P1000 88 EDOMENT UP 70 25 MR BRIEJBOTHAMEIJZFEARDDEDME 10 OE CIESCASED ARO ORLRASSIRE) 01'I 20 1)0110 .. • NB moRE DOM 50m OF RIWYCILEAL CR ", ADES. CREERMSEDILEES 41. alEgJOM30 #01'07513 _ 03010PF54 V5 SLAIN IHRTELOEDO 04802050 00*0 • 0 1 13 . F rETA. WD JESTSM'''W100 14*4 '014888830510000047)009 -. .Nie: -'1.LBALTRT'IDIrx1'-'0";,ANDE 0 Rif CROUT SHALL BE MASERR.ON 928 BY RAMO BOWERS 1119900215 18 APPRO. EDOVALENT, ANT A PREPAEMET NOIRE ACATEGATE GROTE WED, PLACED, AND CURED AS RECOMMENDED BY 010 41000001505 MANUFACTURER'S WARRANT( S-1. NOT CONTALN A DISCLAIMER CR UNIT THE RESPONSIBIUM TO O. REPLALEMENT OF PRODUCT OR PURCHASE PRICE ORE SNAIL CONFORM TO CRO-C621-59 AHD AS111 1101 000012000 ROI TESTED AT A FLED CONSISTENCY (20 00 00 0.04) POT 010-0611-85 FOR 30 MAME, AT 45' 0, 70T 00044010. CADE FAIEFACTIEER 110.11 CERTIFY WM INDEF.. WE DATA TEE ME COARSER AT 3 OR 14 DAYS ODES NOT E.ED DE DT DAY WORSE . THAT ITS NON SOO PROPERTY IS NOT 8.13 ON 001 048000900 RUID CR. SHALL PASS PAOLI. THE ROW .E I EMIR AFTER BATMINC AT A 60 SEC= ROW OM12*, AND HAW A ARMILUM STRENGTH OF 2,5D0 PS AT I 0015 4,300 PST AT 3 DAYS AND 0000 PSI AT 25 DAYS. THE SUBCONTRACTOR O. PAY AR irammar asmic.LABORATORT TO RUN A 24 HOU EsIALOAITEN oF ANY GROOT MIMED FDR APPROVAL Di7111BODSTRACTOR SHALL RECEIVE APPROVAL FROM THE BUONO. !ERRE USING THE GROOT. 3.10.1 ERICA AND SPECIAL REAFOR.ENT SNORT ON PANE ELEVARONS IS DESTINED FOR FORCES OCCIAREG MIER PANEL IS IN POE ARP TEO 10 ROOF AND RCM weermcus USE STIONGBACKS ANO MYRA .NECR.ENT AS REWIRED AND DIRECTED BY PANEL ERECTOR FOR ERECTION PURPOSES. 5102 ALL PANEL DELENDORS FOUNDAPRI PLAITS RID ARCHIECRIR. 51VAI905 ADE TO MIER ONES 48 00000303 00 001 SC. PANE EMMONS 0113 DO OE CUT CR DIEL PANES onFour APPR0VI1 OF ENTIER UNLESS OMR CR ARCOT CH STEGER/1 DRAWN. 1101 SEE SPEOHCATIONS FOR FESTER OATING, ETC. GROUT UNDER PANEL DIPI A OS. PIA GRAVE CONCRETE GROUT IADA (3035600 PS 0 28 DAIS) PANELS DRAWL REW TEICAL 100511001 0' PANG 1030100945 700 NOTTONAL REINFORCRE FOR MOST PANEL CHEN000, NOT Al MEWED TENS AND MECHANIC& NA ELECTRICAL PEPARAIONS ARE SHOO. 0001000101 01211 WORDINATE 08480000480*1 A.ND ELECTRICAL MID REINFORCING POT PLANS 0,0)40151 II 10150 5.7) ALL nuatic 91A01 00 15 ACCEPTANCE DIN THE I STRUCTURAL 600 50 COOL' ANS/APS DI I. 1.32 ALL KONG SHALT BE BY .11PED WIDERD USE EEO TM ELECTRODES, EXCEP1 WERE NOTED IN SECTION 333 NO 08)095 48 REINFORCING STEEL SHALL BE ALLOYED 0000E 011001 400421 AIL WELDING Of REINFORCEMENT SH. OE PER 0200/011) 00.4. THE FOLLOW. EIECTRODES SHALL BE USED WIEN 0,01050 4000000010111 • FOR 4811082 USE EEO TO ELECTRODE. • FOR 940E15 OF ASO 0726 CR 60 ROAR, USE EDO EC FEMME 112 Al FUR PENETRATION MELD AND 410P 4005S SNAIL BE INSPECTED OE ULTRASONIC NON-OESTRUCTIVE TESTA PROCEDURES. RESULTS OF ESE EIALL BE REMITTED MR REPETTI BY DE SIDUCTITROL EIGINER 52 STRUCTURAL STEEL 0,2.1 ALL DETAAPit PABLOCATOD, AND ERWIN SHALL COMADR4 78 ME MSC, NANUAL OF SEEL CONSTRUCTER. 12057 01094 EXCEPT AS AMENDED BY SECTION 1.1.10F THEE STRUCTIRAL NOES 023 STEEL SHAPES 558 KATES SHALL BE ASTI A-36. 5.23 TIDE U.N. 914.11 BE FER 20111 A500, ORME B (Fy = 46 K(1) DR 4 HACH. BOLTS AND ANCHOR BOLTS SHALL OE ADM 0-307 540407 40 NOTED, 115 HIGH MENG. BOLTS SHAJL BE ASTN 0-32500 ADO ASTIA A-49001) TEN TREADS INCUTDED SHEAR PLAID. SEE PENIS FOR TrE REQUIRED AIL MGR STRENGTH BOLTS SHALL EE INSTALLED WM HARDENED WASTERS .FONANG TO ASIR F-436 AND NOIS 010188010 TO AMR 8-565 BEADING TOE BOLTS RAE. BE 11015148 90 PARAGR. B(C) OF THE SPECIF1CARON . STRUCTURAL JOINTS USING ASOL A-325 OR ADO BOLTS (TEL AS APPRO. BY PE RESEARCH aura ON STRUCTURAL OCAREOPCS5 OF 110.ENCINEERING FOUNDATION NV ENDORSED BY THE MERSA) INSITUTE Of STEEL CEISTRUCREL 1.00 STUDS, REMO mos. spur RE BY NELSON SITE 5(10410 DPASION, OREDORT INDUSTRIES, INC. OR APPROVED EONIVALENT. 5.17 EPANSIDI AND.. SHALL BE HiLE CONCRETE ANCHORS AS MANUFACEIROD BY HIER CORPORATION (OR APPRO. 0020010075 Cf THE EVE NOTED. 1.00 00101 010000. AL STEEL EXPOSED TO 8401040, 81000001 53115 18 AS NOTED 0A22 02 00100014 PER A51121 A-123 OR 0103 AS APPUCABLE. A8. WHEW SURPASES SMALL BE SIOP PRIMED AFTER FABRICATOR. MARL ANGLES 9)0. 050 A 90O101 OF 1.5 OZ OF MIC SEM PER WARE FOOT OF SURFACE AREA REPER . DAMAGED AREAS or GALIONTIO PARTS SUCII 45 1510 OLDS, ETC PER ASTI A700 APPLY MENG THICKNESS GREATER MAN OR FOAL TO MOM ONC COMING MANESS PREECE 1 • WARM SINEW 8741 D 91 stpb A 4(0 1S4 POEM SAIRIEREER 400100 00 (1145105 EAD AS 510)821:0200 INEAWFAR 5 001 9000.106818 01111 83?00 00). BOIRECECe SUMER DULL BEAR 000017 048S0 `COEC1104 DURCALL(ICIB) 110/1R ;CORM SWIMS CRAVE SAX PRIME cur WADERS 18 141030 000,10005, ISSAS. OS S.E. DOA ON ISOM. PEAT ALL'HOCO MTN CCIIERETE, MOM MOUT. NASOIET, 000 WEIN It OFLARTIO ALL MOOD 0038 volo1, AG ALL No. us cpyrAcy INTH EAR., EIWBCORDANCE 01101 8NDA POR THE PRESSUFE TREATODIT CP LIES.. DOOM LAIESI EDDA DERE POSSIBLE. P54-481 01* 480048 140538* ALL RIB COTS ADO DRUID HOLES SHALL Be I INIBNIDI ACCRIDANDCLIMI AIWA 4-4. 