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Permit D99-0259 - Downtown Harley Davidson - Building
This 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. D99 -0259 Downtown Harley Davidson 1300148 th Avenue South RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = 8rlef Explanatory DeSclriptiop �t�tutel ule 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 68, 141 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. D99 -0259 doc: CertOcc City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 CERTIFICATE OF OCCUPANCY This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, 1997 Edition, certifying that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use for the following: Occupant /Tenant: DOWNTOWN HARLEY DAVIDSON Building Address: 13001 48 AV S TUKW Parcel No.: 0003000046 Property Owner: TOM RUSSELL & JENNIFER Occupancy: 0023 Occupant Load: 427 Occupancy Group: M/S Type of Construction: III -N Signature of wilding Offici Permit No D99 -0259: r 2 14 / 03 Date t THIS CERTIFICATE MUST BE CONSPICUOUSLY POSTED ON THE PREMISES 099 -0259 Printed: 02-14-2003 Parcel No: 000300 -0046 Address: 13001 48 AV S Suite No: Location: Category: NRET Type: DEVPERM Zoning: C /LI Const Type: III -N Gas /Elec.: Units: 001 Setbacks: North: Water: 125 Wetlands: Contractor License No:. FIORINI1210F OCCUPANT OWNER CONTACT CONTRACTOR Permit Center Authorized Signature: The granting cancel the or the perfo development Signature:_ Print Name:__ Cit y o f Tukwila (204)4313670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: Status: Issued: Expires: 32,d, D99 -0259 ISSUED 09/27/1999 03/28/2000 Occupancy: STORE UBC: 1997 Fire Protection: SPRINKLERS East: .0 West: .0 .0 South: .0 Sewer: TUKWILA Slopes: N Streams: Phone: Phone: 206- 241 -2600 DOWNTOWN HARLEY DAVIDSON 13001 48 AV S. TUKWILA WA 98168 TOM RUSSELL & JENNIFER 13001 48 AV S. TUKWILA WA 98168 BRETT JACOBSEN PO BOX 66826. SEATTLE WA 98166 FIORILLO NORTHWEST INC PO BOX 66826. SEATTLE WA 98116 ******************************************************** * * * * * * * * * ** * * * * * *•k * * * * * * * *•k*: Permit Description: CONSTRUCTION OF A NEW 34,421 SO FT RETAIL BUILDING. PUBLIC WORKS ACTIVITIES INCLUDE: FRONTAL IMPROVEMENTS(CURB CUT. ACCESS, SIDEWALK & STREET LIGHTING).LAND ALTERING, SANITARY SIDE SE- WER. FIRE LOOP /HYDRANT INCLUDING A DDCVA & VAULT, WATER MAIN EXTENSION (PUBLIC & PRIVATE). WATER METERS: PERMANENT & DEDUCT, LANDSCAPE IRRIGATION AND STORM DRAINAGE INCLUDING INSTALLATION OF AN UNDERGROUND STORM DRAINAGE VAULT. ****************************************************** * * * * * * * ** * **** * * ** * * * ** * * * * *4•, Construction Valuation: $ 1,831.197.20 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: JFM Curb Cut /Access /Sidewalk /CSS: Y Fire Loop Hydrant: Y No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 300 Fill: 1500 Landscape Irrigation: Y Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: N Private: N Public: Y Storm Drainage: Y Street Use: N Water Main Extension: Y Private: Y Public: Y ' k****************************************************** * * * * * * * * * ** * ** ** ** * * ** * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 15.297.91 ******************************************* k** k******* * *k ** * * * * * ** ** * * ** * **** * ** ** Phone: 206 241 -2600 Date: ID-DD-q 1 I hereby certify that I have read and examined t is permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. this per it does not presume to give authority to violate or vision of ny other state or local laws regulating construction - e;f k. I am authorized to sign for and obtain this Date: b_/"Z- This permit shall belome 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 ti for a period of 180 days from the last inspec on. City of Tukwila ( Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 000300 -0046 Address: 13001 48 AV S Suite No: Location: Category: NRET Type: DEVPERM Zoning: C /LI Const Type: III -N Gas /Elec.: Units: 001 Setbacks: North: Water: 125 Wetlands: Contractor License No: GREENRC148MM DEVELOPMENT PERMIT .0 South: .0 East: .0 West: Sewer: TUKWILA Slopes: N Streams: DOWNTOWN HARLEY DAVIDSON 13001 48 AV S, TUKWILA WA 98168 TOM RUSSELL & JENNIFER 13001 48 AV S, TUKWILA WA 98168 BRETT JACOBSEN PO BOX 66826, SEATTLE WA 98166 GREEN RIVER CONST COMPANY INC 6402 S 144 ST; SUITE 1, TUKWILA, WA 98168 * ****************** * **** lc************* *'**************** ** ****** ***•k * ******** * * *•k **** Permit Description: CONSTRUCTION OF A NEW 34,421 SO FT RETAIL BUILDING. PUBLIC WORKS ACTIVITIES INCLUDE: FRONTAL IMPROVEMENTS(CURB CUT, ACCESS, SIDEWALK & STREET LIGHTING),LAND ALTERING, SANITARY SIDE SE- WER, FIRE LOOP /HYDRANT INCLUDING A DDCVA & VAULT, WATER MAIN EXTENSION (PUBLIC & PRIVATE), WATER METERS: PERMANENT & DEDUCT, LANDSCAPE IRRIGATION AND STORM DRAINAGE INCLUDING INSTALLATION OF AN UNDERGROUND STORM DRAINAGE VAULT. ******************************************************* * * * * * * *•k * * * * * * * * * * * * * *•k * * * * ** Construction Valuation: $ 1,831,197.20 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: JFM Curb Cut /Access /Sidewalk /CSS: Y Fire Loop Hydrant: Y No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 300 Fill: 1500 Landscape Irrigation: Y Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: N Private: N Public: Y Storm Drainage: Y Street Use: N Water Main Extension: Y Private: Y Public: Y *********************************************** k***** ** * *k * * * * * **k * * * * ** *k * * *k * * * *k* TOTAL DEVELOPMENT PERMIT FEES: $ 15,297.91 ** * * * * * ** * * * * * * * * * * * *•k * * * * *• kilt***** ** * * * * * * *•k ** *•k * * * * * * * ** k * * * * ** k * * *•k * * ** * * *•k ** RAC, Date: -7 ;r1 —C R OCCUPANT OWNER CONTACT CONTRACTOR Permit Center Authorized Signature: Signature:_ Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: Phone: (206)431 -3670 D99 -0259 ISSUED 09/27/1999 03/25/2000 STORE 1997 SPRINKLERS .0 Phone: 206- 241 -2600 Phone: 206 -246 -9456 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the 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 permi Date: Print Name: �C Le5 /o,, 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: _ 1'..4t).01 4.:' PV _,tt'ice. lenanc: ' TyPe : CrE;tl' tUCLt0 -0046 .y;;. jcwa:•A.w;:.tc:r.:.:.m; ° ..i+ "'1'.:s: .:.s�'w::: . ia' i4s:*!:.' 31:° V!.:! t?rx>:. acx-..x , ..�s... ..- ...w�xxxrYr :+S:ri:'!!1 �:�... E U t•: h �. i_. Status: ISSOEC: 1 . • f : . ! 99 ) .i_•s,ueci: C9 'r: 1 i99 k k M k ri'k k 4 k ;4 k. • O r k •k k k' 4 k.k •k 4 4. k k k, k k 4 k •4 k 4 k k ,4 k k. k k :4 k k k. k 4 4 4. !r k k k i 4 k k 4 k} M k k i 4 k k k* 4 k k 4 .4 4 ,k per.mi.t y:ondition=, ;ICIo ' chantyc's . will be mcade . to the plans un I es.s ;IpLIr''veci bv 1;17e ,Engineer and the T'uka,i l3 EEu.i;iOitrq tri . j on. n I l L ? l lli t:;; ins r +ec ~r tt ri;` t ti�c�e��.cir ; ". at, ti aura +r� re�i i t Lih , :Ma I i be . ava F.Iab'Ie % ty.the iR:i .,.:i ll' Prior illr to tht s'C,L''o't 0f any con - str lrtstiort Ihesreii+:iCumencs:'are t +l .Iei' mal ay i 1 - . table tint i f i in.a'l irt tec••ciorl ; ,alit ?rtival is Ch anted EieCtric:a I .Per'm'it Sha IT be 'obtairied' "the Washing tr' 1 :;t. to C +ivl ar ?n tit Lah'o . and Indu_,.tr ies ancl ai:l eIer tr'ft I 'work w`i.l.; .De inspected by that agency l?`iuclrk�ini <. rer�ttlit: '.•h -l' be +7b•t4the.d thr otaut} : the Seat:t lt' t ino (.o'trrr•lieL tr^'tmentl iof P+.rhl:iw' Het tfi. Plumbing,: will be 1n'stoe,ct'ed +'bey" that ' �'t.7ent:v.,'' l • inc u i in'+ .a I I gas r i`I�1ng • , A I i ,met; h•arri�c'a i •w'J.ri shall be 'trn.de.r' separate tfi+' t ,r cif q'crK:wl I �� r £ 1 l G•on.zt.f'.`;lf.Cl'.1+.m to he ,.. 6 6hif.•�in Lunt�ucmance with .�C +Atr'u+I't-'d LtIa l and .r'ectuireM nt._• of the Unit.l r'm Lui'Idino 1 ode (1 +9 5(0,00n) as amend ed Unitr_l Metchanic l..(#tde 1199.E Elli;tion), an`d t la_,h:'inoton" :, Cnero : (•ode t 199/ Edition) . Val l`i #1rk' clf F`,ssY`�Ill.fi:. the 1s'suante u.t' Li oc't''mit or aoo7`uiai c ?. oTan: :.;+Ltie4`i f iC't lCrrls.> anti c� 4mr'utat.iuns shall not i +e con_ �.t.P'.0 c tc lie ,.9.R7e. ft?r'..' t,i'.city aotrrt?V.a.I oT. anv 'F.TC ?.lati.on C?T. :.anbt of: the l 0roV 's i"O•n�• of • t he `.hti i 1 d i nog c`,c ?cie or o1` iiri.V :c:the`r> ordinance of the iur''isdic,rion;.: I'to permit ore_.ctm.mu ro oiye to violate or cancel th'e'• Orovi ion: tlf..th1 .ode.:hal"1 :be valid. . When aoe inspection i_ rr tither the c? 'ner. architect or engineer shall notify the TuH i l a ' Gu i i d i na Di`r`iS.inn of aCsL ?C+.intMent of the'in?pectior i0 ncle • ortor the in n t . :,btri Iding in:oe.c:tion, Copies of all, pec.'ial ins•oec;tion re00r''ts„ .ha t l bt3 submittec1`to the Bui°ldino Crivision in; a' timely manner Reports shal i contain; . {cityl•t•_._. ,01 'o ie1_ tt name,, perm t number. and type of inspection being Performed. :_. The special inspector shall submit a `f final siqped reaort s.tating whether the ,r••Nouirinq speci.ai .ins•oe4ti«r) was., to the Pest of the i n bec.tor' s I";rnow l etige, An conformance w i t h approved plans and s p e c i t i Ca t i on • and the a p p l i c a b l e . workmanship Provisions of the U&+.. 10. Any new ceiling ±.7r" io and l iohr fixture e insta l lat. ion is required to meet lateral or'ac inq reouirement : for Seismic Zone S. 11, Partition walls attached to ceilinn. grid must be laterally braced if over eight t6,> feet in ten9t•h. .12'. Any e Posed insuiation;: hacking material shall have a Flame :.,reread katinq of 25 or less. and material silaal l tear icientt- 1• icat ion sh+:rwinu the fire performance rating thereof. 1S. =,uborade preparation Inc ludi inn drainage, excavation. {:ompat''t ion, and fill r eduireme'nt snaa i l conform str i+:•t lV with cacommenaations 0 t'1Cn in the 501 l R ocr,' . Notify tilt r, Its• 01 ltil.b•,1 etrilotrio l,1'dt:ic)n 0' tO!' to Y. I,:1• rrl#1 C' C.(: :eout 1: 10 .:1001(.100 tO ate' permit i st5Ued bu t o 2,3a .. .....".....6....."*"""`....4^......o........",..m............."..m........................o...-.7.7•LA17.31,...1.1,,,,Z=.}..■.. , . • • • , . • .H for'ispecial inspection. - . ' ,• )5, All structural.Masonryshall be speCial tnstected Per UW - .:.!., Sec.. , . '.16There shail be no occuoancy:of the buitting(s) until the :fitia) inspection has been completed bv the Tukwila Building Ins.pector. , - " . . •• ,..; A ,CERlIFICAlE 4)F OCCUPANO WILL 8E REOUIRED fOR THIS PERMIT. •• pa'i., Ail:rack storage requires a separate permit through the eitY pf Tukwila: Structaral calculations stamped,by a WashingtOn H ':.State licensed Structural Engineer are redOired for:rack •• . . Storage over eight (8) feet in height. 19'..: shalt notify Public Works Utility Inspector at • ' - 206 of commenceMent and coMptetion of work at - .. ..CONTRACTOR SHALL COORDINATE INSTALLATION OF THE DE' VA ASSEMBLY• Willi TUI::.WILA FIRE:TDEPARTMENT.:., PLEASE NOTE THAT BAC1 FLOW:',0„REVENTIONVALVES POST OR ... WALL INDICATING VALVES SHALL PE PROVIDED:-WITHUL CENTRAL TATION SUPERVISION: . • ,.. H Contractor shajj'folACWH.a.11 the recoMmenda.tions H. 04'...:THE:GEolECH/SPELSREPORTS'RREOARED ElY ENG:::>-., .: ASS0CANC:f0ATED jqp.lt'Illi: 1998.ANIXBY,ZIPPE1 'ZE1'iAN -..:.''. • , ASSOCITESINC:: APRIL „21.... 1999. 'WHICH ARE INCLUDED: . 0 : THEGEOTECHISOILS:REPORTS:TREPARED BY GILES'ENG:': .•::::'.".:, . ASSOC .':INC. DATED JUNE 16, 1998 AND . ZIPPER ZEMAN' 'ASSOCITES: INC. DATED AP.RIL21. 1999. WHICH ARt ATTACHED '.AS r i• PARICIF OF ERMIT2.:. ... ..'- . THEf. SIGNL:OFF ON THE UNDERGROUND, '„:..., .•. TORM'DRAINAGE CERTIFY THAT THE VAULT WITH ''ITS ',•• •. ASSOCIATED STORM DRAINAGE - SYSTEM WAS,.PLACED ACCORDINGTO 2:THEGEOTECH RECOMMENDATIONS: ',, :-..;•• : '-':, 6 . ;:• , ,.. %.