61 cARPENTRY HARDWARE BOLTS SHALL BE ASIR 4-101. RI 2 RADE% %ALL NALLEABLE RON WASHERS (111W) OR LEA. PEALE CUT WASHERS 111 NOS SHALL PE COMMON, WACO CR CAW. MATEE.AFR OEN. 00 CONNECTOIS sou BE ARSON, TECO TOSSOICK CR APFROVED ElLUM.NE ALL FAD SHALL BE ITESIALLED PER NARIFACTURERS RECOINISLOATIONS uNLESS OBTERwsE 6.1.5 HARDWARE ENTOSED TO WADER OR IN 010400100 P0011004 CF BLEDING BLAST BE CAD/ALLEM PER SECTUI R2.9. 6.2 ONION NAM - PER ETC vat 23-1-0 - 00e405000001 61 SHEATHING (REMODORIENTED SM. BOWE) EACH REET SOIL BEAR ME TRATE. OF THE AMOCO POMO° ASSOCOTOT ALL GRADING SIELL COMA TO PS 1-8494382094080 048-1001 THICKNESS. WIRT OF PIES AND O'ER AS SHOW All POMO SIIALL BE C-D MEM WM EXIT,. CLUE CR AS 0010010 -RE DRAFTEES AND SNAIL BE GROUP I OR II SPECIES 101.111 01 OTHERWSE SHOWY, PROVIDE ME 0900150 MEM NAILER PANEL EASES 100 AT 6 ON CITERTIERATRE $IPPORT 100 AT 12/ IA 0.0 GLUED-LMANATED TRIBET MATER., MANTEACTIRE . MALTY .TROL PER ANSOITC ASO %ERUCT GLUED LAMINATED TAM CAM 1-1/2 TINES READ WAD DETTECTON WERE NOT INDICAIED ON DRAW. 011, ENDERS BE COMBINARON FCR MAID SPANS AND 240-013 FCTR 0011100805 48 CANTILEVERED SPANS AND HAW EXTERIOR GLUE . AYERS SHAM BE INDUSTRY, APPEARANCE TIRES NOTED ON THE DRAIN.. PEES. MAE MEET THE REOUPTORITS FOR KIT MOONS Of SERVICE 6 12 TENDERS MAE BE MARKED INECATEC CONFORMANCE WM 00/31931 AND A AMR. A COREY. OP SEE .FORMANCE SYNE BE PROVIDED TO THE BO. DEL NO SCALE PLACE ALTER/POO CORNER BARS 0.5 6.11,11 . BAR 014 TYPIcAL ALL ow/4ER BA. s• Mx 'MN 2 Pm ce . 1 ' 041*410, 001000= SGT I C7 SC4B DEE g ONEOLETS COTON 5 = 51 • I 15l_ I04 - 111,11 *00 40(4 00 , 50 LLIALL P GREASED 91-1001, DOME AT GT CAL. "" - "Iwqr4MEREEMININ Wt Mg UNE TYPICAL STEPPED FOOTIN1G AT CORNER wargicom •"'"ulird LA. so 115 WEL71 8* IRP_ vs WALE coos. RE51-0 co.n.ous TE8 TLIDDL.4 STEP 48 • SAM DIA ESE AMA Tn.. *01.100 1.210 NOOD pRIMA LOCATION SPACIlt TroLVONIAL IETTFoRcEnENT 3) 04. Roo. NAY DE BEASIMITRD FOR DOLDLERSARE - BEE NoLE 41. DE*. ALL MALL DOWNERS PIDE. AND INTEREECTO46 SHALL DE PADDCATED AND PLACED IN ACCORDocE , WON APPROPRIATE DETAIL 17 00 DAR CJZ FT 61 ,,,,,,, C43101 . 31A L MA : 10 A409.14.11ADONIRT II WALL 0013.0 ROM FOOTI. DETAILS 1111E4R oc. To Dar. LOIN • PLACE LEOS INSIDE TIES apicELSO2EDIJELIclIZE,KETLE TYPICAL STEPPED FOOTING - MAX STEP 2'-0" T - F 1 ." Raolus EDGED 71, 10 GT I OT--.1 P110 010 = 1sc11.E TYP D ETA IL OF FIFE AT CONCRETE FTG ® B HT. Dow.. D ATcH Losono•NAL DILL REINFoRD). T 11! 1114 4 2.17 00 OO -j • ERDP5E 13 END 2" BITLERNoue FILLER ri5.10,51. POUR STRIP JOINT er..121.cg„,,E,23,AAL..0 PAO SCALE - NED oN 7 2\ .VISED 8403000 / 4\ t CAW .1.117 5,02 CITY :11 I LIM:1,1 AUG 2 5 1998 91JILn1N1) 13,531(13/ CONSTRUCTION SETJ A ALM REVEIOND 50 DATE /,‘ 5,2ABLI 6/76/98 Ls 1 E72 . 1.0 1 OS g„ fit 0 4 0 1, GENERAL 1596 NOTES 4 TYPICAL CHM IDET4IL5 JOB NO OWED F ORAN ORMISS 0010 0.ED . 'DATE DPW pg-T,411,, • • CIVIL R 5 rRucruft. A. ENGINE RSAPL ANNERS •25,' . - ;r:2 ,i',:f01155 01 01 !silt err STRIP TTP JONTS RIP 9FF NOTE 19 TYP ALL JDwT9 — n M POUR STRIP FAIR ARP TrA Ar' ALL E POUR STRIP AT POUR 5IPoF5 GRADE - TIP 5 SLA5 AT 51RIP9 I GGNSTR OR CONTROL F I 51 ;if 6 COL COI. ti TYPICAL FROM GRID G TO C GRID 66 _. -- - —' 23//=R0TO� xF Wm P ALL JOINTS N w PAN STRIP AL AT 16 Or IN 7 S 0 T ar17 �" l' EA WAY - TIP STRIPS AT /AAR FTG 1 -430 G ADDED FGnTBG ELEVFVATI0149 ( � � v � iEWDCpv 1 AHDL ., ( C1Tr CUt'IE As AND RF) -. 0 PW. MT 4 -I5 _FADE OF 404.E .0 FOUNDI4TION P1.-4N FACE OF WALL PROJECT NORTH PNL ABOVE SfrP FTG 251 FACE OF UkL0 FOOT IT' SC 4-45 -1L E MAR: SEE REBSOfCB,EN1 REMARKS CD 140_' F60 1415 EA WAY BOTTOM 15!5 EA WAT DAUM 11! 5 EA WAY 6pT10M EXIERCR PANELS AT TWA, FOUNDATION NOTE5: STEP FTG - FACE Cr WALL— SEE AROU DUGS FOR LIrIENSIONS. EL EVARWS MD • wALL9 NOT 810131 2. SEE SHEFT 5101 FOR STRCNRAL NOTES AND Tl PICAL DETAILS 3 REPORT ICN aT AND SL. SUPPORT REWITEPENTSTH151S TO INCLUDE ALL EXCAVATION, FILL AND FILL PLACEMENT REGUIREMENTB. 4 vERFP ALL WINDOW AND DOOR 0401109 AND 1514415 WRH aREH D1156 5. SEE ARCNTECH DRA11545 FOR DRAMS. SLOPES AO 01HER FLOOR DEPRE9910N5 NOT SPAIN 5 BEE SHEET 6401 FOR PANEL ELEVATIONS. T. CONTROL 40w155 IN WALL USE DOIELED EXPANSION JOM NNE_ PER , POUR STRIP AT ALL PANEL JOINTS 5 5 CONTRA JOINTS M SLAB 811 ERE 9000510 SEE: WARM. JOINTS IN POUR STRIP ek ErinNOPIe A (5 34945 WALLS ALP. GRID LINE) AND G ^ brb AT 21 OO. FRAMIN . APA RATED SHEATHwG,1191DES FINISH FLOOR TO Sk 0INN' \ CLUE•LAH AT 5EZ2ANWF IN SIDE TO ROOF, USE 3x AT EWES. NAILIW: 10d AT 3' OO EWE9,12' 00 FIELD PLATE TRTD4x U4 NLn py 50LTLT II EXP� ANCHOR LL✓ S'EM9ED 0 SI 21 . 00.SPACIN. G ANEL EWES MOCKED KGER NAILR AT ADJOINING EDGES, DOCK 0 406 131.0041 G_ .4 - 10. PROVIDE Mr 1U Old LCONNE T.TTO,, FTG AS SPAIN IN 05202 AT WMG WALL& CENTER W WALL LENGTH, LL 011!? 02 rt1110010 �11 AUG 2 5 1790 CONSTRUCTION SET 01VIL k STRUCTURAL ENCINEE R$4 P1ANNERS CM/ AUG PER 0 -j 1988 :ENTER JOB 1 9113]0 DRAM 9:3%44 ,CHUCKED DATE 514!50 s2.O1 EDprvE OUNDATION OF1UNWIIA PLAN IT Ti.t. wM11. 