‘ : • A C:C 0 R D I 14 G . ..THE :. ••• : le' •• ., 20 . ... Tempo r a rtru'e r Os i On 'CCM is,,t'o,1:: mea s Ur es she 1 1 be i mr.lemen ted the Prder businesS' pre sedimentation off-.:. • ' Srkteor.jnto-existjng: StOrm.:•drainagefacifities . , • :The soatA haVe...,0ermanent• erosiOn,control measures. place Oodn' pc': Able aftenfAnaigrading iii: been coMPletedand prior to the FinallInsPeCtion. Drieways' l comply with City:comMercjal standards..:. DrtveWav wi4th.Shall be a 25' mitiimum‘..and 35.",: maimuiii. Slope:shall be a "maximum of 15%, Turninridll shall be a iiiinimUm:-.of 10'. . .. • •. • .• • 23. Work af,fectingtraffic flows shall be Closely coordinateif. with thelty Utilities Inspector. Traffle Control Plans shall be to the Inspector for prior approvala: All double:check valve assemblies shall be approved bY the State DeoartMentof HealthZ-: - .; • : • The developer Shailverify:in writing ; to the City Utilities Inspector that the material to be placed is suitabte for . fill material which ai lows. the ififiltration of surface water drainage. This VerificationshaIl be Provided Prior to any fill placement. 26. Hauling over 5C cy shall reduire application for a Hauling Permit prior to any associated activity: It shall be verified in writing to the Utilities Inspector that the landscape irrigation system contains a State l'ecoartmeht of Heal•th approved double check valve assemblv. This shall be done prior to the Final Insvectiok) iho wAtt?r meter bo...( all be located within Citt ioht-oi- , way t the p oP e r ty rh., mara, ir,r A . ;tatA.; i)or$Arrmont Ilea I th abbr oved dottly• h.-U dai ve assemb I v •:;'The Wthltict•t: nie ter ed t low cl6arlt i •••-••• ...;, 1e.450., -,: " •• 3:1 ',RER ',CITY! 091 rimwx LA UNDERGROLINDING ' ORDINANCE ALL. LITILIIIES': ' ' . :'• S14,ALL. BE PLACED 114DERGROLIND. EXISTING - .OVERHEAD POWER • .': ALONG 43 AVE , S ' SHALL BE UNDERGROLINDED.. NEW STREET :-LIGHTING •,'. .IS RE:QUI:REP = ALONG :FRONTAGE ON 48T(1 . AVE. S. APPLICANT:„SHALL COORDINATE STREET :LIGHTING REOl.IIREMENTS WI TH •MR TED FREEMI 7. .., PW :OPERATIONS MANAGER AT c 206) 433-1831 . . ' ' , ' • PRIOR TO ANY STREE1 'LIGHTING WORK APPLICANT „SHALL : SUBMIT ; . , . . STREET LIGHTING PLAN WITH STREET LIGH CALCULATIONS:, I- LIBL Ai. WIWI -, FOR REVIEW AND APPROVAL : (A RE,' .:.,LIBM.1- • ::.. : , •:':. , - - I AL FORM SHALL BE USED) • .trew Sideila 1k . .st:reet 1 ight ing . anti any other pub Ile,' . 1 ,: ., 0 11 e ll i t. '' (.1 f- r:1 u e r idu6, over e'. e r te. : tc : i ,... , Ilt ithe .,..1l r'C'e. .1 t';':Y't.1.1:a a-•,:.1:-';'6't.... 'tDc;'::.I'C;:''i4Lt::.1i'll''t.Et:::'7:tNh.;'.raiz't:Ph'b°tj: d -k :'ti: • to eI'": t: t. Afl'S :::TU „,, . ;:, . t: he L ! ilIa 1 insbe ,-,. ,,.... . , . . ,,,:;..-2„,.' z . L I,,,'' ,i''' i. he turned °,„,,i''' ,sjillertal.,•.19t!, ..-•,.. h.: 61i,... ; ..-1.,%- , ; . un , w ate r math. , ';;,,,.... •-.c.74 .:.,..ii•' . :.,. 2.: •:. ' '' ,. ,.....' .':'1 he on 7' 1 .t ° : .;. ,-,:i'd.te.:I16?' 4 . -!.....:::,.... i ti99 ' I. t • or ior to the.liF i n a , ,! , 1t'iS De 1 , -- ...,:-• . -. . • ' . • • • • IOT IT OEJLTL 1#i Fd 3 'e'r °`..tietr'.r <T:vue PER 1;?- ! rtii 1 , Wort: Or.cie,,., a 5106C ST. irtF44G1MEEF APPP( VA2: ]Ft hit^ i Eh • f!t~VEL i!f't4Eff 9 f'r ,r?kTEi METER C 'W \T,EP •METE . i d Oats; 0 i'. • I.i.91 0c 0.rlr eC4 i r r'ees $2'? i 90. '00 f. 4.; i .. iit t ;Ali .fle.66.r,i t< r '£.350 "O0 .rite ``b . 00 :.e Qs. teii :• 00 : .00 t.alt? F' (,:3n;. Rev,;i wr 1-�`e ''! 0 0.0'8 oo $ oo irls.tti,ec. tiOn =Fet $.15'..; ti C' $ °0ii $ ' i;() it al'.: 1rirn On' F'ee• 42:S.00 ' .±it+ $.00 '0:, - ,e ii d l. ,, A .Imetit'; : L , 00 't:.'00 $ : i70 Oil) pf Feg... z i {L ?, - :01.1 c . O WATER METER J 6: :25.06 'r t. 1 4; A i t Project Na - enant: 44 rr. . : - D 0 .. Value of Construction: Site Address: City State/Zip: i Dc t - e4, , S . Tvuwii-a. qe/ ,' Tax Parcel Number: 0 0 i2 — Do & Property Own S " `- G ,Q' ' r, . Phone: , 7-e�fo ) 7 Z2 + .4• i 7 Street Address L y 5i A . r ity S v u //Zip: f , Fax #: 2U 6 - 77 - Z e)� 4 Z Contractor:r� � ` n � �ve�" l' ✓ CO �j( Pj City . t. a /Zio: Phon: `r ^ - -C L 111 `"�l� Fax #: Street • ddr s• Architect: Phone: Street Addre ,/� it 1 2 � �urkE l/"ll�,rj�l nS ity State /Zip: 7.._ ��AwvP Fax #: 9-t(7 . / o 3 Engineer:. ( / 1Vr%(.�i61J e0r.A0��'iNG t.�NG(A ` 415373 7 Phone 1 y /n 4z , zgr q /zlY Street Address: Cit State/Zip: (qvZ / - - Ave- ; . F . M o /24E7-, r1 A- A 6 -s Fax #; I Z6, 49 ., 0i Contact erson: v �.-c � lle E -- - 1t1 Phone: �v c,,, Z i-{ (, (oDC Street ddress: City State /Zip: 11∎ 4 t0Si( , ' 4 rz4, wrt- R8((ot Fax #: Zo(O, Z L-11 , 'Z43° Description of work to be done: 60J,,,g, r --> mc-- p^ 34,4 1 Z lea pv $cJ < <- Np t n.+C, , Fe' P- i3 rc - j-t- - Pte + iD , c „ --s - r c.t-r (‹M.e s 2ci- e t r e- • Existing use: lr Retail , Restaurant In Multi- family Warehouse ❑Hospital ❑ Church LJ Manufacturing ❑ Motel /Hotel ❑ Office ❑ SS�chool /College /University CI Other Proposed use: etail ❑ Restaurant ❑ Multi - family y � arehouse CI Hospital L`�1 R ❑ Church in Manufacturing CI Motel /Hotel I� Office ❑ School /College /University ❑ Other Will there be a change of use? CI yes 171 no If yes, extent of change: Existing fire protection features: 0 sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: existing r L/Z I new Area of Construction: 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 ❑ no quantities & Material Safety Data Sheets CITY OF TUKWILA Permit Center 6300 Southcenter tillvd. uite 100, Tukwila, WA 98188 (206) 431 -3670 FOR STAFF USE ONLY Pr( : Number: Permit Number: 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 mall or facsimile. NCPERMIT.DOC 1/29/97 APPLICANT. REQUEST FOR PUBLIC. WORKS. SITE/CIVIL PLAN REVIEW.OF THE FOLLOWING: (Additional reviews may be determined'by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity gal Schedule: ❑ Miscellaneous 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: CO I ” Date application expires: I -2Z -ZULU Application taken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING O - ' ;, THORIZED AGENT: Signature: l Date: c Print name: f->pF%fi' Ykk , ':jQCV � Pho �vj.2 ,- rr. .Zfaoe, Fa (o, 2 r, ` v j e k . c-Te ( / 0 Address: p. �, k (U . ei 0 G , City /State /Zip: z7 4,d. ri . a . ALL NEW COMMERCIAL/ADD /TION /M 1 - FAMILY PERMIT APPLICATIONS MU RE SUBMITTED WITH THE FOLLOWING: ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN D 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 H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. . 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service 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). 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 showing location 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 ❑ ❑ Specifications (if separate document) ❑ ❑ Structural Calculations ❑ ❑ 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 Code 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) ❑ in 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 It the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from fhb prpperty owner T4/iorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal, I HEREBY C TIFY THAT I HA E READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF P R YB TH LAWS OF THE STATE OF WASHINGTON, AND l AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERM1T.LOC 1/29/97 ' h k• k• khtA'A Ai. h• k• A' fi• kA•*A kk: tkA: k. to1*! cAh; th :t':Fk,4A•A,1k:t *kNNkhA1,•.kk 'kh**tA:tA :;1: y:: OF 1+3 i r�� i k:t ah::1*A:t•t:l *'t ' tA.,: }S #.t ; k:k*hk':1k F;1A•.4 :t h:1 h ;tA:tAkAh:hkhk:t.1 •l kk:1:4:tk•.t + k:t.th 141 Fh fR�iP ?51'f11 .i1:u.nil;cr R9800204 i niuurll;a 2.,;:114:0(. 05/16/0015'451 citiinen 'Me thud Y. CHECK Not:at: ion FIOI LLO NOR 3'HWF :Co I t 111.11 P 1 ^init`1U. .C':99-0259 Type:, ('L +JPLltti DEVELOPMENT PERMIT P a t c. 1 No :;:00'0300.0046 3 i tc fadci: a: t t ' 1:3001 48 3•iV . S •f uta1. Fee 10,200.91 th is' Payment: 2,:31.4..00 1•uttt1 FALL. 1+ iii t.s: 5.0,'200, 91 11ii1incr.a: .00 kd. kA: tf:*.* I•' A••4• hk• A• 1'..*•• h• kA *A:Isk•h•k•A•kA:'e11* * h. k* kk :5•kAJ•1:•kF•:5 *hkd:144*t: *•k' 1 1C''061G 1:.oi1f • D ls'orlotion A1(o 1111t 001, 11000:7 /0E O . Tt; 2,314.00 4370 05 /16 9717 TOTAL 2314.00 r ..PS xil! !• +u..•:•1:.:.1ih�.. .�.� 4 • /, __�. r. �.�. �. n... .1. it • ,..tiv i.,��i�h. 4 .e. !JAS... X1:2 O.n3::. L.N ': :... y jl:r:n.i5rt.lu.t..3+lA_i'o�. S�� S ��'i i.�.� 4u t'1'y .5._1�5..e... •d. u.... .A 't „':I t1 A. ti : d• .A4 le ti O. i * h 17 is lc A• t is • k is it •k it t1 :k it F• is •k' >, i A: *• t\ * d A• •F h i< ,\ I. •h• :\ •4 k tA• a 4. t\ is C 7 f 1 • D l~ `'r. U K Y4 i r� . hE f`, R e u r •i ii t e d . U !3 / t t .'. \i q .1 4 : 4 T }t A W5 44 I •f • F �vk 't� : � . *'i..tltt *.tl Atkiitkto� t * * # ir is t \i: \ ?�:� fl?4� 0314IC . ;`tdunibet w (t980D2G faM l: 2,3”..,00 05/15/0'0 (:°4e'41 roRl:L.Lo.MOf;li•}WE: lr�it„ UL. ti Pc.r w it ;!py..:f)99 Typer.. oE:'..'r'rRt<i DEVELOPMENT !•LRMI:T I.:0,0.01'• No a OO )J?!O�•O0 4if S. e;. 130I0 AB AV S .This 'Ni • Total Feet:: 'Total', ALL I'mt:s4 .l3.tlaii r z • 47.t 36•.91 • .00. k* :\4i<tlihil k• VOs\1*•k**isA•A*•A:*n7t4 E uiil:. C.odo: DegcriptJon Amount C+0tl J BUILDING BOND/DEPOSIT : 2,39E3.00 4339 mi TOTAL. ' Attk'A4 **..tkr *.A kk k* hAkk hA: t.. F: th*• 4s4. kh:4: t• A /. *AAA4: **IcA- AkA*tkkkA /A**AAh .CT1`r OF 1'UI'lWEIl:A 1�lA - 1)99 01E 1T,f�1�1f3MTT : 4�k. kAA k* Akkkh 4A *:kh *..A *kitkk' + * *lr.4k.l* * *h't•k•A ***AAfthA** * f rAUSMIT ` Number: R9800244 Amount: 23,b0 03/02/00 14: VJ Payment Method: CASH Nottxt;ion: I!=vTN MI1tR3_LL Irr•it : Nii1t Permit UQ: D99-0259 Type: I)Ft1PFkih DEVELOPMENT PERMIT Parcel No 000300-004E. Site Address: 13001 4n 1W fotil Foes: 43.483.91. This Pavment: 23.50 Tcrt:H I ALL Prat:;: 45.4C8.91 I3rzl anc. .00 A*A****A A*•* AA*A A *ir,A ***•kk *h *AA *AA*: • : A * *A * *A$ (Account Code Description 000/345.830 PLAN CHECK 3'!C1 "ar:Cf3 Amount 2086 03/03 9717 TOTAL 47.00 \SSVe C;x ,4-s,,:14i44"i...,A 'cF.vr,,y _ �r*,* ss *•k **aF. *tt *i *.*AA*•tcsi'R 'tt * *A * *. *st * *; *•el* sl *k **st stir • * *sti *:# *44 *•/�:i,k * 'A�: r: CITY o 1, tUi I4IE A,i NA `: A TRANSMIT ***dt'sl * * * **•J * * ** * * * * * * **"T*s **sti — *** s1%**s 1* ****** ******•�k•k ***AR•ksl•.. TRANSMI f. 'Number R9800198 Amount: 23.50 12/03/99 16:11 {' vinent Methad.:CHGCK Notation: I' IOR]:I.L[1 NW In it: TI: II Pa.1}^ni"it Nac. O99- Tent=. - UE'JPE.R.M• t EVELtuPMENT .PE.RAI]:T ' .Parcel •Weir, 000300-0046 site RcldreSs i 13001 .4E3 "RV "a This Pz vmertt '*****•*** A**4********** 11******A** s1***** * * "** *s!sl* ** *I1 **** *e5 * ** *** *. AcLo nt Code 1) e s I)etii p(; Ian 000/3 5.tJ30 PLAN CHECK NRE.3 23 .5( 2a u'50 'total ree'i;i Tc t al ALL Pmt 's: 45. 46 41 (aiOunt 9294 12/06 .9717 TOTAL 23..50 , .i.t t 4"0l:4.*k.4*4*:A:r.h tdo�•, kd•k* k.4. ,4:i :t* ' t*4% *:A*•Ait4. k4 *k.4k:1A:4k*:t* LC IT r''. f F _ :1'4KW ILA .: tL1 1'( <+!rt'i l t :. hit• *'*A•:A *•A:A * * * *•.@:4k +% *•AkA4* *:h***•** * *:l*k:kk.k:4.4+ k*:4.4 4*r;':*.4* t.��AM'SM.IT' vtttitl,e.r'. Pr.4EtO!)1.5i Ina'ilur�i,, `+,ti "'fi 09i27r 99 1 ct1 32 i'avmeilt Method . CHECK.' faa i t;n.ti . 0f)Wf. TOWN HARLE`t .tni tF ; fLf3 t'er�ut.i.t No: 09,9! -02 ^ • `t« i OFUPt=ldi�f DLVE_l:OP3�►L31f i :r t'.t f Pr 'i:er l' 'icy. .0o0j00 ••0ti46 :3.•ite Addrns�, 1.':3()01 4 0 AV fc>tal 'l east 45.44E1.91 I h i.s Paymrnt; '�wt;lEt...30 Total ALL Pmts,: 4b,441.91 • I3aidnc:e: .00 i******•******•*1.* fi** �A . ** * *:A*. * *d*i+t A.A * *a* *;F * **.il*A *•A4 *4* 0eac.r i ut i on Amount 13U1:'1,ti1N8 NO"r1RE:S I 8.64,55 • PLAN CHECK •- UTILITY 0.t)t) . PLAN CHECK - MATER METER 10.00 STATE .t311ILOINt3 9URCHARtit.: r t,50 IN SP FEE -- UTI:L1.1`r' I r� a3� FEF •- FLH/LI/Wt4E IN5t' FEE -- ;3T(Ri+i t)I:A1I'4 1N3lt FEE ;3ME /$138 WATER t :OPMEcTIO WAfER Xtr3TALLAi':tON (DEP) wA1C.R 1.r1$PE:C:T1:ttN FEE W14fER TURN-OW l .t. LAND. ALTER 1N6 PLRPW FEE. <''t•'.t•.(it) LAN0 ALTERING PLAN, CHECK d I;v aw ..•. _„.. . .. - :.. 7443 •i>9M - 9.x•4 - 9Fi70•3 k;ce i.tnt t. ode 000/922.100 000/345 - $33.() 000 /9'45 . E330 000/286.904 .000/:342.400 401/342.400 412/942..400 402/342.A00 401./988.102 401/386.1520 401/342.400 401/:34:3.40 000 /322.100 000/0.15.13'30 0.00 4.5.00 JrCi 0O 20;00 tj,00 050.00 -15.00 nk*k*!rith* *.k4h*A•** • .