111 ., • - xaii�S FA zz Ine Im xz L » WALL L2#., IIP NOT 7010044<0246600 108 RE '..°� CT ION' =I M=.1 FER PL ° r AT 1.0O, DECAL CNTRO'. -. .107NT PER POUR STRIP Alb !4) 5 4106 UV I1 EMBED SEEDED TO RATE (2) R. w WI' EMBED 41071 CALLOITS M COMON ASV 113.N 0407 S T U DS AT ' O DED STUDS AT D' L. 414 FOOTNG 001704 M'PEF $C°1 `OH DOORS PER 46014 • BLOCK CUT IMO 04542 5KBLED WALL 3/5 MK ANCHORS SY EMBED PER PE S• NOTE 9 COW dRODO COL E '4 , if 1 rrP BASEl 111111111011 w v� SEGT_ION ARarr I A II I I 69 COL FINISH FLOOR waG 5PwMi _ E� 5r • F TON ) D SPADNG . SECTION NOT TO SCALE L282,' EON SIDES - PER ELEVATION BONDART REFF PER PANEL ELEVATION OLR 11 a POOPS TMP 3/71 v NI ) 15 4r TO @ - E1 ph' W Sm ED 9D' NceK PNAN g ib GONG 00.) TTP 413 OL FIN JT END DIST Y DISTANCE CENTER INC. - N CPA,NE. SIBS APPLY B.. BREAKER To CON PRIOR TO PDANG POUR STRIP r6A23220 OS00 )/21 r TNSSDEAf SW , ._J.- ICE AT CTR OF SNI0 3I' •0• 'A',6 99.0' A FLA' GRID PL MALT SECTION 1111 ro A106 WELDED TO E • EMEEDAk' W/ DID 99• HOCK Tm ''BRLO AGE -T BEYOND ,00'-9' EA PANEL AT CCNECTICN I GROUT PANEL HOLD DON BEYOND INTESOR 91EAR FOR ALLOWS W COMBAN SEE e V •. TAD RODS WNIL -.0 TI Nli 41 4021 13 EMBED MM SID 99' NOOK SEE GINL FOIR FOOT. CRAM DEF. REAMED FRONDE MOISTER PROOF I ETIBRANE WEN GRADE EXTENDS ABOVE FMISN FLOOR SECTION = III =_111 SECTION COL AND FTG SEE FOR GALLONS T5 COL WD PLAN R REDD NP SEE PANS_ FOR NM AND LOGATIDN TS COUPSIS PER FLAN 111 -i 1_.111 -1I -ICJ OF GRADE TOP ES /2)12 2 THFD ROOS m s• MBED VINO CONED • " T= 2 C.77 REM 06 WOG' ENE WELDED TO @ SECT 101,1 'S1- 4EA1z.. WALL FOOTNG 5-CI- {EC)ULE LOC. GRID ®' R 4" Gwo 05 DEPTN 'A" sass 01% wR LOCATNN AND SPACING SECTION AFTER UELDiw A"✓iLE CTR WDER FOOL JT STD 99' NOOK t WALL 2. VpCb WALL AT �\ 90. SEE FFO D S SRI GALLOWS 5 ovo ax6 TR•D E 4T,. • oL \ r SECTION TILT-UP COND WALL PANEL BEYOND FOR NTS M COMMON SEES THICKEN SLAB AT TRICK 130.9 • "r5 COLLEN PER PL41. 81600 B 23711994 -0" fB)'S Ala, W I I, EMBED MIN SECTION \ AT PE SLAB DOORS 5 1 BAR 910 9O• HOCK 11 GALLaTS W CCEI N PER aA PLAN 54391 EMBEDS �REOD EE�E I 1440E =i II• � f4 -YIEw CChBffMS J - CTCNS PER PANEL OR R HROOPS A REREa o 0ER ( AUG 2 6 1S 30 BARB SEE SC 16 [CONSTRUCTION SET II � W 8 85' 4" " 0 CIVIL 4 E T E A C T U S A L 16 ENGINEERSSPLANNEES (44 ( 1 10 NO 915120 84254 -'. W.KD -DATE 9459 82.02 DEVEEOTION [0Ra 5/24/29 1 m Pmpw)2wETAIUNDALS n0303 er AUf 1 . 1998 PER CNTER OT F PLAN 841.1.CPC AT BAB !EFGED E PER YELPED TO B - - EMBED 5y W STD BO HOCK CAR l —\ 4 1 e;.07,7. SECTION ■ v ADA PANEL 4 0 0 0 1111 AB .. REDD FOR DEM Eo P & L L 1, JI OFFSET SPEAR CONECEC NS ON NEARhAR PANELS SECTION SPEAR CONETION NEAR PANEL BLOCK 00 1.1 NEAR PANEL TO ALLOY Fcr WELDING OF SHEAR CONNECTION PER e FAR PMEL - GROUT FULL AFTER WELDING ETD -01 CALL PER BLEED PER SOED O • m• N4 1 1 EDGE NAIL. MON BIDES, S•ED PER NOTE DN HS501 EPA NOLEL 0,6 4106 WELDE0 TO E - - EMBED O.i uv SlD DV MOCK SECTION 416:1141.110G AT How FM ATT6 Y{E0£HLK6 16 u51 BY ED STUD WALL PER PLAN ax RID R uV Ex. EOLT PER NOTE 914, BHT 5201 5 coNT w T6P SECTION PER PLAN E COL FTC,. BABE B TS COL PER UV NILTI NE C-100 r. p Ip • � 1 EPOOr• C• B a4 1, G ADC WELD ANGLE AT TOP OF COLLET.. BORN THROUGH, REMOVE ONCE ROOF 15 N ELACE fEVi6W PER eHBLr0150 1) AUG 2 6 1°98 CONSTRUCTION SET 1 0X•855 B, TB4O5 J R CRT 896 PEP IT HBL CI � L R STRUC TUR A ENGINEERSARAINERS REVISIONS .1 50298 i\ z 13 N40 6 4 1998 CENTER ,2T BY JOB NO 91500 0045) 58.480 CHECKED . DATE 5,405 FOUNDATION mg,,pETAILS 1 11 xeims 331;t3 A I D EMBED, PER TYPICAL AT 131 PAL END SATE AND 480,960'6 OFF ICE NODES • TT, AT L TO 51•17. TO SHTG ] G rO..Tv JB' 0'Y 111 ALL N4IL0 TO BE CQF1W (71 44.1.., 01£A2N8y.TO BE 3]116 BFAN RATED, ( 3 118E 326 OR x6 AiWN.4 TIE 516405 N AREAS IDENT131EDON P1.4.6 A10 N PET t41 0TAf�gR NA LO 'CROSS PANEL ,, UB8 3116 AT P4NFj. ED0E6 . 10 52410 3 0. 1 82416 = w' ROOF P R14MINC� F'1-,41•1 D 1 A -d A r O !] PANEL JOINLB (141001011 (31470 (4] "4' 91041700 1 614242 PNE:4 EDGE FIELD �MdR,\'°, U 0481:404 1x4 42 1.0' 00 04 411 0 04 016' a 08 4112 30 84}50 ]90 2-48 774100 0 I�TEDA. x0 734414`OC 258 00.410'00 RATED 385770 545 96 7nb AT 7 24. and AT ]' CC IL 4T 3' 0d 4! E' a RATED 655 PLF �. .BK 350050 AT I 480 41 (0.2 ]EK 3502504T10 -0'Oq TO STITG PROJECT NORTH TO; BHTG FCR N6a TYR tO. EUTG 71 -m• SEISMIC JOMT TO G 1e' -14� TO eNTG 20 ITS' `/ BELOW /—GL 9K n1 BELOW GL 5K ∎. 9 RAT ABOVE O 8 JOIS 004 1 T S. ' TO, Ea % 130 654290 Ai p.2' OC I \\ TO TP-05,4 �\ - 1.026 OR 06 SKEWED RGO FOR STIFFENERS dGONAL WALL 10K 350/250 4P,RAw1 LORD m',ACES S E E N OTE w DIAPHRAGT1 CORD Br10 /BI PLACES SEE NOTE 6 SEISMIC JOINT TO 5HTG 16' -96x' To 5Nra rr 1 210 34,a50 Al I0 -0` 00 23K 350459 AT 10'.0 Cc� .2545 (t) � i O. 9HT0 • 0DIC4T85 TOP OF SABA% 8006 F12.66111J6 61016E.5: 1. JOIST MR TO DESIGN BAR J015T AND )0157 CODERS FOR LOADS DUE 10 MCA ECUIRIV41 AND SPRINKLER GENERAL ta41RAC105 CWI 6441* MECHANICAL G 4MECHANICAL SYB 81 WEIG■T5A0cAlioNe WITH JD19T rFR PRIOR rO FABRK.4TICx 2 JO.T 1589 000101 JOISTS FOR RARE I0911, MED., WIT OVER 4 xa AREA /1, WIT CENTER£. 