{�S *•.4•.l*. *Ak 1. • :rA• A. hA * * *4*A4.4A* ** •h • :. GIi'Y GF . 1,11'I',WJ. . ' H i-rd; �,;1 t :r l.:k,4:1 *r4' 14.44**k'- 4 r/ *;S * *:4A:4;1 :44:1:4 *'1:1•** **A ¥4*:i' ; ; ***A*A.* 7fAWEit4 1_ .idiinrber'. T98001-55,-Amount: '30.144,00 09/23/: 1:i..4 t 0ii ?'iil; Me:`hc'1;! LI1LCK itOli.•uiOn: fftAF IC: t41:'I£ A'f1 Init: jI.I i +arm,i.b, Iii t :1 ?99° Q2 5 ') ' vOe: )I=VPrlttd t)LVLL.OPMLirT PFAM.t'I Parr: .1 No:: 000300 - •0041; S to '(4ddtgies: 1300.1 41i 1W S • fotza Fee 9r. 44_'413..( TNii:;` Pavni rlt; 30.1.44.00 Total ALL Pnit:s }1 35.•763.61 A*a; * * *A *A*A **44AAA'S *4*.4** *,*** AA4A *h ** * * * * *4* *4**4**A4* *•4*4A*4 ** i c Oun b. Code I'ie cr i of i of Amount 104,367.;000 1 RAFFTC ('EI1'1CiFiTIO0 FEU s 30.. 1.•44.00 . 1ec:. a 5 ? - - - 7247 09/24 1710 TOTAL, 30144.00 ;rI - 11adso,.. ' Trvr ' P. * lc (( lc lc 4. * Tf * * * * R 1i{ * * * * *)& 1{ ** * ! 1 of * * * * i{ * * *.* * * * * * * & * R * !Y * T * * ic . 1 1 If * : :.. CITY,, OF TUKWILA,'WA * , ��. * * * �' * ** *fir * * * * * * * * * * * * * * * *�h * * * *** **41k* * *�t•�h * * * * * * *�l * * *r4 ** �l•�t' *** :. Permit No D99 -0259 Type`: DEVPERM DEVELOPMENT PERMIT, Parcel Nor,: 000300- 0046 i,t a Address: '13001 48 : ' AV S Total.. Fees: 14,269.66 5, 619.61 Total . ALL •Pmts: 5,619.61 , Balance: 8,650.05 ** r*********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * TRANSMIT Number: '.:R9800114Amount: 5,619.61 07/22/99 16:23 payment Method: CHECK' Notation: DOWNTOWN HARLEY Init:.BLH This Payment Account Code: Description Amount 000/345: PLAN_ CHECK - NONRES 5,619.61 cs Lai "..➢ 1 >i1;�:., 5253 07/23 9717 TOTAL. 56l? .tit .:LX,4!?..,�Y +! ii!• �.�.: :1't:.i Y 'S.�.ylie7+i:i °G �)u`. �..l� .�h' ' cvi }:ale',.._,.. . '�......w....'kl.d�:. a�7A �.;.. ,:..u.: d�:" �..<... Project: / �L' 1/4,1) Type of Inspection: Add - co Date Called: Special Instructions: I Date Wanted: 2 -- 13-o a.m. p.m. Requester: Phone No: 212,- INSPECTION NO. INSPECTION RECORD Retain a copy with permit weelogrit L o PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 43 -3670 roved per applicable codes. O Corrections required prior to approval. COMMENTS: 0 S47.00 REINSPECT! Afd FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: Date: COMMENTS: Type of Inspection: F/ Al A / Addr s : Address: 00 / _ l D iq IA ..S (/) 2 A e - 7 - .Q /QA i r /,, :1_ / PA/ /:..-/ /2- f Date Wanted: a.m. 02 - / O a ? p.m. `-. - 4/ fP Phone No: 5 3 -3 33 -- L 7S9' A/d -7/c : 4 // d -/hP. ,,, 5 e,/,v (% p / 4, _ v , 4Y.• C * 0. r 1 t . _ \ . c;aI Project: LiAaL€ ' 2 V /OScIiv Type of Inspection: F/ Al A / Addr s : Address: 00 / _ l D iq IA ..S Date Called: oz — , o — 03 Special Instructions: Date Wanted: a.m. 02 - / O a ? p.m. Requester: IL? r e 7‘.1. 'VA Vi(.15r Phone No: 5 3 -3 33 -- L 7S9' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. 1 ctor: I, INSPECTION RECORD Retain a copy with permit 1 69s- az s Corrections required prior to approval. Date: t. 47.00 REINSPECT ON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: iY P ` LILlnidettR.O\ /4 1 � /'T ' 1/7/h0 f /t SGT ro$T7 AR*/ ho" AG up 7V f 71141.4 icke V aaU b ihittt . 14aie. 1 K4A-- ,e_ V 4 2 f24. ieeas/ i`1) iciA-11 of W et t1)4 Phon 1L4 2d 4144797 Project kw " . ' '� � DAvlo ',nn iY P ` LILlnidettR.O\ /4 1 � /'T Address: t `_,. ategalle : `1J i/ QU Special instructions: t / I Date wante i a.m. p.m. Requester: 14 /6/ziarvei 1 Phon INSPECTION RECORD Retain a copy with permit INSPECTION NO. 1 � PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: 4✓ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: of Insppri o TO OccuPY Address: _ 1300 t 46 AvEs Date called: .,,,, 3g-tACi- kSof 77-6.4 JP ' 1 Date wa i 4 2 f l thu-t-&... AAect4 pei.ovvrr- l - -on Requn...ez, M. (l PLCIT 47 0 ' - ! ' Phone: l be Ck1sP6txpa› ' Ocicretio 41 C c 6 4 r/kfc) Clyr r /97 j , - DO - Aro r '.', Projf k....6(4 Datill.0 of Insppri Address: _ 1300 t 46 AvEs Date called: ,Special instructions: _ . ../. Date wa i 4 2 f l a.m. P.m. Requn...ez, Phone: Inspe INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 pproved per applicable codes. 0 Corrections required prior to approval. Date: $47.00 REINSPECTION1 FEE REQUIRED. Prior to inspection, ee tnrnist be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: Dmof\ Neirlet Ditvidsal Type of Inspectign: t , (e1111/0 (- Address: M) ()1 L-I-g K A--1) 9 Date called: Special instructions: Date wanted: . 41 1 ie — r>e • . • R I uester L ic 1 P one: ...A ZP ' 7 1 S'tko • • i • . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 2rA pproved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431-3670 Corrections required prior to approval. COMMENTS: Gass -4 ' cc_ ca_cchaxjits( • s-404 o A.. 010 Pt-a- &Al tTA-D04-; S &A-L (400 0 $47.00 REINSPECTI • FEE REQUIRED. Prior to inspe tion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Prot 5t6 kticom TypeAL.1 pe tion: • Addres 1 Date called: Special instructions: Date wanted: a.m. P.m. Reu6p/ ...,--- Phone: • INSPECTION RECORD Retain a copy with permit INSPECTION NO. eAt CITY OF TUKWILA BUILDING DIVISION - 1 6300 Southcenter Blvd, #100, Tukwila, WA 98188 eto. 01,....7" • , \ \ PERMIT NO. (206)431-3670 Approved per applicable codes. (1 Corrections required prior to approval. COMMENTS: 5 fc I 0 S uRC.S 2 4 10 A-c›.19/2 ee_.se Ca .e4 7-€9:6 —001 .•••• . • • Dat6/ 0 $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'e t: TALA-1/ 1-C--( - LLTY) '1 Imection: , , 1E ms6 4 5 /.\-v D 1 00 Special instructions: Date a tedi E- 4 II (5 I DO r Atquest r: . GLIr i INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 pproved per applicable codes. 1:1 Corrections required prior to approval. COMMENTS: i 7 [7 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee musebe paid. at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: pu.f:J14) v p ‘f c70,J `7O o 1jAC—d mole S A. t P,eOI i ri ,rs f g - 1 - 1 S ysrk .. p Z./.7 ,4s Nec y i5" ,tx66 771'- - r /u c4- 73 r3 Special instructions: Date 44 a. .. Requ COI P ll tell Z4 (1 / .0 A mil .1/ Ad c �� �� typ e s/ z,.... Address: IS CO/ — 45 eft . Date called: Special instructions: Date 44 a. .. Requ COI P ll tell Z4 (1 / INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. El $47.0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. lnsp Receipt No: Date: . rs H/U Mti:.a :7.`xeA.,,.'.5�. �e� :':7i'L'?:.�ac %�L�.M1�'!iyS1A�V % �1:? tCf.,•, .n+.' :f+a..`t• t.r. „_ �.... . PERMIT NO. (206)431 -3670 COMME�N�T (;G4y.1 Address: I�OOi Ave Date a e Q�f 00 1 .� t X5--7 .tr.07 S /Al Gai6 Cam, ? �_`'= � to'i;1 „uo7 tS / ;''`I . 7 (,,}A/`_- -v e',./c' ~e E0A.. /',CDC 7/2 his 17—AZ -�' 67 5'E.iG /(m1c7 0A t),,& A€o Project: ii- n 411( lev T pe of Inspe ti DAw n: . 104 Address: I�OOi Ave Date a e Q�f 00 Special instructions: Date,aaaNva ted t a.m. 1 t l t•- ` P.m. i RequrtO NI ll .•t� Phon e fob -2L - q ( INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Q �qq -c�y'i PERMIT NO. (206)431 -3670 ❑ Approved per applicable codes.rrections required prior to approval. lnsp ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to ins ection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: /( / • OCO /Vh —44c7Ve r 4SP ,,.t//b Q'7Lt '7‘79 air U/ - y,c_774 ft- 4 .., 0 r -t> r4,'A .--- -- 7 e 4/ ,7 7 M,5 19 a 57797tl. 'i 7 , e; (0 7 1 •- ∎4 - F/� .��iT,Y�q nog U lf// L/G 5', -�./",� likt C.'E rG// � /654 C) X' C'c—r, L-€ 7Z ■g.4 7b 087(6 7. ' 7 7) De CA l/.- ftri S e oc,4 7747-,t ae 7Y..it> 414.9 ,C e A-477 ,444 A CADC.c.57 (7 .c i4 -Lrs ,/.,c/ c JJ#4 S , . f; Ta�S4' g __.4-7 - 4.e`4 , A/or rsu-a 7Z e) Sme.464 flk. t?4 -77i Q 44 7 1/1/4-tt SIP . 40 ,g Jort . / e ,e4-7 POD" ,E'•9 1e .. Projec t , , 1_ ict i e .e o I 1 + io : r t3 r t ll 1 I LI-g i`►... Date' :lii3I i c Special instructions: Date waded /3/QJ P Requester: �,Q PhoneOb -9 4 v r .., a: �= i.: i_ �._ a. �. S•' eif:«!: 3':..,"" J .ri;;:J�tD ",LYV�.tnH:ra.w.'s'e; ai ...�w.. i nrr...�>.e.iu....vu..r. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION /O f 6300 Southcenter Blvd, #100, Tukwila, WA 9818 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Zi IT It PERMIT NO. (206)431 -3670 Corrections required prior to approval. $4 '0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: y `,i COMMENTS: C .447 Address: i .-41,16 PAO0DIED Date a 1 raVtlAf17MaI - IYIA' e7 (CCe0 /il 1ST 42 iv.17/-/ //9 es W. mo,,eac6.16. 4 ..-1 ProN td i AlTetta 4 of.Ipp Date called: .....--- Address: Special instructions: Date Requester: Phone: ...• I4• INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. LW CITY OF TUKWILA BUILDING*DIVISION rz, 6300 Southcenter Blvd, #100, Tukwila, WA 98188 , 1\ (206)431-3670 ...vaprratZtrittPX221==.VZ,Mir=ernr404.74 / 0 Approved per applicable codes. Corrections required prior to approval. Dat fl $47 I REINSPECTION FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: fU t ` V ..0001 /A167 Ad � 1 �&r vzs 556 Afor. . mil- DEZkc.S coie cccuP A(Cy 5e-0 Date wed: 5 \ Gico C, $ 2i2017/06" 9/ 7 F ' Requester: ` Q ./Ll eete7. /l/l iz ,tom / Phone _ 79,4 4_.... I € it./D ,4619- /Vid,, L 55 /CO 4-/-e--7/ s e C� wA-ry f ac. 047 ( J / 7n/ (ill i,4 (D6t ) 1 0 el 0 49 .is 'AI 774 G4721 met DeCA 2 fU t ` V 0.34- Ad � 1 �&r vzs D ate c N 05) \41C0 Special instructions: Date wed: 5 \ Gico , Requester: ` Q Phone _ 79,4 4_.... I L •F , INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY"OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 ,'Approved per applicable codes. Corrections required prior to approval. Inspector: Date: 0 $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: /5r . s z 0 0 Denco-s Fog- risr 0CC 0 PAUCti \ SE-Pici-eA-n94 a 4126_4for Re-Oci/Las &i Caeia a971.74,/eci7Orli te TOP iiPc-Ie-- Alti p Pe-ett 17 6 0 Pge-1/11)& D1,-7,114. C-4 /-- /fleol-ier6 - 5 e-c-i"e-e .VecA- TO i.lq & 0 &Ivo ele mcariziocA Special instructions: O/ - ro BCC-7 file) Gethe. Avoip 4a,s4s Ato poti3c46 Ct Requester: ,.- J oject. j2ZT / / Twyps4e ion: , Address M . OO I Orli 4. , 5, Date calle . 3710" Special instructions: Date wanted: 5/ Ct Requester: ,.- Phone: ..3. —a ( / 6 9/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION -1 .6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. • INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431-3670 Corrections required prior to approval. Date: a $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: 3 Projecti, 4 bilitADIAJ h. av1 Type of Inspeptiop: , Address: • 13001 "'I A li f • S called: )-2-11-\- Special instructions: Date wrct ... 106 0 Requestere vs I Phone: • ••• INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: (206)431-3670 , ,• Corrections required prior to approval. $47,b&1INSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: •.••• _ . • • L. A • . • Project kI )0U)Vii \ACWA-P \. Typeof Inspection: 1ASuICtilow - Date cal led: a,-- 1M- ).,000 Special instructions: Date want a.m. ecL ol- - IS - ;ZOO P.. Requester: 0 i l et r` I Phone: (o091 INSPECTION NO. J INSPECTION RECORD Retain a copy w permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 COMMENTS: -- ••••11. Approved per applicable codes. Corrections required prior to approval. • //..c4i-itadll j $47. ; INSPECTIO " EE REQUIRED. Prior to inspection, fee must be paid ' at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: h.., .).■• , - . . • ject: ,,'' ,, r, .► II ' i ype of spection: � ..ilk ,d1ros 0 / , Dat • called: � ! / 4 Special S instructions: p , 30 �' ��`� TA S( . Date wanted a. m. �/ Requester: Phone '113W'607/ INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 ❑ Approved per applicable codes. El Corrections required prior to approval. COMMENTS: "A4r7 XI //, f l SSE,eb o,c: L ©7tf 9 /7 - Z . 4; ,C.la7F�1) Date: 0 $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: _O — 4 ,(/ . 5/7 7' 40 K5 .CCAI / 4752 0 .. .5.4c441e ,7 /c 6 19-, 7"4w A:r OC) .------■ e.e.-frw /pr (/ Dat- . tei: 9- • a.m. • rrt,-- RecAy-s er: ' ct: _O Ty of nspection: , ed •s ,el A Al ate c.Al: OC) .