91E4 BAT AT OFFICE AREAS 3 JoIST DE91WATICN B SNCILN A5 TOTA LOAD N PD0458 PER 1/ FOOT OVER THELVE LOAD IN POWD5 PER FOCI. 4 I EACH cats. euPPORI Na ..0/5T G 770009 ,11451 Fm BHAL MATCN THE BEARING DEPTH OF ALL .1051 GIRDERS FRAMING NO COL.. 5 AT EACH GIRDER 6JPPORTI149 BAR S7Br, 40191 r1R SHALL MATCH THE 00480014 DEPTHS OF ALL 543 40101 FRAM. INTO 416I4IRDER b 101 AND 40161 GIRDER MAT HAVE 3734 .014004601#426G 170410. STEEL DE1011LER TO CW16,16INA10 HEIG11 Cf BEARING 3E41 WIN 40151 6180 1 ROOF 601ST 64PRLIER 10 PRO4IDE:BRI00RGPoRJ0161 PER 81764016261810000 104184800418NDA110NBM 805RCF1T0104095NDW]t 00244010120].D BRIWMGBHAL 8460 BE .0702.00 PoR4 NET WR.R1CF 90p31. 6 J 018T 14R TO LOCAI6,BIE'AND PROI'1ppEE ER4'0110NBCLT648 RECd'117D. 6l EEL WAILER OHALL CLOfA10413 404410105 15061 HOLE5 5{ 414 LM' , K EMBEDS. 310 _ BEE ARCH R40 n4,10 FGR WOKE .ENTL0CALI0N9. I0. 044 860 5651 ,E6ti4 N9 i0 50 3453ORIE0 61 STEEL 0100509 &KARMA 60000I50J4TE LLEIGN15 AND 60CAiO4 .. 161091P16 TO 848104 TOP CHORD OF THE 4014133/705 FOR 6604 BE(N1IL LOAD 08 21000: 17. 616.159 MFR TO DESIGN TOP 324000 cF ALL J0151 0160009 WLE55 005IGRATED OTHERWISE FOR A AxIAL SEISMIC LOAD cF 20 KIPS /2 09 `86 t0 02360 r5P 0088 CF THIS TP155 PoR 00IAL SEISMIC, LOAD OF 5i mNR TO I REI NAILER CONNECTION FOR . t0 L1 ,p 6T IF NELE66ARTI 655 PLF } f 1RU58'0077 TO DE91W TOP C CF THIS 110109 FOR 4H IAL SEISMICI I, TO LM A9.T NECE55A, 19 1.55 MFR TO LOCATE RL5 uE 0 -.LOW F-.LLAEMENT CF 96 DRAG STRUT, SEE DETAIL 415303 ADDED TOP OF 344041000 ELEVATIONS 0 REVIT:ER DIL5 /A45L RE ( VI r eL cC L 4 1.0.01!5 AUG • 2 G 1378 CONSTRUCTION SET FISR[e 6 /1l 4892 ONY A, CIVIL EN GIN EE R-S 44LANNERS AN PERMIT REVISIONS DATE I BY Ll • 5 5/1]/30 1,42480 066 LAH 4 -{ ROOF u�m ° vEF, RAM ING h 1799' PLAN' ENTER ' 106 NO 9119174 95.66.61 01400 ED DATE 5]499' 53.01 pL4N VIEW 'I= GTIQI�I p1BED �EG'T'IbT�I BR) E h 456 5LKG AT EWE9 - � W0LL 00 SIM BOUD4RY N41L50 SECTI01-1 SECT I OI AB.4 91{B TF D E OJT iO DFD AT 48,04 /WALLu D.C. AB. AT 48 O014' Ai GRID V, •F• AND 4') IW S'EMBED -6r 8: ATM .. ALL EFLBMS 1554460800 AT4. EDf£6 0' OC: ROCP \ Si, F36 EA:H ALL STRAPS ANC 3. TO AOGN W-2,BED5 P Ai 4L STRAPS ALKN__ 9 CNCRD STEEL CNL� J TP4NFL iTPE T y i BOUNDARY NAILI SMP 511178. AT V.O OL. ANCHOR •B1BED , r MM SNP 1.1136TF EA END 4T 6'•Q' OD MATCH MF]SB LOCATIONS S TO P CROSS ALIGN B/4644B • WRAP ACROSS (2( 1/55 OMB FRO BAT 151555 Tu4N 11 0^ ODE) MER +A•e x 95X0 BOLTS IW 4• EMBED AT 8' OL. PER WOG AT GRID •L' 1 1 B54?10N LTT5 4/ ti•• ROD W NILTI HY PR EPoXt, 4• EMBED / 2\ ENE., F16N OR F36 TYR EA ENO STIFFS - USE 3 %STEVENS. AT STRAP 10047a15 5 AT WAS N COMMON STRAP ACFIF_SER4T TWO iRtStS W MSTrn 90 YN IW ALL ETEDE SECT I ON `[(( A AT EXTERIOR FACE pi AN 41425 .T II' -0h• 455 GD vEPFi 73C LIEU, B TO CANNEL SOILED WALL AT SIM lcLar Ai WALL AT 5TH/ IL immu iWD RIPPED.IO MA BALLINECIG 4/. Ad WL ° F LV,7M 5.0'0G (PANE AT 34 1OC) WEE • SHOP 544144LEO - - E;12 C 5510 FM OR F36 {GfE -1■�y /• 9 nN 0 ME ET BE MEET FROM 4 ANT r memer. Cl9B OTLC9r6txY t' - - � (414x11•- WELD TO CHNN5L CONPITIL 99'. PANEL EDGE ETA (4154•5 ti TR 0MR TO 054YN • 0410RDFCR AXIAL EEI510 104005505PE40 BE 11 P%rBEAT T w BO/ w e.= 00.100.120 WEE. • 9024 YFR 1'0 DESYNTOP CNOA FOR AXIAL 05111'010 FORCE OF 50,1909. • • W/6' EIB•AT c I• E PANELS IS SE GT10∎1 CD ERECTION BOLTS PER GIRDER 1 FR 2 ARIES/uVt' SLOTS PARALLE a• .a WR9 � LL RECO SIZE — L,RD / GIRDER v. SEAT DEPTH Sus h•x I'-3' BEIM. [LORD MEMBER. mwee Tir II 1 L tl MISS 14 AM 1155E ROOF ER NOTES 4301FOR fiEIYIK: AV. L FORCES FEOIFED M GIRDERS 5 j I/4D B BNORY NAILING ED • CSC r HA% BUFF PER R/ S IMP M. OR F.' P EA END SNIFFS CHORD STEEL /SEE PANEL) OM CONDITION AT JOINT 2. AT0 OL 4. PLYWOOD EDGES PINRE FLOOR ELE0 F !GENERAL /2 NF ARM, EDGE NAILIF0 PLYWOOD SI.EAR WALL WE 501 5201 FEM6 ND4E CHORD STEEL ' REO'D AT PIL TTTPE+ AND WE D t0 EA V4 V 45ID EA GIrmERacrD OP WELD TO EA D EA ER PER GIRDER CHOW MANFA:TIIE CHORD 70 0STTAB R E 3 4,4 . .2514 . W/ NOREO+RAL SLOTTED R0.3 SEGTIOT�I O SEGTIOT■1 Lm. ^S-EGTIOT�I SHEAR WALL EDGE KAU. AT 5n rBAEJF_D WALL, CONDITION AT JOINT TRIES ER T1P ELL SECTION BETWEEN T(u155 S A. DOW LEDGER SEISMIC EXPANSION JOINT SE GT1Ol--.1 \ G RI) 4GL t 3 . .GIRDER 6 3 3%- Av0 CAP d FLASH SEE WOOD FILLER ARCH RY I, � 1 - 451 NAILMi / LYG 1! r PER PLAN 5EIMIC'EXANION JOINT s T G W h'e LAG EW$ AT.40 OL. WI O./ MIN PER PC . CB( FLUSH SEE CALLOLITS N COMP JOIST MFR DE5YN JOIST BRG BEOEA A ATS AND J061 GIRDER TOP \ iRd1AFER SK AXIAL LOAD TWO ROWS OF ROOF BOUNDARY NAILING lACN4 i0 Ed TOP - -� cAoRn LE W/ t10SIDE B'4 hre "r4 uELO 510 R' 5 710 BATSG d - AL TO - CT W "a' ON. LLB, IN IC TRUE SPACE 00 TRUSS MER 055164 C IN .-R 1¢ 0 ., a TRIES CHDRD WLE05 NOTED OTHER,ISE ON PLAN SECT 1011 4LTIL1 4T ENDS 551 LTTB STRAP AT W ILTI 145E416 ' AT A 5, I.126 1 '1• GYP SNTG, PAINTED GL Se x9 ON SIDE — GLAZPYi BY OTHERS SECT1ON / \ SED 4HBVCT -LB REVIEW nG BLKG 5TYN ria001E5 FOR 131 BAYS - F M GABLE ENDS OF BLDG ON ALL GIRDERS ELKG RILL . M E TO VIS AT GRID GRID A FROM 'A'TO'' TR69 i0 V 4 GIRDER TRUSS 11 A9.00 14 , 4•0 I4ILTI LUCK BOLTS OC APA RATED SMG i TRTD BOCK ALL PANEL \ / e AB AT ENDS aGL / n FIELD I , E. EMBED E BED 5 HORIZ AUG 2 6 1928 sow N'G DIrTSTS - CONSTRUCTION SET L MV O °KV 1u ROOF O5525 6 39 PERMIT 15 nua ! 1 me FRAMING.f - °� 5155 D�TAfLS , C I V I L 4 S T R X C T U R A L E NCI N EE R 5A P•LANNE 45 REVISIONS DATE BT 5/23/99 JKC 1 /21 /9S LAH 0 4 102 No 918110 DRAWN BRAKO CHECKED , DATE 3/5855 53.02 13reltaid> T363 .urt f3/ 6.3 GT 1 f ri MINIM SET 1 01 , SIN3hTxr .6 NOTCH ST TOP @ KNIFE AS R£CD ■fIR R 15 :p TATO VS AT TAT OL CHORD REINS 6, - ATTAcs BT@AT 2, On 61R:3ERT,ISS COL—/ SE E 5PLICE 5 IV' BAR JC367 sc Gq--1 6/16 IU/ • 6 / 4 CID 60 At OL. 3,LLED WALL BENNO 0 T 1 Gq- GT 1 ET I1 SNP MU@ CNC SIDE, ONE CH TOP \ ES8 GIRDER DEP M.6 1'. <=1 KEW@ T3 (3, *3356 .333635 CI COL SEE 00 Role ‘V.2.4/ BIRDER TO COL CONN • KERR IC .1, ANO OHM AT9 ANDSVIT S CT1cG1--.1 BOW:TART NAILING GT 1 01- 30. / LW 3 3 , EV BOLT 111/ S EMBED T S 6 LETS AT AT 6,1 AND NM 2 CEIT A7 631 JOST TffR TO LOCATE BEBE TO MISS ROBE OF HS TER SCREWS AT BMNIEN/RY SPACING DIAPAR,rTI 04CRO \ .novt CHORD SPLICE CONNECTION ET T1c1 1=' L .41' GRIP ( TO STRAP7T SPLICE PER TOTAL LaGTH s c, 1 C71' COPE END OS 6,1 AS RECO AUG 6968 6.6 PR /2 STIFFENER AT GRID 3 • 10', ESE BBB 6,166 EA ENO. 311.151RBURD. AL.@ BACK OB. ESE Eri, BUGG. -411404 SKEEED AT BM .106, REVISED PER ALIBL/OPS5 REVIEW CC11-3=NTS ( CONSTRUCTION SET I EOM 6 //Me CIVIL .§TRUCTURAL ENGINEER SAP L ANNE WS arTS AUG pEnu RENSICHS DAiE R/23,36 BY 2 tll 0 4 A 4 3 4 3 :5 ROOF 0043 F4MIN I DETAILS JOE1 91 ORAIIN kR/*54 53.03 BOUNDARY AND CONN. TO' P M . SCHEDULE MARK WISER CF BARS CHORD N'J tBER BOWDART REMF CORRECTED TO FOl0ATICN MIN; MOD (11r3AT 3' OL, CENTERED W TWILL LW 1 HI 1'B !U (Pl'9'AL VOL. LDITEREP M WALL ( }15 AT 3',OC.4D(53RED N WALL 1 (311 (3)1 ma f (Jl 5 AT 3' OF CENTERED IN WuLL 1 ' 6J1' 115 (3) WV 0(50415 ED NWdLL - (3) 1 i l lll II r1 ;1i t E(R1 -- ■!\I /11111/ 1 MO 1111.11 11111 ■■■■ 11111111 111I1 NMI - 0111111 11111 i..i 11111111 1111■ — (13 B RE L l, 111111111 1 11111 -----::6111 D UINDO . 1111./ MINN A ..ii 11111111 IBM MN 11111111111 , O■11 IBM " , "� 111111111 111111111 111111111 Al SNn 1111■ " IIII hl U 11� - I - -1-- iIllh ,_ , .P L n1 EA 5406 A EttP AT ATB6hpAT 5 4T (0' OW.5 SO II I E� I D �EII� .� D15FAFACE II II 01 iDTAL TYP � to�� � III1 ■III► 111111■1 I 1111! 11 I111f ii •L 11 11111 111111111 MIN f.ii it VIII .... till !:1111111 i! ■! HIIHIIUIIIIIIII =�IlII 11012 `i Il. -- -- - -- ■■!! 11/ r 111111 •un ipmm umum 11 ■i�si 1111!11 INHEIMEMN A7 FMB- (5)5E ACE DV TOTAL T"P NO. SCALE, AND 5A o oc NCR, Trix ALL ovER ae y!. o VE RT 5(445 AB . r1.4R1 AT \ (2 5 tt 5 ONES0 AT 3 XT ' OG NE 50 INDD.N0 1]15 hP '04 ATL !N E4 FACE AT Ll E FPNDATIpv PLAN= FOR BASE NC ORAGE A WALL S.AE TD EALL COtNECTIM \ PEE PAEL g FOR CALL UAmCN SEE PANEL FOR Co n ALLa� mON OPENrWS 1E55 THAN 3 P SEE CHYIEER NS.<NCFS TOT m O CO ;TARS PANEL WIDTH C PAPER (((0 BN W BLDG PAPER 0 RUI . NOTED OIHE ROISE 1111:1, 7111•11 Ec(£5 uND AT O< F AT 111 Fd ACE O 4i AND • T '5 L: 6 O !AT 5 AT AT 05 FACE O PBNNG EWE n TO EDN AT (31 S.EA FA (61707AL • T2 OW ha, TO .7CW SEE NLg S FOR IN COHN. PANEL !V 5 T 1N ;� AFAPE 1TDTA TYP BANDAR, REEF FER SCHEDULE SEE PARE A FOR CALL COM D18 - ai53 TILT - 4a1 - WALL P41�1E =L L u4I I'ON AT pONEL n .0120 AS TIP OPS RSE A9!MOD PER SCNED SEE PANEL IN COMICS OR CALLOU 1 Ar PANEL GE ED SEE( 2 5 Ed FACE (141 TOTAL 71 COfAER BARS NO V VSE PANEL O FOR RBA AROND WII-0WU 21 USE 14141 9N14i0 PLATES PER ® AT BOrt RIW4( ) 11 11 91 45P PANEL /01¢FE 2E580IY. SEE PANEL n INC LW}� co 5 7T RISK RPOR LEE PANEL E R FOR BA 6 SIZE, HOVER AND LOC 1 OFFTYR NCRE, Ai ac . IN SEW SERE SNOW RACE iIE N PAiL f£vfA AT TR. DOORS ONLY 14 G - EXTENDED TO DEC R AT TEA EWE AT OTHER ONS HoR Day SEE PAMELA PANS AT PANEL CT 1 01∎1 13)5 rb` Oi4 1558 0 L ORFACE oF Z 55 r MIZZEN WTT OG SEE PANEL FOR Ce C4LLOUT Yv CCY1 15 • 1 OC SEE RE P EEQ AT TIES D 0.0 NEM To WNDOM 51.LE LAYER I, A106 AT PANEL 1 AT PANEL EDGE 5) 5 EA FACE (N)! AL (61 hP 3EE - ((((0EP'`E µ T 5E8 TIES r b AT 11' C. RILL IDOGPS B CKER KIN // / AND CAULKING TTPICAL TYPICAL VERTICAL EDGE REINFO OUTSIDE FACE FOR PAL (�A1DO EDGE 161 IOEAL P TYp .5 AT TOP IOF D DOORS A AT 2 n 0TTC TYPICAL NORD D ARTICAL AT LATER PIF S�GTIOI�I O E5 OW BETLLEENWMOS AT ID OC SEE PAVEL( ) FOR a ll. (GENERAL PRECAST NOTES T E g pa CO C E BABE. ETCDOvE 151N ADDITION P TO TiCAL RS BA AT OPENIf 5 2 ALL E PANEL GOCTOR PIHEN51ON5 SHOWN ARE 10 CENTER LNEP A CONNECTOR, UNLESS NOTED ONEFV . 