------■ pedal instructions: r - a.) . 71 a-AA- Dat- . tei: 9- • a.m. • rrt,-- RecAy-s er: Phone: Inspe INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Date: Date: PERMIT NO. (206)431-3670 E Corrections required prior to approva El $47.00 REINSPECTION FEE REQUIRED. Prior to inspec ion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: „ . • , • .. ..` . Y.1',N1:1•; • 1 41 11 ..Z.; . ..' COMMENTS: Type I �ec tion: (e . L'U . IG,rt C p 55 PE G,k/tiO4,:.r O, /05_Z' ,Le /~-rr.�,4 L r /fr -4,- •t/ .. e.C,4 / , S &!: % P227 ,r/r /14.10 1/7/00 . P "o � • 2u�f f 0& I ) PA/1g C91A Pr 1 w1 t r1 "‘6r l Type I �ec tion: (e . L'U . IG,rt A res�s,:� U �, r G X001 `6 ' \v j Date call d: l (0— Special instructions: 0U e 1 . .3 0 �c . .�Y� • Date wanted: l — P m. ; Reques r� JCL.V 1 P "o � • 2u�f f 0& I ) INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. lnsp gatini /90 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: : ay fr T p_ of Inspectiyw 5 / 7147a: / zieth e s ate called: id2-0/e, 7 Special instructions: Date wanted:M „It Requester: Phone: 2,o6,1(7v.toog I INSPE RECORD Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION , 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. (206)431-3670 Corrections required prior to approval. COMMENTS: Inspe 49 , 4 Day4 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: CLhe 3nto. • COMMENTS: P '`^'` ". " 'V i4 t 4 h r�.,t ?Il go ,,€ , 1 Ica,,. 70 6 Fib' -cr'r1 E - 5 9 fl attic• f3o/ c. la/A.167 - b 1 6-6 4-i,(b 'zip F rio z ad 5 6/7,ac Phone: 2ev !i . ' . ' . n yjec /l/'L _ /f /jam Type of spe�t� /q9: /1� l�.f,1 0014 ?Il go d , E . Date called: /� r r., , Special instructions:. Date wanted: 1 * 99' a.m. �� ] `� p.m. Requester: () Phone: 2ev Inspe INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 D ate: z 9 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. $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: . 9 0 0 1 7)0 , 1 ik vs ir. Type of Inspe iC e — r D - 7i Addres fi "3 DO/ / PO ( 44 -' D ate called: 1( if ?, ....,, Special instructions: SO 5 .0 0...°... ..i/ Date /ant • I ( ti g / - 3 . ,... Requester A r PhonReb / INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 ri Approved per applicable codes. INSPECTION RECORD p otr 0 Retain a copy with permit PERMIT NO. (206)431-3670 [7 Corrections required prior to approval.. COMMENTS:. c(ie,-we.0 A26 6 / 0 73 - 9 70 D4-ne_ 410 iaie-Ogckidt.s 7x-i) I L Ins Date: ///067 ID $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: A Receipt No: tV.Y.••*; • fjf+sjj t: an i Type ' Inspection: T pecial, o ` , rk e D e called: /0/ /9 instructions: /O " D � Date wanted: �Q g � // p.m. Requester: Phone: lP^7 5-1ga& • / JAY P 41; INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy`: with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 h 1 �M G , i I 5 ?q PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS 40>f "teed p sr ), S 1 Z , fi fL',ril�' t 1 / A/ % 6.e / Ei $47.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: o ect• � T pe .: •:'�"'" .71 14iti doeig f r7: im A 5 , Date called: /O/ Special instructions: 3.30 n 47 64 Date wanted: / 05/90 a.m. Requester: :I: l/ Phone: _ 9/ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 COMMENTS: _di .I . L LI $4 .# REINSPECTIO fEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: �..:i..r,�:�..._,.,.._..... _ . ..: ». a.�.:.. Corrections required prior to approval. Pf ' / Type of) ection: Airs � 9 4 ,, ' Date failed: ( 7 q Special instructions: ''7,.00 / �'� f :.. p*S---- �1 C �� Date wanted: 7 ( g9 %) p.m. Requester: f ,, , �/ Phone: �e G1 ., 4 LA-. . INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: (206)431 -3670 Corr ec to s required prior to approva . t?r•'e t: (l � i �k� 1 Arri G� %r p e . nspectl• - - AIM , ,r . ir. �i A ldds ,r�j I % / Q 5, Dat•' a e•: - -. ( "1 ,1 Special instructions: Date wanted: 94,/a4 c p.at, Requester: fi -4/ Phone: x4-14 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #A 0QJTukwila, WA 98188 44 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. El $47.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: cy; e-tir /*Jilt Z, ` c.J1 tp(� ege-7 6A3.1 dgc1) i4-7 Date: 0 9 ? „6 f 1 Receipt No: Date: Project: e k t _ t t •e of insp- '•n: Address 129/ / i 5 /� ` cDa e called: „ Date Special instructions: wanted: Q a.m. Requester: Phone No.: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA. 981 INSPECTION NO. `" INSPECTION . RECORD Retain a copy with permit Approved per applicable codes. COMMENTS: (206) 431 -3670 Corrections required prior to approval. Inspector: } Date: as 7 be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule relnspection. n $42.00 REINSPECTION E REQUIRED. Prior to inspection, fee must f Receipt No.: Date: Project: - h-1 ('�'OW ( Colson Type of Inspection: f�,,�y . ,,,,{ IllsC (' Address: i '5001 4 S? / 0P C 5 Dat called: a �111 Special instructions: a e wanted: 1 5 � 11 10p p.m. Reques r: C ri , Phone: ir INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. ..: kt,4 _,:Lr ' S. r.e '!1 { , t R: _.....,. v,:._ INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431-3670 °'` n Corrections required prior to approval. COMMENTS: Inspector: ( AAA O Date: 5"i 1'r `a) D $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectiorn.. Receipt No: Date: COMMENTS: la It 6 J fl4 Date called: 51eice) I ■ f r It ,.� I( II ( /l I,.- ,......w —.,. (I It I I al IO (i II It 00 PI.a 1 ,.- ■ Project: h iiro, Type of Inspection�a) 7 ' Address /360/ W G .; Date called: 51eice) Special instructions: Date wanted: c ri al a.m. p.m. Requ ter: N , 1 Phone: / h � -r �. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 bqq 62-s- PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. Inspector: 6J 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 pct: ..„,_ IRON Miird /l Type of Inspection: I—S A dress: j3e.)0/ ig oi 4, 3 - t) Date called: Special instructions: • . Date wanted: a.m. Requester: 6a/ )cN611 Phone: evVeram erase.1.6.1.*.PRI VAIGITAWM,!' ':' ' • • . . • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 I:=1 Approved per applicable codes. , 0 099._u 251 PERMIT NO. (206)431-3670 El Corrections required prior to approval. COMMENTS: sfif/to r‘A a b4 V14 DI/ leff") dir / Inspector: Date: Ey() I Date: q/0.2d E1 $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: Proj cl d 5-64t) Type of Inspection: S `/) /3e0d/ Wif Gcf ,� � Date called: �� 3 /° f � / J Special instructions: Date wanted: ' I/ a.m. p.m. Requester / /�� Phone: s,1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: W oo rte° ' 442 t 0'� -rr• • (^Ai i 4 s Vatter Inspector: Date: / ycx-) $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: INSPECTION RECORD Retain a copy with permit 6 ,• PERMIT NO. (206)431 -3670 Corrections required prior to approval. - r t ":" . 7.77"" jr- ,,rot-"e•,-"itil,,....;'.".1c4144".4■145Z-ViAw,livr.w(X16:7101177.11%711734424411W6P'41:143"P"W f;', c' • - 5 • e^ ..• ;4 (—) ''';'41'4W*111.4`• TUKWILA FIRE. DEPARTMRNT :! • • Project Name 414 le 7)1 Address l? y.E City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Authorized Signature AAA" PuFte, 444.1,o-rot E'en- ii ti./p fa-rt f L 4 t4,1 c r J • FINAL APPROVAL FORM John W. Rants, Mayor Permit No. fr 7 frril pees FINALAPP.FRM T.F.D. Form F.P. 85 Suite # • 1 .; Date Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575•4439 COMMENTS: , 7 / .6e..3 il4 tt, 4.1. i 4194 "A -e-P -"7 Date called: , A lilt . ,I1 Special instructions: `,,,,,,, Date wanted: a.m. P.m. (,Th .11 / 7 .9A 40 - Ai-A (tut r (,(, tALSzuli i fAid., yuaL PU4 A4A-4 / 4 / 2Jij GIA4 catilitAdi fr Pl1r44 c,4 4-e (5 A 1.0...rnJ . • k .t iii:/-0.44 % A-L/4 AP Project: . 1 ait i o.... 4-1- , Type of Inspect Address: 1 4.. Date called: Special instructions: Date wanted: a.m. P.m. Requester:-t A re .11 4tre Phone: 1... Yet, •• INSPECTION NO. C? INSPECTION RECORD Retain a copy with permit 0 097-0 Z,57 PERMIT NO. CITY OF TUKWILA BUILDING DIOSION 6300 Southcenter Blvd, #100, WA 98188 (206)431-3670 Approved per applicable codes. ri Corrections required prior to approval. Inspector: 611 Date: . Ito) 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: •Pr"....-••etiro.'3! _ Pr ject. DAtik.a.(sdk._ Type of Inspection: CLA,c Address: lei( -41). S. A Date called: i 6 C.) . , 60 / ..,pecial instructions: Date wanted: d: /1 ll p.m. Requester: oit Phone: • 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 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Sd 0/06 6ZAA..0 (;(404 lA) ryN r'A 5 44.4 424.1 4.14.4 cefif ccdo pi* cui Inspector: Date: yi 0(1 Li $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: _ • XL .A.1...1,- ; 4 . • Project. Type of Inspection: c cA-S Address: 1-3601 I.(g / 11- ' 4- S. Date called: 411010 b Special instructions: Date wanted: i t/ a.m. p.m. Requester: ,, . Phone: -1q3--(737-6 • INSPECTION NO. INSPECTION RECD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Oi.17:9 PERMIT NO. 0 Approved per applicable codes. (206)431 -3670 Corrections required prior to approval. Inspector: GV 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: ik 7 1)0 1mENTS: Saw ad • . `- , y 4 &tie 7 - tf-i s -97 i D 1 /I mrl' / 0 7 7 4 f f 0.,W4 '- 1 Cd v 2 if "A / 6 rr A4 4l.P. tr. e 7 / Il t.,.. 0.„, s c t ,i 4 L(11 / fv r/ r<,41( c . 1 44 rit' ? 5_27 N-aw 4-0.41 y i/CA, �v"L, 4o TD /04.) 13 /.em /41 5 to , ez.4. 4 a. 1 /75 .SCI J /Okt 0 i :.m. P.m. q ester: r ( . 040 . "79 P ect: A - t tx1 NGr! Type of Inspection: curt) t) -Cc* & &A3 A • • ress: I D`• ailed' Special instructions: j ; D,�t an el: ln) C, (07 a :.m. P.m. q ester: r ( . 040 . "79 1gaic INSPECTION RECD? Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ' Ogg PERMIT NO. (206)431 -3670 App 'ved,per applicable codes. El Corrections required prior to approval. Inspector: 6,U Date: L .1 / 6 / 0?) 0 $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: 2/2 S - ,ALC-</ta \ f Vidal/ g c Yr e l/ / A os Cdx.--0.1a tx--0 t e '7./, The ' ,‘ 1 b z.2.1,k /,:. CO 14 )1 frf#71-d2 0/ 95 Li AP SO I " iik.e, (7141.14 ci (A,Ita, it-0 1 44v-rari-1 evt-t-i i i 9. Project: Type of Inspection: 4 , 3 f) Address: •.„ Date called: 2 Special instructions: Date wanted: 2- . , a.m. '7 . 5/Q1.2 p.m. Requostel , , , , Pie 1 .ft. gWel Phone: T=ELSIIEWertHkr6rAti.a6r • C INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION i 6300 Southcenter Blvd, #100, Tukwila, WA 98188 I 1) PERMIT NO. (206)431-3670 El Approved per applicable codes. E Corrections required prior to approval. Inspector: LI Date: 712.. 57r. a y $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: r be es r ad..:4 I 11..117(..N • Pr j ct: odt Type of Inspection: If 0 ? W ill Address: Date called: Z� ZZ1O U Special instructions: Date wanted: a.m. 2/2-3 (A..) p.m. Requ t are JK 1 Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: s Sccsf Gb M n._ t� 2/z y/(,,) cam c (u pj T1 ft Q. G/ 5, 5 41.6*A Aier Inspector: 164v Date: l e6 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: COMMENTS: Type of Inspection: W 4/l 6. no / t 1 O'er- / �" x �� ix-A-(4- 7 d L fi. eir a ,. .. / 2-.41 a4 c44- ►,1 Phone: Z /O ,,� '( /0" o- t 7 p(/P CO �?1 1J(14 4i 1 - ,t,e. 14/ SA-t•11-6 5- GC� 7 p`�a.ci r�S �' - �/ �,�.. y ' `r^v'v , / Project: Type of Inspection: W 4/l Address: Date called: Special instructions:_ Date wanted: j i c r j CJV a.m. p.m. Requester Phone: INSPECTION NO. INSPECTION RECORD 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. 0 Corrections required prior to approval. Inspector: Jdt/ 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: Project: Type of Inspection: ic/ L Address: Date called: Special instructions: — Date wanted: /2-- 3 a.m. p.m. Requester: in/ip /n w Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 E] Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206)431 -3670 11 Corrections required prior to approval. COMMENTS: ui C-fe)7.1 j . & cyr di/ Inspector: (%) Date: 4 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: l Date: COMMENTS: Type of inspection: SSS /z/& 6w2 y` Ai - ,. M'c 'fit -, ,S.l'. (r //. (t) s duiel Sc-e4} J • TO c *C S 42,ucOlAi L 13 re -e-11 4i,J Ali), Phone No.: y l /°""f tb S(.