3 DE ADDITIONAL REINFDRCMG AP REWIRED (DR u G AND LIFT. EERTS RERHLAL RE.DRCEnENT TO RN 'DLL FED EXCEPT AS APPROVED DTHERHIM. vERIFY BITE AND LOCATION a DUN (B5 6. DO .L SHOCK DRUANr HOLM, IN PANELS WHHaT CF ID. EER .LESS aNaN OR wDIwTED 1 REXFORCr5 SHOP DRAWG9 ARE TO BE REVEWED BT THE ENoKSER PROR TO FABRICATION AND PLACEMENT. i KALE PANEL ELEvAT1MB. SEE ANKH DR.,. FOR MILD. D nENeIMS AV 5 BEE PEL OFOL TYPCAL PAFEL 65 6OFCE3£NT EN 10. STEP TOP OF PANELS ERE RELHIRED PER ARCHITECTURAL PLAN E5 0 FULL MT DOORS EA AUG 2 2 7�:,1 L o F W °0PSIEM5 (GN9 / < CI rt CC1ENT5 AND RFI AT PANE_ 5 EA FACE 16 DTA TTP 1.1T OF DOORS TIES 1_11 PANEL ID DID COX ECT PARER al NE 91PE ILDRG COINER AND SHEAR uA ZP LL 0 TTP BAADARY SEEP PER SCHEDULE SEE PLAN FOR HOLD OLIN COON. DETAIL AND SCHEDULE FOR WISER OF BARS COAECIED O PCLINOATION PANEL h >1461C4'TYP REQUIRED AT - 41' PANgLB ONLY NTE( FACE L 83 4 LOFRTREw= W4L SEE PANEL GALLOWS • N•u CONSTRUCTION SET 6 O 1ui E 1Oi'r4 • RM CIVIL A STRUCTURAL ENGINEERSAPLANNERS TUG 1 9 . 1 .. (0 0 4 -J 0 PANEL ELEVATIONS AND DETAILS 108 NO. 91192) DRAUN BR(JKL CHECKED DATE 914)05 64.01. n1 EA 5406 A EttP AT ATB6hpAT 5 4T (0' OW.5 SO II I E� I D �EII� .� D15FAFACE II II 01 iDTAL TYP � to�� � III1 ■III► 111111■1 I 1111! 11 I111f ii •L 11 11111 111111111 MIN f.ii it VIII .... till !:1111111 i! ■! HIIHIIUIIIIIIII =�IlII 11012 `i Il. -- -- - -- ■■!! 11/ r 111111 •un ipmm umum 11 ■i�si 1111!11 INHEIMEMN A7 FMB- (5)5E ACE DV TOTAL T"P NO. SCALE, AND 5A o oc NCR, Trix ALL ovER ae y!. o VE RT 5(445 AB . r1.4R1 AT \ (2 5 tt 5 ONES0 AT 3 XT ' OG NE 50 INDD.N0 1]15 hP '04 ATL !N E4 FACE AT Ll E FPNDATIpv PLAN= FOR BASE NC ORAGE A WALL S.AE TD EALL COtNECTIM \ PEE PAEL g FOR CALL UAmCN SEE PANEL FOR Co n ALLa� mON OPENrWS 1E55 THAN 3 P SEE CHYIEER NS.<NCFS TOT m O CO ;TARS PANEL WIDTH C PAPER (((0 BN W BLDG PAPER 0 RUI . NOTED OIHE ROISE 1111:1, 7111•11 Ec(£5 uND AT O< F AT 111 Fd ACE O 4i AND • T '5 L: 6 O !AT 5 AT AT 05 FACE O PBNNG EWE n TO EDN AT (31 S.EA FA (61707AL • T2 OW ha, TO .7CW SEE NLg S FOR IN COHN. PANEL !V 5 T 1N ;� AFAPE 1TDTA TYP BANDAR, REEF FER SCHEDULE SEE PARE A FOR CALL COM D18 - ai53 TILT - 4a1 - WALL P41�1E =L L u4I I'ON AT pONEL n .0120 AS TIP OPS RSE A9!MOD PER SCNED SEE PANEL IN COMICS OR CALLOU 1 Ar PANEL GE ED SEE( 2 5 Ed FACE (141 TOTAL 71 COfAER BARS NO V VSE PANEL O FOR RBA AROND WII-0WU 21 USE 14141 9N14i0 PLATES PER ® AT BOrt RIW4( ) 11 11 91 45P PANEL /01¢FE 2E580IY. SEE PANEL n INC LW}� co 5 7T RISK RPOR LEE PANEL E R FOR BA 6 SIZE, HOVER AND LOC 1 OFFTYR NCRE, Ai ac . IN SEW SERE SNOW RACE iIE N PAiL f£vfA AT TR. DOORS ONLY 14 G - EXTENDED TO DEC R AT TEA EWE AT OTHER ONS HoR Day SEE PAMELA PANS AT PANEL CT 1 01∎1 13)5 rb` Oi4 1558 0 L ORFACE oF Z 55 r MIZZEN WTT OG SEE PANEL FOR Ce C4LLOUT Yv CCY1 15 • 1 OC SEE RE P EEQ AT TIES D 0.0 NEM To WNDOM 51.LE LAYER I, A106 AT PANEL 1 AT PANEL EDGE 5) 5 EA FACE (N)! AL (61 hP 3EE - ((((0EP'`E µ T 5E8 TIES r b AT 11' C. RILL IDOGPS B CKER KIN // / AND CAULKING TTPICAL TYPICAL VERTICAL EDGE REINFO OUTSIDE FACE FOR PAL (�A1DO EDGE 161 IOEAL P TYp .5 AT TOP IOF D DOORS A AT 2 n 0TTC TYPICAL NORD D ARTICAL AT LATER PIF S�GTIOI�I O E5 OW BETLLEENWMOS AT ID OC SEE PAVEL( ) FOR a ll. (GENERAL PRECAST NOTES T E g pa CO C E BABE. ETCDOvE 151N ADDITION P TO TiCAL RS BA AT OPENIf 5 2 ALL E PANEL GOCTOR PIHEN51ON5 SHOWN ARE 10 CENTER LNEP A CONNECTOR, UNLESS NOTED ONEFV . 3 DE ADDITIONAL REINFDRCMG AP REWIRED (DR u G AND LIFT. EERTS RERHLAL RE.DRCEnENT TO RN 'DLL FED EXCEPT AS APPROVED DTHERHIM. vERIFY BITE AND LOCATION a DUN (B5 6. DO .L SHOCK DRUANr HOLM, IN PANELS WHHaT CF ID. EER .LESS aNaN OR wDIwTED 1 REXFORCr5 SHOP DRAWG9 ARE TO BE REVEWED BT THE ENoKSER PROR TO FABRICATION AND PLACEMENT. i KALE PANEL ELEvAT1MB. SEE ANKH DR.,. FOR MILD. D nENeIMS AV 5 BEE PEL OFOL TYPCAL PAFEL 65 6OFCE3£NT EN 10. STEP TOP OF PANELS ERE RELHIRED PER ARCHITECTURAL PLAN E5 0 FULL MT DOORS EA AUG 2 2 7�:,1 L o F W °0PSIEM5 (GN9 / < CI rt CC1ENT5 AND RFI AT PANE_ 5 EA FACE 16 DTA TTP 1.1T OF DOORS TIES 1_11 PANEL ID DID COX ECT PARER al NE 91PE ILDRG COINER AND SHEAR uA ZP LL 0 TTP BAADARY SEEP PER SCHEDULE SEE PLAN FOR HOLD OLIN COON. DETAIL AND SCHEDULE FOR WISER OF BARS COAECIED O PCLINOATION PANEL h >1461C4'TYP REQUIRED AT - 41' PANgLB ONLY NTE( FACE L 83 4 LOFRTREw= W4L SEE PANEL GALLOWS • N•u CONSTRUCTION SET 6 O 1ui E 1Oi'r4 • RM CIVIL A STRUCTURAL ENGINEERSAPLANNERS TUG 1 9 . 1 .. (0 0 4 -J 0 PANEL ELEVATIONS AND DETAILS 108 NO. 91192) DRAUN BR(JKL CHECKED DATE 914)05 64.01. T. R SSJ GR FIN FLR 0 IN PLR ,,I Y-0.J AI Ors GR1D I LOOKING EAST ALONG GRID F5 LOOKING NORTH CITY CC1YtEN15 eNp RF.I. 0 e I I I ` 56 FLR - -- — J —I II TD. FG i ALONG GRID D5 LOOKING 5gI16 r 1D KG SCALE 06 " • I' -O• e ]e ALONG GRID 3 LOCKING EAST INTERIOR ELEVATION LOOKING AT EAST END WALLS 504E V." • -® . H 1 PIN FL. INTERIQR ELEVATION LOOIkINS SOUTH 4 Ala* GRID 55 LOC(W NORTH FIN TD FG T FTG 1'.0° 'AI ONO GRID F 1 OO4KING NORTH 1L245 GRID 65 I O0[ a IIE1t INTERIOR ELEYATION LOOKING AT WEST. END U1ALl:S f TO FTG FN FLR ALONG GRID 9 LOCKR0 UIE6T 1Q ,G \ ( - 5 m 5b 5 , 8 INTERIOR ELEVATION LOOKING AT DIASONAL W ALL ALONG GRID AI LOOCIN0 50I1H ® 5 Y 6 636 AJT A GRID 21 LOOKING EAST F lD RG _ -TO. FIG EN T I /`1 NAME ELa6i_GRID 5 LDOIC5 EA6T ALONG GRID F'LODIGNG 0001N ALONG D1AL WALL MIN LOOG NRT OH E EV Tl HEAR UJAL �. !