( -' ,c.. L'.?,tiJ' j t' Rat ,72..:,.a: C t: ( (44'l . / , G' 1, 0.Z..�9 r /� % -4-a / s r // A �� } }, 41.1it 4 0� Rw /A ' j � 4p0 ^46 .5'.S'S Pa / /2 r/ few 4 1 ,1.h', W /l. 7T 21 1 C ivl.t. to ) i Lt..1 o /:::. Project: Pk/ Type of inspection: SSS Address: Date called: x /tielf Special instructions: Date wanted: � � l a.m. p.m. Requester , . f `i i �...i, / '114. 4 ,°tu Phone No.: •5+r i-.s.lor4,.. ,. �%`.tarmrt •' ' r S `"t��tts& ` ftti �( isF.'r -7.riM MIWYfirt. c j h "n INSPECTION RECORD Retain a copy with permit 11' 261 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 (206) 431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: II I..) Date: 2,2 414) $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: COMMENTS: W .2-3,30 eeM4 1, le lAiiije:// a../..-&o 1 -- .4...0 , 0,6, 44 FLA" V ek•tr. 0 444 -Plitei t4 A e 6eivti- i 4AA,1, irr-A... ,4 P az* l io 4 f " r,-e„„e 0 , Jo" alin, 4 * e 4,./Lehi 4/ it •Z,e4 . 0 1 I' i d OA It 1, It # i i /11 el 1 2." 4 64 ‘N*1..4:444,..464 4 LI 1 ISL) ittir ll 1 11 404 5tA-1 E-(- idt, u4 To 2 sr) / y 1 lt4 Ok , a.m. p.m. Project: MA 4a4n.eg 54 Type of Inspection: Address: Date called: . / 1 - 2 7 1 (..k...) Special instructions: Date wanted: 1 i ii a.m. p.m. Requester 1/111:e ./... :Aft "--(di' Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. 0 Corrections required prior to approval. Inspector: 6 Date: i 2 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: I Date: , „ , e■i'e; eeV 1;:.• • COMMENTS: Type of inspection: Address: Z)(8 /0 d } e-ti& cc L* rAQ4 �f Date called: 2� 17/00 ctrAo- dQ its yin K x.p.at . (r`l Tp cm S la. 5 5 1&' 3.-fg •_,i , A.. Tee e 44• 11 10 a J".� U-) 4 .Jl cA-6144 a V. m T ) pAO vrv) QQa ( 2 1-"0," - r_QQ i,v/ I la" 6Q -AA C syvy - L&. 16 to •t/e v .itft . Aa-blisa-it-J2 , ( k 5 ( -9 cn-U -1- a taL4-- Projec4 n Type of inspection: Address: Date called: 2� 17/00 Special instructions: Date wanted: a.m. al1 o(� p.m. , Requ slae`:� / Q J A It o.: i Phone N Approved per applicable codes. E119 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; . Tukwila, WA 98188 (206) 431 -3670 Corrections required prior to approval. Inspector: Date: `1d 6,/a) $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: 4�= k Projec ) (iu - A (44 5 ,IYL Type of Inspection: W MI Address: Date called: / oy 7/CD Special instructions: . . . Date wanted: a.m. // i/ Requester: ...) /Kb td vrt-e /C PAI.111.(Ad Phone: al I ii 0 00d INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 .........s+wave■svIrsoornotosxwmarnescreamtaVVRA=.::;:.; INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431-3670 Approved per applicable codes. 111 Corrections required prior to approval. COMMENTS: 2/7/00 2etAPAAA4 ,C Obi (,(14 VIAIArt AAA14 APA CAC■140..1,1 et (14,11 ( P. ill A-a/1 1 1 ) AVA.4 (41 tytz)4, Ap/A A e.4/1 "e'it t 31y h Inspector: 6 Date: ;. L1 $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: 1 cake �a,vtacOA Type of Ins ection: c-f jcwf : Addr e ss: Date c ed: �� /�� Special instructions: Dat wanted: ( a.m. 0 p.m. quester: 44 � - � feeityrlk Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila WA 98188 COMMENTS: LAA . (Au QI 40 1 Approved per applicable codes. El Corrections required prior to approval. Ej $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: .._ _ ......_. w..a .«.t... PERMIT NO. (206)431 -3670 res e�' ■ .n. Project: nn D-at/i dS6h T ype of Inspe , i.e v tJ l t Address: — Date called: Special instructions: Date wanted: a.m. ,a... P.m. Requester: 1h i k 6, Phone: c.1610 _ q 19 _ qs(6, y .. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 A ..: a... 0,-:, r, w S:. ta,...:: !ay.jG,:'�_4a:L'.re!'2•xxH:H +4, },.R.,: ����w:Zirt }L�PRiS ocyl.f „ . •x.' aC• - 1tx COMMENTS: q o° 4► - pis aNd �- ,-d/a maid 1 th `ott e D r Approved per applicable codes. ❑ Co ections required prior to approval. Inspector;,/, „m w Date: 14 4) 9 $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: • tte ' f r • Project: to Arrl 4(1 P. Type of WO T IA Address: I Date called: 0 1 loi 9/ Special instructions: • Date wanted: 0 1 a.m. p.m. Requester:, A 1 V—C Phone: PLY0 /„9 e- 945(0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southeenter Blvd, #100, Tukwila, WA 98188 Inspector. INSPECTION RECORD Retain a copy with permit ..urreo ........**ISS.Mt391 , 0408.1attrSti . PERMIT NO. (206)431-3670 Approved per applicable codes. Li Corrections quired prior to approval. COMMENTS: At 4-tiveki.,s4-- bitc, Date: Ej $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: • • • A .k - A • • _ • 0 COMMENTS: LA/1.415 0,24 Type of Inspection: Al N1.- Address: 4... f 43 '.— — ' i ■ /A M-CV•- Aidie-A ,Sr a.m. • p.m. 7D fo A.-1,1i-7 7J q' A-1.0,47 d 54-cr, o, ,,,, .... t Project: LA/1.415 0,24 Type of Inspection: Al N1.- Address: Date called : , i / 09 Special instructions: ' Date wante : 4 I/ a.m. • p.m. Request r: 10(/ Allai\le- Ph : *.OIA4. . . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Apploved per applicable codes. INSPECTION RECORD Retain a copy with permit orrections required prior to approval. Inspector: 4( Date: / 1/ 24 / 7 ,, $47.00 REINSPECTION FEE REQUIRED. Prior to inspectio4 fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: -CO s -.al her a. • P.- . COMMENTS: wkly Type of Inspection: 5,6 ia, /. I . r:.. -JAI Special instructions: i W = 11 / / ...... : !P6 G , .6 it /. g all ' . , ' .,' M„�.11/ I d �i 441a. Lir UMW 0.01., rd. i ■ i / , 1/k4; A fug 4 burl, Mb ij (1 4 g 5 P-7 31- A Gs x. z,6 1 /. Pro' t: 1Av c AwJsdk wkly Type of Inspection: 5,6 Address: /3�i 9"g ,-U- a Date called: /9 - 't Special instructions: Date wanted: �/ a.m. /l lob-- 2 rn p.m. ikir r � �Age— #L JIB Phone: INSPECTION NO. UY.:'YaM1!/r�r��lnC r s...nvy,,....w.a. INSPECTION RECORD Retain a copy with permit CITY OF TUKWII_A BUILDING !VISION 6300 Southcenter Blvd, #100, T kwila, WA 98188 urx.r .su.b�n�aoY ev:usa(amMos]LYa11.N0erznr 'dfi7l.�.h:';:'.: 0 b qY'- dys1 PERMIT NO. (206)431 -3670 Approved per applical a codes. El Corrections required prior to approval. 6 (I Date: Inspector: $47.00'REINSPECTION EH REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project A VOW lif Sdh... Type f Inspection: Address: Dat called: Special instructions: D te wanted: a.m. P.m. equestem 1 r Ai -el,(204\ Akre Phone:, ,..1 777.4 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 8188 Approved per applicable todes. PERMIT NO. (206)431-3670 COMMENTS: El Corrections required prior to approval. Inspector: Date: ID /f: 0 $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: ; redacted We hereby agree to make the chengels) specified below: Provide all labor, equipment, material, subcontractors and supervision as required for the removal of exlsiting window from office #1 and for the restoration of said structure (includes removal of window end disposal, drywall and metal building restoration, and painting), for the lump sum price of: 1,454.62 WA. State 13 & 0 Tax, PO and PL Insurance 17.46 WA State Sales and Tax 126.60 Note: This Change Order becomes part of and in conformance with the existing contract. This Change Order (Morasses) (decreases) the date of substantial completion by 0 additional work day. WE AGREE heroby to make the change(s) specified above at this price ADD $ 1,598.68 DATE PREVIOUS CONTRACT AMOUNT $ -IIIP AU1 HORIZED SIGNA URE X REVISED CONTRACT AMOUNT $ ACCEPTED • The above prices and specifications of this Change aro satifafactory and are hereby acceptod. All work to be porformed undur same terms and conditions as specified in original contract otherwise stipulated Order DATE OF ACCEPTANCE; unlees SIGNATURE FIORILLO NORTHWEST INC. +.: �Y.b�i:i+�'tfi^3k�,�i":�:'�n3�2 ` w� '1±��:�51= '•5'Y.:s'sS7i�:.�*nen TO: i . MA' 16 -00 TUE 07:33 AM LANWRK DEVELOPMENT I 'FN FIORILLO NORTHWEST 3I INC _ �. 131 SOUTHWEST 156TH, SEATTLE, WA 6113166 P.O. BOX 66626, SEATTLE, WA 661960626 (206) 241.2m0 FAX (2) 241 -2630 Russell & Jennifer Tom 6727 MLK Jr. Way South Seattle, Washington 98118 tr:...�`cttsrv;;.�a:7i� S3(:; f9s:;: 1' r,.:,[ nqr;. ,�,;x_��xctrrr,.;,`#raiY':nstte per.- �nrrro+. sun,., �;.. �........ .�,._...,...,....•...._.._ -_..0 FAX NO. 206.- 2630 P. 02 CHANGE ORDER NUMBER: 9910 - 3_ _. / Phone: JOB NAME /LOCATION: Downtown Harley Davidson 13001 48th Avenue Tukwila, Washington 98168 Job Number: 9910 Existing Contract Number: 9910 Date: 03/17/00 Job Phone: (206) 244 -6091 • Date of Existing Contract: 11/29/99 February 18, 2003 TO : Laurie Anderson FR Brenda Hol RE: Refund INTER-OFFICE MEMORANDUM • Please refund $2,398.00 for Downtown Harley Davidson located at 13001 48th Avenue S, Tukwila. The scope of work has been completed and approved by the appropriate city departments. I have enclosed a copy of the original receipt for your records. Please forward the check, made out to Forillo Northwest, to me and I will mail to the applicant. Thank you. • SEt 77L ! 1� = ft ti b�! t►llad In 1 1 �s>>�>Gno�2 <ae�cama►etedbx c CITY RECEIPT NO. F.18 cozs CASH EQUIVALENT THIS FU D IS AUTHORIZED TO BE ACCEPTED. DEPARTMENT HEAD: DEPOSITED THIS DATE: t - /• -pb RECEIVED BY: NAME OF DEVELOPMENT: hnwNToWN HQRI FY r)AVIDSnN DEVELOPMENT ADDRESS: 13001 48th Avenue South CASH ASSIGNMENT SHALL BE REFUNDED BY MAILING TO: (please print) CITY/STATE/ZIP Tukwila. Washington 98168 DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE PLANS/DOCUMENTS WHERE ITEMS ARE DESCRIBED): REMOVE THE WINDOW IN OFFICE #1, VISIBLE ON THE 48th AVENUE BUILDING FACADE OR OTHER MEASURES REQUIRED BY THE BOARD OF ARCHITECTURAL REVIEW. As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 7 39R no ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this work carried out and call for a final inspection by this date: ( 17 / 31 / nn ), or risk having the City use then nds to ca • the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby. • rize the to go onto the property to carry out completion of the above deficiencies. I further agree to co �� • sted above prior to requesting inspection and release of these funds. SIGNED: :.con 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPERS REPRESENTATIVE: COM ptl , (( /0: CHECKED BY: /-- • ON 4 (to be ccn/pret by Clay CASH CITY CHECK NO. RE 'EIVED City of .Tukwila q9/0 00 GC/0 clry 1K 11I bEVELOPER'S PR,JECT WARRANTY REQUEST FORM `i//(j 03 6'7° TITLE: CASH EQUIVALENT - Lb i I tR AUTHORIZING RELEASE Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD November 1, 2001 Mr. Russell Tom Downtown Harley Davidson 13001 48 Avenue South Tukwila, WA 98188 Dear Mr. Tom: City of Tukwila Department of Community Development Steve Lancaster, Director RE: Modification to Design Review Approved for Downtown Harley Davidson Thank you very much for faxing the revised drawings on October 30, 2001 to address the issue of the window that was added to the south facade of the Harley Davidson building without Planning Commission review and approval. We have had a chance to review the elevations that you faxed and find that they are acceptable in addressing the window issue, with one exception. The faxed elevations show a sign above the window, centered in the south facade. Under the City's sign code, businesses are limited to two signs, either a freestanding sign and a wall sign, or two wall signs. Currently, Downtown Harley Davidson has a freestanding sign on the west side of the site and a wall sign on the east wall of the building. If you wish to install a sign on the south wall, then one of the other signs must be removed. The next step is to apply for a building permit to install the awning extension. If you wish to revise the signage on the site, please apply for a sign permit, which will be reviewed separately from the permit for the awnings. If you have any questions, please call me at 431 -3661. Sincerely, u '( Carol Lumb Associate Planner cc: Jack Pace, Planning Manager Deb Ritter, Associate Planner Brenda Holt, Permit Coordinator c:\ nydocslliarley Uavids,n \Tom -ltr 2.doc Steven M. Mullet, Mayor s'. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206. 431.3665 • October 17, 2001 Mr. Russell Tom Downtown Harley Davidson 13001 48 Avenue South Tukwila, WA 98188 Dear Mr. Tom: city of Tukwila Department of Community Development Steve Lancaster, Director • By Certified Mail RE: Modification to Design Review Approved for Downtown Harley Davidson Steven M Mullet, Mayor On May 12, 2000 you posted a bond in the amount of $2,398 to cover the cost of removing the window inserted into the south facade of the remodeled building at 13001 48 Avenue South. This window was not part of the design reviewed and approved by the Tukwila Board of Architectural Review (BAR) on November 12, 1999. The bond was posted in order to obtain Planning sign off for occupancy of the remodeled building. Work associated with the bond was to be completed by December 31, 2000. A public hearing on a revision to the design approved by the Tukwila Board of Architectural Review was scheduled for June 22, 2000. At your request the hearing before the BAR was postponed in order to discuss design options for the window. On December 22, 2000 you faxed us several awning proposals to review, on which we provided verbal comments. Since that time we have been unable to reach you to discuss how you plan to proceed with addressing the window issue. As we've discussed in the past, there are several options available: remove the window, add a second window to balance the facade, or add an awning treatment across the entire south facade that mimics or complements the design on the front of the building (western facade). You must notify us in writing by October 31, 2001 how you plan to proceed on this issue. If we do not hear from you by October 31 we will utilize the posted bond to restore the south facade to the design approved by the BAR in 1999. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206. 431.3665 October 17, 2001 .If you have any questions, please call me at or Carol Lunib at '431-3661.:, Sincerely, Jak Pace Planning Manager cc: Steve Lancaster, Director, Department of Community Development Bob Noe, City Attorney Carol Lumb, Associate Planner Brenda Holt;PenilitCoordinator cAmydocs\liarley Davidsongont-ltrl.doc 2 From: Carol Lumb To: Brenda Holt; Jack Pace Date: 10/0/01 11:10AM Subject: Downtown Harley Davidson a into the south wall of this building that hadn't been part of the desig reviewed and approved by the Planning Commission. In May, 2000, the owner of DT Harley Davidson posted a cash bond to remove the window, if we weren't able to work out a fix to this. Over the past year and a half, we have been in touch with the owner We worked with the owner, Russ Tom to identify a solution, which is to add a metal treatment across the width of the wall and awning over the window similar to the west facade of the building. However, we haven't gotten a fina from him and repeated phone calls to him haven't produced a response. I've been trying to figure out what our next step would be. I can think of two alternatives. One option .~./��.^.~~�..�^.^h.cw...i~r....°i°i= When learned the i" addition °� �� �""="�"" ,"=~='=~=='=°="=="°"=''^°"=��",'�° ' .. . were going bzteke this back to the Planning Commission to obtain their guidance on whether they considered this a major or minor modification of the design they a .VVexiemxadit as a major modification that we didn't have the ability to approve without taking it back before them As an alternative, I propose that I write him a lette and send it certified mail telli him that we are going to turn this over to Code Enforcement if we don't hear from him in a week as to how he plans to address I'm sure there are other alternatives. How do you want to handle this? CC: Steve Lancaster '� ' 1 .. �.,«, �...,. ............._.., �......._..... �........ ,.,......,4,�...na.v..s�w..� -.m June 13, 2000 Brett Jacobsen PO Box 66826 Seattle, WA 98166 Dear Mr. Jacobsen: City of Tukwila RE: CORRECTION LETTER #2 to REVISION #3 Development Permit Application Number D99 -0259 Downtown Harley Davidson 1300148th. Av S Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your revision to your 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 Building Division and Planning Division. The issue with the Planning Division's comments will not be resolved until the June 22, 2000 Planning Committee meeting. At this time, the Fire Department and Public Works Department have no comments regarding your revision to your permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision 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 messenzer service. If you have any questions, please contact me at (206) 431 -3671. Sincerely, 3 Ezcx_ Tammy Beck Permit Technician encl xc: File No. D99 -0259 (Rev. #3) Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206 - 431.3665 BUILDING DIVISION REVEIW No further comments at this time. r:c.:�•;•.s Plan Review by: Ken Nelsen, Plans Examiner Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206 - 431 -3670 Date: June 12, 2000 Project Name: Downtown Harley Davidson Building Permit Revisions Application #: D99 -0259 A Building Department review of the submitted revision number 3 had been delayed because of issues regarding the Board of Architectural Review. Because a bond was secured by Downtown Harley pending the new BAR determination, the Building Department review has since been completed. The Building Department review along with site inspections has concluded the following comments. Please address the following comments in an itemized format, accompany with revised plans and /or documentation. 1. It has become evident to this Department that the occupancy classification for some portions of the subject building must be revised to more appropriate occupancy groups. Areas to revise on the plans for occupancy groups; a) The Service Lounge has been labeled an "M" occupancy , the Uniform Building Code would assign an area where motorcycle are driven in and parked prior to service to be listed as an S -3 occupancy. b) The storage area where the Dyno equipment is located is shown as an S -1 occupancy along with the upper level storage area it is open to. Because motorcycles are parked in these areas while waiting for service, alteration or repairs , this area would also be more appropriately designated an S -3 occupancy. 2. For the most part the correct required occupancy separations have been coincidentally indicated on the current revised plans. However, a complete one hour separation needs to be designated between retail Showroom and the Service Lounge. During a recent site inspection it appears the general construction for that wall may meet the one hour requirement other than confirming the door assemble ratings and a fire damper to one mechanical duct. 3. In addition to the S -3 occupancy designation, Washington State Ventilation Code Section 304.1 requires a minimum 1.5 c.f.m. of outside air per square foot of gross floor area for these rooms. This ventilation reference must be include on the plans. A separate mechanical permit will be required for the ventilation system installation. y r: �c... :.rt; ��c ^•.... . L7: . "1.- 4. The Dyno chamber is shown on the plans to be enclosed in a one hour room. This room has not bee constructed. If the overall Storage room the Dyno is located in is reclassified to the S -3 occupancy, the one hour enclosed room is not required. City of Tukwila Department of Community Development q: \carol\general \d99 -0259 -2.doc PLANNING DIVISION MEMO TO THE FILE DATE: May 17, 2000 APPLICANT: Downtown Harley Davidson RE: , D99 -0259 ADDRESS: 13001 48 Avenue South Posting the bond was required in order to obtain Planning sign off for occupancy of the building. Steven M. Mullet, Mayor Steve Lancaster, Director The applicant has posted a bond for 150% of the labor and material costs to remove the window on the south facade that was installed without prior approval of the Department of Community Development. The window was not part of the project reviewed and approved by the Board of Architectural Review (BAR) November 12, 1999. The modification to the building will be reviewed by the BAR at its June 22 " meeting. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 `sEfta > o. �ted ! > t i ° .. :. arn h .cr . . .alto NAME OF DEVELOPMENT: Downtown Harley Davidson DATE: 05/12/00 DEVELOPMENT ADDRESS: 13001 48th Avenue South PERMITNO.: D99 -0259 CASH ASSIGNMENT NAME: Downtown Harley Davidson TEL NO. 206 -722 -8457 SHALL BE REFUNDED ADDRESS: BY MAILING TO: 13001 48th Avenue South (please print) CITY/STATE/ZIP Tukwila, Washington 98168 DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE PLANS/DOCUMENTS WHERE ITEMS ARE DESCRIBED): CASH SET ASIDE I N L E I U OF MAINTENANCE BOND FOR IMPROVEMENTS CONSTRUCTED, INSTALLED, AND DEDICATED TO THE CITY AS REFERENCED IN THE ATTACHED BILL OF SALE & MATERIALS LIST. As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent In the amount of $ 2,314.00 ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this work carried • t and call for a final inspection by this date: ( 05 / 31 / 02 ), or risk having the City use the : nds to carry • .t the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby autho .. e ti , . o go onto the property to carry out completion of the above deficiencies. I further agree to co le = I re Ii- ed above prior to requesting inspection and release of these funds. SIGNED: .i �// TITLE: • ! .. City cgf Tukwila 99Id 03 070 DEVELOPER'SOJECT WARRANTY REQUEST FORM 9criC oo o'�3 .,::. ..:..: THIS FUND IS AUTHORIZED TO BE ACCEPTED. SIGNED: JJ CITY RECEIPT NO. 457 DEPARTMENT HEAD: 1 AMOUNT: 2, 314= 0 CASH 64 CASH EQUIVALENT DEPOSITED This DATE: RECEIVED BY: 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPERS REPRESENTATIVE: CHECKED BY: OMd!0 ................. %`COltlpl r.�vs7 CASH EQUIVALENT - LET F_R AUTHORIZING RELEASE CASH CITY CHECK NO. Upon completion through Section 2, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request Inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. AUTHORIZED BY: DEPARTMENT: • AMOUNT: RELEASED THIS DATE: RELEASED BY: , FINANCE DEPT. Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD 20000510000556 Return Address: Other: RUSSEL Last Name Company Name (if business) Address CITY OF TUKWILA DOCUMENT RECORDING COVER SHEET TOM First Name 6727 MQ T1N L km 16 . City State Zip Assessor's Property Tax Parcel /Account Number(s): 000300 -0046 Public Works: 2/25/97 . ca c.