_E TI ®NS OCAL6 N6 .I -0" INTERIOR ELEVATION LOOKING NORTH 232.52540,62022 LOOKING EAST 1,00 2 8 1218 CONSTRUCTION SET HBL 0 •L S r 94 9 1 5,R Al ENGIN EE R S mP LA NNE RS INTERIOR 9m"'o &ET'1`„,ELE VAT IONS At121 9198 ' FEENIT516T2 200 NO 81000 cwg m, Nr -.3o,T I:AAi1P I L d9 0 _3 6 c e N 0 T. R SSJ GR FIN FLR 0 IN PLR ,,I Y-0.J AI Ors GR1D I LOOKING EAST ALONG GRID F5 LOOKING NORTH CITY CC1YtEN15 eNp RF.I. 0 e I I I ` 56 FLR - -- — J —I II TD. FG i ALONG GRID D5 LOOKING 5gI16 r 1D KG SCALE 06 " • I' -O• e ]e ALONG GRID 3 LOCKING EAST INTERIOR ELEVATION LOOKING AT EAST END WALLS 504E V." • -® . H 1 PIN FL. INTERIQR ELEVATION LOOIkINS SOUTH 4 Ala* GRID 55 LOC(W NORTH FIN TD FG T FTG 1'.0° 'AI ONO GRID F 1 OO4KING NORTH 1L245 GRID 65 I O0[ a IIE1t INTERIOR ELEYATION LOOKING AT WEST. END U1ALl:S f TO FTG FN FLR ALONG GRID 9 LOCKR0 UIE6T 1Q ,G \ ( - 5 m 5b 5 , 8 INTERIOR ELEVATION LOOKING AT DIASONAL W ALL ALONG GRID AI LOOCIN0 50I1H ® 5 Y 6 636 AJT A GRID 21 LOOKING EAST F lD RG _ -TO. FIG EN T I /`1 NAME ELa6i_GRID 5 LDOIC5 EA6T ALONG GRID F'LODIGNG 0001N ALONG D1AL WALL MIN LOOG NRT OH E EV Tl HEAR UJAL �. !_E TI ®NS OCAL6 N6 .I -0" INTERIOR ELEVATION LOOKING NORTH 232.52540,62022 LOOKING EAST 1,00 2 8 1218 CONSTRUCTION SET HBL 0 •L S r 94 9 1 5,R Al ENGIN EE R S mP LA NNE RS INTERIOR 9m"'o &ET'1`„,ELE VAT IONS At121 9198 ' FEENIT516T2 200 NO 81000 cwg m, Nr -.3o,T I:AAi1P TREES 15 ACER RUBRUM 'RED SUNSET' RED SUNSET MAPLE 1 1/2 CAL B & B El '•1 26 CARPINUS BETULUS 'F001101000 PYRAMIDAL EUROPEAN HORNBEAM 1 1/2" CAL. 8 & 8, 8' 0.C. C 21 PRUNUS SARGENT! 'COLUMNARIS' COLUMNAR SARGENT CHERRY 1 1/2 CAL. B & 0, 12' 0.C. D 30 THUJA PLICATA 'HOGAN' HOGAN NESTERII RED CEDAR 8-10' El & 6, 8' 0.C. E 4 11LIA CORDATA 'GREENSPIRC GREENSPIRE LYNDEN 1 1/2 CAL El & B NMI F 01 15 MAC14OUA STELLATA STAR MAGNOLIA 2 GAL. B & B 3' 0.C. 0 @ 103 PH0111418 X FRASERI FRASER'S RED TIP MIKA 24 MIN. CONT., 4' O.C. H 13 PIER'S HIBRID JAPONICA SNOWDRIFT PERM 2 CAL. CONT., 5' O.C. 105 SPIRAEA X BUMALDA • GOLDFLAME' GOLDFRAME SPIRAEA 1 GAL. CONT., 3' O.C. 67 VIBURNUM DAVIDII DAVID VIBURNUM 1 GAL CONT., 3' C.C. K 17 8BURNUM PL1CATUM TOMENTOSUM DOUBLEFILE VIBURNUM 2 GAL CONT., 8' 0.2. L 0 53 VIBURNUM TINUS LAURUSDNUS 24* MIN. CONT., 4' O.C. m . 20 THUJA ORIENTAUS '4E51510417 WESTMONT ARBORVITAE 1 GAL. CONT, 2' 0.C. anon' coin W7,4 ARCTOSTAPHYLOS UVA-URSI FFUNNIKINNICK r1GAL CONT., 3' 0.C. LAWN cAvh AREA ttk6, 417i0eA7610 ...-:.:.:.:.:-.,:..,:,:.::..:....,.......:,......,..:..::.:::.:................-.,...-,:.:.:.:,:•:.:,:,:.:::::::::::::::::::...: N 541.0079 E 611.9318 1 461111111110itialli 1I 14 -E - IalqsliNG TREES S 4,4 (DO NOT DISTURB) C ; ' ESIDDE AND PROTECT'02011NC TREES. REPMR ANY DAMAGED LAWN . TO MATCH E10$11NG - BLBASRADES SM00131. , The Glacier Building • // Zjf . 3,1 , ; .20.3421 718,'.1331 4 6854738 - 53450549 8.2156 843.0280 , 750.8468. PLANT SCHEDULE YM 1 OTT BOTANICAL NAME LEGEND ai PLANT SINEA. PLANT OUANOTY COVEN NAME SIZE REMARKS LOOK FOR LIKE PLANT SYMBOLS AND PATTERNS TO LOCATE ALL PLANT MATERIALS NOTE 1. SEE SHEET L2 FOR GENERAL NOTES. AUG 254 E ' EN " 71:7 / CWIPLETO NEBO ' Z r i7',41,1244 . 588 „ PERMIT cEN1 AHBL CIVIL NBTRUCTUR AL ENGINEERS•PLANNENS •,.....,; 43 1,3 '2111,,r1IniNV. REVISIONS 5,22/9B 01.190 X ti- LANDSCAPING PLAN 400 110 1111040 MVO NIV CHOCKED OW DATE •/18,46 - L1 BY 2918169111010 ADD FERTILIZER TABLETS AS PER NTF RECOMENDED RATE FOR 9II e MMMMMMM: .; rg s:00 u.nr GY.MPACIFD SOIL MOI WATERED IHORDMG41 URN. COMPACTED SOIL 1211 TER. THORCU 0 2 OR CONTAINER= 0 GAL) GROUND.. GROUNDCOVER PLANTING DETAIL NOT TO SCALE MAN UNE - MANUAL DRAIN BAIL VALVE V R V NOT TO SC. 0R1252 BACNC PLAN 4I: POINT QF CONNECTION IPLANI �O O POP UP LAWN & SHRUB HEAD DETAIL NOT TO SCALE EVERGREEN GROUND.. 0 AMHLL SDI SOIL ER PI DOUBLE NECK VALVE FIRS. CRANE -\ EEL I. RUER TO SPECS FOR IDOL INFORMATION. 2 O SHRUB PLANTING DETAIL NOT TO SCALE B O THRUST BLOCK DETAILS NOT TO SCAM RUBBER VALVE NAW(FA CM NEATHERMATIC No. DONS ENSUED GRADE 15 NOTES: �OE(AUWS WARM FOCI CONTINUOUS 2' HIGH WATERINB BANN BERM I. INST. 512 21 BLOCKS AT ALL ORANGES IN DIRECTIM OF MANURE. 2. All CONCRETE TO BE RATED AT 2500 P9 Al20 DAYS. 555052 WATER MO 3 REFER TO SPECIFICATIONS FOR ADDI1OVAL INFORMATION. 11 MAIM, DRAIN VALVE DETAIL ADD1ER4112ER TABLETS AS PER NLR RECOMMENDED RATE FOR 22E 00501L R I X 5OL mIN N WI, If xuLa ARE I£V£1 WM CM S.10 PVC SLEEVE TEE k If LONG 2 PIPE W/ CAP TO PREVENT MIN[ 0115122 02262E MSC AII0E VALVE. Wu21N5 50205, 1/2' SUMP W. GRAIN GRAVEL The Glacier Building O DECIDUOUS TREE PLANTING DETAIL NOT TO SCALE O TRENCH DETAIL NOT TO SC. GATE VALVE DETAI•. ROT 10 SCALE 4 O CONIFER TREE PLANTiIG DETAIL NOT TO SCALE O QUICK COUPLER DETAL NOT TO SC. ELECTRIC REMOTE CONTROL VALVE DETAIL NOT 10 SCALE PVC GENERAL NOTES SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION 1. SUBMIT TO LANDSCAPE ARCHITECT (L.A.), ONE MONTH PRIOR TO CONSTRUCTION, CONFIRMED ORDERS FOR ALL PLANT MATERIAL. PRONE THE QUANTITY, LOCATION, PHONE NUMBER AND ADDRESS OF THE GROWER. 2. ALL PLANT MATERIAL SHALL CONFORM TO AAN STANDARDS FOR NUSERY STOCK, LATEST EDITION. PR0600 HEALTHY WELL- BALANCED PLANT 'MATERIALS AS SPECIFIED. CONTACT LA. (IN WRITING) 3 WEEKS IN ADVANCE OF PLANT MATERIAL DELIVERY TO ESTABLISH ON -SITE INSPECTION. PLANT MATERIAL SHALL NOT BE INSTALLED UNTIL IT HAS BEEN APPROVED BY THE L.A. ALL PLANT MATERIAL SHALL BE PLACED IN ONE ISOLATED LOCATION ON THE PROJECT SITE AND PROVIDE UNRESTRICTED ACCESS FOR VISUAL INSPECTION OF INDIVIDUAL PLANTS. PLANTS SHALL BE ORGANIZED IN BLOCKS BY SPECIE AND SUFFICIENTLY SPACED TO OBSERVE OVERALL 0602614 HABIT. TREES SHALL BE UNTIED AND BRANCHES SEPARATED. UNACCEPTABLE PLANT MATERIAL SHALL BE REMOVED FROM THE JOB SITE. 3. LANDSCAPE SUBCONTRACTOR SHALL USE CAUTION WHILE EXCAVATING TO AVOID D101120125 UNDERGROUND UTILITIES. IF UTILITIES ARE ENCOUNTERED, CONTRACTOR SHALL PROMPTLY INFORM GENERAL CONTRACTOR AND REPAIR ANY DAMAGES. 4. LANDSCAPE SUBCONTRACTOR SHALL AMEND EXISTNG TOPSOIL IN -PLACE AND STOCKPILED TOPSOIL AS REQUIRED TO MEET TOPSOIL DEPTH REQUIREMENTS AS SPECIFIED. COORDINATE WITH GENERAL CONTRACTOR TO DETERMINE QUANTITIES NEEDED. 5 REFER TO CIVIL DRAWING SHEETS FOR GRADING AND UTILITY LOCATIONS. 6 OBTAIN APPROVAL OF FINISHED GRADES FROM LANDSCAPE ARCHITECT PRIOR TO PLANTING OR SEEDING. 7. LANDSCAPE CONTRACTOR SHALL HYDROSEED LAWN AREAS AS DEFINED IN THE TABLES BELOW. LAWN SEED MIX' /50404FFJI MIX APPLICATION RATES PER ACRE: B. LANDSCAPE SUBCONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING QUANTITY OF PLANTS 11441 ARE REPRESENTED BY SYMBOLS ON THE MAIMS. IF A DESCREPANCY BETWEEN THE PLAN AND PLANT SCHEDULE IS ENCOUNTERED. 1101106 THE LA. FOR CLARIFICATION. 9. LANDSCAPE SUBCONTRACTOR SHALL INSTALL 3 INCHES OF SPECIFIED MULCH CONTINUOUS IN ALL EVERGREEN TREE, SHRUB AND GROUND COVER BED AREAS. ALL TREE WELLS WITHIN THE SEEDED LAWN AREAS SHALL HAVE A 3 FOOT DIAMETER RING WITH 3 INCHES OF MULCH. 10. LANDSCAPE SUBCONTRACTOR SHALL DESIGN AND INSTALL IRRIGATION SYSTEM TO P40200 COMPLETE UNIFORM COVERAGE TO ALL NEW PLANTINGS. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS (INCLUDING CALCULATIONS) FOR RENEW AND APPROVAL BY THE LANDSCAPE ARCHITECT. SYSTEM SHALL INCLUDE METER, DOUBLE CHECK VALVE, PIPING, SPRINKLER HEADS, VALVES, CONTROLS, CONTROL WIRING, WALL MOUNT INTERNAL CONTROLLER, FITTINGS, ELECTRICAL CONNECTIONS, AND PROVISION FOR WINTERIZING BY BLOWING OUT WATER AND NECESSARY ACCESSORIES. IRRIGATION MAIN SHALL BE MINIMUM 2 1/2 INCH SCH PVC PIPE, SYSTEM COMPONENTS SHALL BE RAINBIRD, TORO OR HUNTER PROVIDE REDUCED HERMETICALLY SEALED CONTROLLER CHART (RECORD DRAWING) SHOWING AREAS COVERED BY INDIVIDUAL ZONES FOR THE S11E. LAWN, SHRUB/ GROUND COVER AREAS SHALL BE ON SEPARATE ZONES. REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMA0ON. 11. LANDSCAPE SUBCONTRACTOR SHALL SHALL SUBMIT IRRIGATION SLEETING DIAGRAM TO GENERAL CONTRACTOR PRIOR TO SITE FINISH GRADING OPERATIONS AND INSTALL IRRIGATION SLEEVES PRIOR TO SITE FINISH GRADING OPERATIONS. 12. LANDSCAPE SUBCONTRACTOR SHALL WARANIEE THE SATISFACTORY OPERATION OF THE IRRIGATION SYSTEM IN 0VERY DETAIL AND ALL PLANT MATERIALS FOR A PERIOD OF ONE YEAR FROM THE DATE OF ACCEPTANCE. 13. LANDSCAPE SUBCONTRACTOR SHALL CLEAN UP ALL DEBRIS AND LEAVE SITE IN A NEAT CONDITION. 14 LANDSCAPE SUBCONTRACTOR SHALL MAINTAIN SITE FOR 60 DAYS AFTER FINAL ACCEPTANCE IS RECEIVED IN WRITING 110M THE OWNER'S REPRESENTATIVE. AUTOMATIC ORAN B PROTECTIVE SLEEVE / SUMP WWI ORON (RAVEL (2 CWT.. MIN) 9 O AUTOMATIC DRAIN DETAIL NOT 10 SCAT£ =VI PRAEII152, TES COPS TO FACE UP FOR 21 5X20 CCWC UTILITY VAULT IB'W,51LIBb MIN. ;;2 ECONOMY NRf BO% MN �1 IIWIi� 111 \ 1 TO METER Ate'. �■ -� UNION, TIP GENERAL NO1FQ 4' OA ORAN. RUN N DAYLIGHT I. INSTALL BALL VALVES MO BRASS UNIONS WHERE SHORN, 2 PIPING AND 004602 TO BE BRASS 22% GATOR PERENNIAL RYE GRASS 22% BLAZER PERENNIAL RYE GRASS 22% CHARGER PERENNIAL RYE GRASS 17% PENNLAWN CREEPING FINE FESCUE 17% VICTORY CHEWNGS FESCUE (BY WEIGHT) TRIPLE SWING JOINT O POINT OF CONNECTION DETAIL �4 NOT TO SCALE WICK COUPLING VALVE FOR MWIERIZARON 8 PRESSURE TEST HAN UNE CONC EGO. -- PEA GRAVEL 2000 4 WOODFIBER MULCH 220 LAWN SEED MIX 435 A 10 -20 -20 FE4014704 150 N SULFUR COATED UREA 40 d 140410IER TO PREVENT RIPPUNG AUG 2 5 553 J HBL C I V I L R S T R U C T U R A L E 8044002 S•P LAN N ERS • C 80 AUG 1 NS N0. DATE 6/2258 LANDSCAPING o 4 IRRIGATION 0 NOTES 4 92 "1 DETAILS 600110, 119%9 BRAUN NV. CHECKED CW DATE D149R L2 BY 08910,5 F.2, 51IB2 0.0..99 :rasp n44 _ Ira The Glacier Building wo ...,..... = III IA I. ii. 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