� CD S•J Street Frontal Improvement Proportionate Fair Share Agreement To include utility undergrounding within the public right -of -way for the length of the frontage. The proposed development at: 1 3 0 0 / 4( » v e , Address: Parcel No.: 000.300 - 0046 TMC 11.64.020 requires frontal improvements, including the construction of curb, gutter, sidewalks and the undergrounding of utilities for new or remodeling construction when: - floor area is increased by 20% - alterations, repairs, remodeling exceed 25% of the previous building value - 25,000 square feet is added - or building value is increased by $250,000 This development meets or exceeds at least one of the conditions stated in TMC 11.64.020. The proposed development property is obligated to participate in funding future frontal improvements and utility undergrounding within the public right -of -way for the length of the Lc" frontage, and the Owner waives the right to protest L.I.D. or U.L.I.D. formation. The Owner will pay a proportionate fair share based on unit construction costs for the frontal improvements and utility undergrounding within the public right -of -way for the length of the frontage if the City proceeds with construction. This agreement shall be binding upon the parties, their respective heirs, legal representatives, assignees, transferees and successors, and runs with the land. This agreement shall be recorded by the City Clerk with the King County Auditor as required by RCW Chapter 35.91, and the cost of said recording will be paid by the City. So that the Owner can remove encumbrances from the property caused by this requirement, the Owner can pay the City the Owner's pro -rata share for projected costs. These costs will be made available to the Owner upon written request to the Public Works Director. OWNER: Owner signature) 1� /SSG:44_ L 77,14 Owner (print name) C 7z7 ten• Street Address Date 2o6v- 722- re V6 Phone w 9 5 e City, State, Zip e... ..s.xrc.rrMnx•s- �r- ..,tys.,,rr: Street Frontal Improvement Proportionate Fair Share Agreement Page 2 Address: MOO/ 48 -th hue a, Parcel No.: 000_300-004-6 Owner: ,,5s�ze— L = 7 STATE OF WASHINGTON County of Yii F l On this day personally appeared before me ivlcS l l- `71)vi) escribed in and who executed he /they signed the same as and purposes therein mentioned. Giyen under my hand and official seal this 1 1 day of M1-vc/hc S �� O� • sioiv''• i : o cAOTARY ?n'; , 4 : U —•— cn . • PUBLIC .. %,, O� WAS H CITY OF TUKWILA: ai nu a cars croti C �1 lic Works Dire ) ss , to be known to be the individual(s) within and foregoing instrument, and acknowledged that her /their free and voluntary act and deed, for the uses ..urs c)() Signa e Rb-b Prin ame NOTARY PUBLIC IN AND FOR THE STATE OF xVASH� ON,, RESIDING AT 1 My commission expires 5 -2-e • C) tiara) So 2C)C.) Date 11 ".. .t' l; n. •� • ti:` ^«rty d; ,i7;.: + a F tK „�T . T:, ii.:l..n:,ccr „ 2 +:` P�' • to 1:•Y{..�M N. �A)Ya °2'l��T.�� ' `L`.�i,^'s.'i f >.�si� Y.T��."'.11,��. ,fi�gg o_.}c'.,rs,a��r.' t.�J n.:�` �71�tk35';<' ., >-. .d .. April 28, 2000 Brett Jacobsen Fiorillo Northwest Inc PO Box 66826 Seattle, WA 98116 RE: Dear Mr. Jacobsen: This letter is to inform you of corrections that must be addressed before your revision #3 to your 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. At this time, the Building Division, Fire Department and Public Works 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 revision 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 (206)431 -3672. Singerely, Brenda Holt Permit Coordinator encl CORRECTION LETTER #1— Revision #3 Development Permit Application Number D99 -0259 Downtown Harley Davidson 13001— 48th Avenue S totit,1464- xc: File No. D99 -0259 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206431.3670 • Fax: 206.431.3665 C of Tukwila DATE: April 27, 2000 APPLICANT: Downtown Harley- Davidson RE: D99 -0259 ADDRESS: 13 001 48 Avenue South cc: Jack Pace, Planning Manager q; \carol\ general \2000•memos \d2000.0259.doc PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 - 431 -3661. 1. The revision submitted is for a minor modification made to the building without the opportunity for Board of Architectural Review or City staff review and approval. The revision as submitted cannot be approved. The building received design approval (L98 -0045) by the Board of Architectural Review November 12, 1998. If the City had had an opportunity to review this modification, the applicant would have been asked to design a window treatment that is balanced on the south wall of the building. To remedy the unauthorized insertion of the window in the south facade, there are the following suggested options: a. Restore the facade to the appearance approved by the Board of Architectural Review (i.e. remove the window). b. Add a window to balance the facade appearance. c. Provide some other facade treatment that balances the small window that was inserted. Please revise the submittal to reflect one of the options noted above. Michael Jenkins discussed with you the need to resolve this issue prior to issuance of a Certificate of Occupancy (CO). As an alternative, you may post a bond for 150% of the labor and material costs associated with adding an additional window on the south facade if this issue is not resolve prior to the building being ready for CO. Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206. 431.3670 • Fax: 206.431 -3665 -` Sample No. Cylinder Diameter (in.) Cylinder Area (in ?) Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type 1 4.00 12.57 5/2/00 7 44000 3500 Shear 1 B 4.00 12.57 5/23/00 28 61000 4850 Shear I C 4.00 12,57 5/23/00 28 59000 4690 Shear I D 4,00 12.57 Discarded Design Strength Specification: 28 2500 ' 11 Information / A •To Build On Engineering • Consulting • Testing CLIENT: DATE: TECHNICIAN: D. Howard JUN 0 5 2000 COMMUNi f'', REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSI Rl ICOPME T Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 April 25, 2000 FIELD DATA LOCATION OF PLACEMENT: Shed slab on grade with thickened edge, west of Line L & north of Line 4; bioswale pedestrian bridge; equipment pad on east side of building Samples were taken at 10.00 cubic yards of cubic yards placed total. Date Placed April 25, 2000 Time 10:16 AM Delivery Ticket No. 105931 Slump, In. 5.50 Air Content, Air Temperature, °F 52 Concrete Temperature, °F 58 Date Received In Lab April 26, 2000 Field Data Submitted By PSI /D. Howard Mix Data Submitted By Cadman NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C31.96 (EXC. SEC.1.2.2): SLUMP: CI43•97 (EXC. SEC. 6): TEMPERATURE: CIII(I.$6(97): SAMPLING' CI72•'J7 COMPRESSION TEST RESULTS ASTM Test Method: ® C31 ❑ C39 ® C143 REMARKS: Inspected reinforcing steel and witnessed concrete pour. All cylinders were capped in accordance with ASTM C61 7-94. Concrete placed by chute and consolidated by tamping. All items inspected conform to approved plans and specifications. PROJECT: Downtown Harley Davidson 13001 48th Ave. S Tukwilla, WA PERMIT NO.: .D99= 0259/MI2000 -049 JOB NO.: 712 90234 - 24 REPORT NO.: CR9250 Supplier Cadman Mix Number and Proportions 501020 Cement 470 lbs Type I -II water Fine Aggregate Coarse Aggregate Flyash Admixture ® C172 0 C23 ®C1064 Cl231 cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE. INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. 1398 lbs 1970 lbs 4 oz AEA OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ® YES ❑ NO ❑ Other: Respectfully submitted, professional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282-0666 • Fax 206/282-0710 Sample No. Cylinder Diameter (in.) Cylinder Area (in ?) Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type IA 4.00 12.57 4/28/00 7 35500 2820 Shear IB 4.00 12.57 5/19/00 28 75000 5970 Shear 1C 4.00 12.57 5/19/00 28 77500 6170 Shear Design S rength Specification: 28 2500 h' Information r 1i 2!JTo Bu ild On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST CLIENT: Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 DATE: April 21, 2000 TECHNICIAN: D. Rierson FIELD DATA LOCATION OF PLACEMENT: Footings for bicycle wash area and oil compressor wall, including bioswale bridge footings Samples were taken at 7.00 cubic yards of 7.00 cubic yards placed total. Date Placed Time Delivery Ticket No. Slump, In. Air Content, % Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mix Data Submitted By April 21, 2000 03:00 PM 0499346 4.00 68 68 April 24, 2000 PSI/D. Rierson Miles #3 NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C31. (EXC. SEC. 0.2.31. SLUMP: CI43.97 (EXC. SEC. 6): TEMPERATURE: CII'44'K((93 1: SAMPLING: CIT2.97 COMPRESSION TEST RESULTS ASTM Test Method: ® C3I ® C39 ® CI43 ® C172 ❑ C23I ® C1064 REMARKS: Inspected reinforcing steel and witnessed concrete pour. All cylinders were capped in accordance with ASTM C617 -94. Concrete placed by chute and consolidated by mechanical vibration. All items inspected conform to approved plans and specifications. Do t,+,vvvf-ViQi4) 1-fottat.. PROJECT: Downtown Harley Davidson 13001 48th Ave. S Tukwilla, WA PERMIT NO.: : 400,P12000-049 JOB NO.: 712- 90234 -25 REPORT NO.: CR9311 Supplier Mix Number and Proportions Cement Water Fine Aggregate Coarse Aggregate Flynsh Admixture ❑ C1231 ❑ Other: cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT SE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT, REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Miles #3 01550 517 lbs Type I -11 1430 lbs 1860 lbs 7/8" OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 8 gallons of water added on site. WORK CONFORMS: YES ❑ NO Respectfully submitted, J�rgfessionul Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3267 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282-0666 • Fax 206/282-0710 Apr 10 00 10:33a ©© 4 0 11021.1VININi 411r MI el I J masmemoss loolowammomo interior wall - Orrice /Service Design No. U425 Refer to wall type 'w4' for callouts. Re' - Deckman Rrc 1998 UL Fire Resistance • Volumn i -- Design No, 0489 1. 5/8" type 'x' gypsum wallboard 2. 3 -5/8" metal studs at 16" o.c. 3. sound Insulation 4. 6" alr -space 5. 3.5/8" metal etude at 16" o.c. 8.5/8" type 'x' gypsum wallboard 1. Column Protection - Gee Design No. X524 for column protection. a Wall Construction - See Design No. U425 for detail*. a. Top or wall shall be against the underside of roof deck. b. All openings between top of wall and roof deck are to be filled with UL Classified mineral wool or glass fiber insulation. c. Steel studs in accordance with the specifications in Design No. U425. 1-hour rated Design No. 0489 Column Protection -- See design No. X524 for column protection. Girls -- "Z" or "C" shape girt* fabricated from 0.056 to 0.170 in. thick etel. Girls shall be 6 to 10 In. deep with 2 -I/2 to 3 In. flanges. Girt Clip - • Fabricated from min 0.il5 In. thick steel, angle* may be bolted to columns with 1/2 by 1.1/2 In. bolts and note ormay be plates shop- welded to columns, Steel Wall Panels -- No. 26 1150 min. coated steel. Wall Construction -- 5ee Design No. U425 for details: a. Top of the wall shall be against the underside of roof deck b. All openings between top of wall and roof deck are to be filled with UL Classified mineral wool or glass fiber insulation. c. Steel studs In accordance with the specifications In Design No. 0425. Sub -girte -- Min, 0020 in. (25 gauge) thick galvanized steel, I•5 /I6 In. wide on top and 2 -3/4 in. wide at bottom by 1/8 in. deep (hat section), spaced 48 in. oc. max. Design No. X524 I. Steel Column -• Column sizes may vary. Max depth 60 in., min, flange 4 in wide 3/16 in, thick ilin web thickness 0090 in, All columns to be designed in accordance with AISC specifications, In addition to the above requirements, the weight to perimeter (W/D) ratio shell not be Iess than 0 ?1. W4Cross- sectional area (ft2) X 490. D :Perimstsr or steel column, (2 x flange width lin) + (2 x column depth (In)) - 2. Wallboard. Aypaun. - Nom I/2 In. thick 4 ft. wIde. for I hour rating -• Two layers of wallboard to be used. Wallboard applied vertically, attached to steal studs and /or angles with screws spaced 12 in. o.c. Horizontal wallboard Joints staggered 30 In e.c, with screws located I in. from the Joint. WPmn column depth exceeds 36 in, wallboard over web applied horizontally. Screws spaced 12 In. O.C. alternating between Inside and outside flange attachment studs for outer web attchment. Screws spaced 12 In. o.c for center web attechment, Joints staggered 12 In. o.c. with screws located 110. from Joint. &crewt -Type 5 self - drilling, self - tapping, bugle head screws. For the first and second wallboard layers over the flanges and the first layer over the web areas, i in. long screws are used. For the second wallboard layer over the web areas i -5/8 In long screws are used. 253 -9503 P.5 RECEIVED CITY OF TUKWILA APR 1 " NM! PERMIT CENTER ' ?T � � l C P RES,CE DIRECTORY (BXRH) RATINGS =ANSI /UL263 (BXUV) Continued .um•-- Gypsum panels with beveled, square or tapered erticatly or horizontally. Vertical joints centered over 'red one stud cavity on opposite sides of studs, Vertical lavers (multilayer systems) staggered one stud cavity. Dints and horizontal butt joints on opposite sides of e staggered. Horizontal edge joints and horizontal butt t layers ( multilayer systems) staggered a min of 12 in. a number of layers for the 1 hr, 2 hr, 3 hr and 4 hr ratings 'oard Protection on Each Side of Wall No. Of Layers cud And Thickness th Of Panels 2 1 layer, 5/8 in. thick 2 1 layer, 1/2 in. thick S 1 layer, 3/4 in. thick S 2 layers, 1/2 in. thick S 2 layers, 5/8 in. thick 2 1 layer, 3/4 in. thick s 3 layers, 1/2 in. thick 2 layers, 3/4 in. thick s 3 layers, 5/8 in. thick 4 layers, 5/8 in. thick 4 layers, 1/2 in. thick 2 layers, 3/4 in. thick Min Thickness Of Insulation (Item 3) Optional 1 -1/2 in. Optional Optional Optional 3 in. Optional Optional Optional Optional Optional 2 in. Gypsum Co. -1/2 in. thick Type C, WRC or IP -X2; 5/8 in. �e SCX, SHX, WRX, IP -X1, AR, C, WRC or IP -X2; 3/4 in. .iRACODE or Type IP -X3 tates Gypsum Co. -1/2 in. thick Type C, WRC or IP -X2; ''hick Type SCX, SHX, WRX, IP -X1, AR, C, WRC or IP -X2; 3/4 ULTRACODE or Type IP -X3 americano SA de CV -1/2 in. thick Type C, WRC or IP -X2; :hick Type SCX, SHX, WRX, IP -X1, AR, C, WRC or IP -X2; 3/4 ULTRACODE or Type IP -X3. psum' —(As an alternate to Item 4) -5/8 in. thick installed as described in Item 4 with Type 5 -12 steel )th and spacing of the screws as specified under Item 5. r Gypsum Company —Type FRX .tates Gypsum Company —Type FRX it shown) —Type S or 5-12 steel screws used to attach s (Item 2) or furring channels (Item 6). Single layer :ang for 1/2 and 5/8 in. thick panels or 1-1/4 in. long for :nets, spaced 8 in. OC when panels are applied horizontally, Ien panels are applied vertically. Two layer systems: First 7 for 1/2 and 5/8 in. thick panels or 1-1/4 in. long for 3/4 spaced 16 in. OC. Second layer- 1-5/8 in. long for 1/2 :k panels or 2 -1/4 in. long for 3/4 in. thick panels, spaced screws offset 8 in. from first layer.Three -layer systems: long for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC. . -5/8 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 i r- 2-1/4 in. long for 1/2 in., 5/8 in. thick panels or :Jr o in. MLA pencb, spaced 12 in, OC. S st' s offset 1yer below. Four -layer systems: First layer- 1 in. long for . thick panels, spaced 24 in. DC. Second layer- 1 -5/8 in. .. 5/8 in. thick panels, spaced 24 in. OC. Third layer- 2 -1/4 • in. thick panels or 2 -5/8 in. long for 5/8 in. thick panels, )C. Fourth layer- 2.5/8 in. long for 1/2 in. thick panels or 5/8 in. thick panels, spaced 12 in. OC. Screws offset min er below. nels — (Optional, not shown, for single or double layer :ilient furring channels fabricated from min 25 MSG !cted steel, spaced vertically a max of 24 in. OC. Flange ad to each intersecting stud with 1/2 in. long Type S•12 riot for use with Item 4A, Ind Compound —Vinyl or casein, dry or premixed joint tied in two coats to joints and screw heads of outer layers. • ni 2 in. wide, embedded in first layer of compound over all panels. or Stucco — (Optional, not shown) — Aluminum, vinyl or ::rick veneer or stucco, meeting the requirements of local installed over gypsum panels. Brick veneer attached to rrugated metal wall ties attached to each stud with steel ire than each sixth course of brick. Sealants'— (Optional, not shown —A bead of acoustical I around the partition perimeter for sound control. States Gypsum Co. —Type AS :lassification Marking LOOK FOR THE UL MARK ON PRODUCT FIRE RESISTANCE DIRECTORY (BXRH) FIRE RESISTANCE RATINGS - ANSI /UL263 (4 ,— Continued Design No. U420 Nonbearing Wall Rating -1 or 2 HR. r - 24 "o c.-- -i HORIZONTAL SECTION VERTICAL SECTION 1, Studs — Channel— shaped 1 5/8 in. wide with 1 3/8 in. legs and 1/4 in. stiffening flanges. Fabricated from No. 25 MSG galv steel. Studs to be cut 1/4 in. less than assembly height. 2. Bracing —Of two types. Type 1 —Cut from the steel runners, 9 1/2 in.. long. Fastened to the studs with two No. 8 by 1/2 in. self - drilling,,, self - tapping steel screws in each stud. Type 2 —Cut from the gypsum Z wallboard 9 1/2 in. long and 12 in. wide. Fastened to the studs with. three Type S wallboard screws at each end. Vertical spacing of bracing not to exceed 48 in. OC. 3. Floor and Ceiling Runners — Channel— shaped 1 5/8 in. wide with 1 in. legs, fabricated from No. 25 MSG gals steel. Attached to floor and ceiling; with fasteners spaced 24 in. OC. 4. Wallboard, Gypsum' —Any 5/8 in. thick wallboard for fire resistance Classified with beveled, square, or tapered edges. For 1 Hr Rating —One layer of wallboard to be used. Applied vertically with joints centered over studs. Fastened to studs with 1 in. long, Type S, wallboard screws spaced 8 in. OC at the joints, located 3/8 in. from the edges, and 12 in. OC in the field. Fasteners to be spaced 8 in. OC at the runners. For 2 Hr Rating —Two layers of wallboard to be used. The inner layer to be applied in the same manner as for the 1 Hr Rating. The outer layer to` be fastened to the studs (through the inner layer) using 1 5/8 in. long, Type 5, wallboard screws spaced 8 in. OC at the joints, located 3/8 in. from the edges and 12 in. OC in the field. Fasteners to be spaced 8 in. OC at the runners. Joints to be staggered 24 in. from the inner layer. See Wallboard, Gypsum (CKNX) category for names of manufacturers. 4A. Wallboard, Gypsum' —(As an alternate to Item 4) —Nom 3/4 in. thick, installed as described in Item 4 with 1 -1/4 in. long Type S screws far irnyk for innav) idyer and : 1,'d in. 1, ng Type S screws for outer lap[ Canadian Gypsum Company —Type AR. United States Gypsum Co. —Type AR. Yeso Panamericano SA de CV —Type AR. 48. Wallboard, Gypsum' —(As an alternate to Items 4 and 4A) —5/8 is thick installed as described in Item 4. Joint covering (Item 5) r required for single layer system. Canadian Gypsum Company —Type WSX. United States Gypsum Co. —Type WSX. Yeso Panamericano SA de CV —Type WSX. 5. Joint Tape and Compound —Vinyl or casein, dry or premixed compound applied in two coats to joints and screw heads. Paper tape, in, wide, embedded in first layer of compound over all joints. Is 6. Batts and Blankets` — (Optional, not shown) Glass fiber batts may installed in the interior or wall cavity. The max thickness of the shall be 2 1/2 in. for the walls with 2 Hr assembly ratings and 3Ift for the walls with 1 Hr assembly ratings. Attached to wallboard with staples spaced horizontally 12 in. OC and vertically 24 in. OC. Certainteed Corp, Johns Manville International Inc. Owens-Corning Fiberglas Corp. 'Bearing the UL Classification Marking RECEIvio CRY OF APR 1nor P li t :'Floor and Ceiling Rum... wide with 1-1/4 in. legs i floor and ceiling v,it. 2uSteel Studs — Channel s: FIRE RE! FIRE RESISTANCE RA. Nonbe r2 1. Floor and Ceiling Rum wide with 1 -1/4 in. legs to floor and ceiling 2. Steel Studs — Channel s stiffening flanges, fabri, to floor and ceiling run 3. Wallboard, Gypsum•- - applied vertically with j: studs and runners with from sides and ends of . on opposite sides. Out adhesive (Item 4). Out studs and runners with in. from sides and ends staggered from the inn. See Wallboard manufacturers. • 4. Laminating Adhesive- - 4 , layer of wallboard. Adhe- in accordance with inst: surface of the outer la.. applied in 10 in. wide } 5. Finishing System —Joie t, with a 2-1/2 in. wide fi covered with a second layers of wallboard coy faces of outer wallboarc L at a rate of approx 0.4 ":6; Hard board Paneling — , paneling with a face h. e vertically to wallboard . wide beads spaced apprc Paneling also attached • Type S trim head screw< staggered 12 to 24 tr. . Masonite Corp.- - 'Bearing the UL Classifier. C Nonbea: ntinued Series) or fire protection of the beam flange. The of the floor required when ed in the units. 5800 Series decks may be provided the roof on the edges of to the praying decks are , 0700, 1100, P900, • • Beam of spray following Gauge 28 26 24 22 20 18 16 FIRE RESISTANCE DIRECTORY (BXRH) FIRE RESISTANCE RATINGS - ANSI /UL263 (BXUV)— Continued VI. WALL AND PARTITION ASSEMBLIES The ratings for walls and partitions apply when either face of the assembly is exposed to the fire unless indicated otherwise on a specific Design. Flashing and corner details may vary from those described in a Design provided structural equivalency is maintained and similar materials to those specified in the Design are used for supports, fasteners and flashings. The hourly rating of a load bearing assembly also applies to the same assembly when it is used as a non -load bearing assembly. The size of studs are minimum unless otherwise stated in a Design. The spacing of studs is a maximum unless otherwise stated in a Design. 1. Wood Stud Walls The firestopping requirements for wood stud assemblies is to be determined from local authorities. Horizontal bridging is included in most fire test samples in order to fully load the wood studs. This horizontal bridging should not be considered as a means of firestopping. The hourly fire ratings for load bearing wood stud walls were derived with a superimposed load applied to the wall assembly intended to theoretically develop maximum working stresses not exceeding the design values published in the Supplement to the 1991 Edition of the National Design Specification fo wood construction. In addition, the design load per square inch of cr sectional area for any wood stud shall not exceed 385 psi. Wood stud walls may contain fire retardant treated studs as well as untrea wood studs. 2. Steel Studs The dimensions and gauge of steel studs are minimums. The hourly ratin apply when the steel studs are of a heavier gauge and /or larger dimension than specified in a Design. The superimposed toad of bearings walls utilizing steel studs shall be based on the capacity of the studs as determined by the 1986 edition of the AISI Specification for the Design of Cold Formed Steel Structural Members with the December 11, 1989 Addendum. 3. Metal Thickness Unless otherwise indicated in the individual designs, the following minimum metal thickness tables shall apply where a metal gauge designation is stated. and U425. The metallic outlet or switch boxes shall be securely fastened to the studs and the opening in the wallboard facing shall be cut so that the clearance between the box and the wallboard does not exceed 1/8 in. The surface area of individual metallic outlet or switch boxes shall not exceed 16 sq in. The aggregate surface area of the boxes shall not exceed 100 sq in. per 100 sq ft of wall surface. Metallic boxes located on opposite sides of walls or partitions shall be separated by a minimum horizontal distance of 24 in. This minimum separation distance between metallic boxes may be reduced when "Wall Opening Protective Materials" (CLIV) are installed according to the requirements of their Classi- fication. Metallic boxes shall not be installed on opposite side of walls or partitions of staggered stud construction unless "Wall Opening Protective Materials" are installed with the metallic boxes in accordance with Classification requirements for the protective materials. 7. Exterior Walls Fire resistive wall designs are investigated with the understanding that their use is limited to interior applications only unless the design includes the in i Sincerely, 9813-rev12 4.10,2000 Project: HarleyDavidson 13001 411m Street Ave. S. Tukwila, Washington Job No. Permit Owner: Russ T To: Carl / Fiorillo Northwest - Superintendent Re: Rated wan assembly sobstitudoe ROSS t 01102 ATE OF WASHINGTON Ross Deckman Archi cc: Brett Jacobsen / Fiorillo Northwest (206 241 2630) 1 03 IIcu Per your request, we have evaluated the correspondence from USG Corporation dated April 3, 2000 and April 7, 2000 (refer to exhibit 'A' enclosed), and found that the1999 UL Design No. 1J420 [Nonbearing Wall Rating —1 or 2 Hit] is an equal substitution for the interior wall type 'w3' called out on sheet a9.2 (refer to exhibit 'B' enclosed). Please give us a call to clarify any issue. We thank you for your time and cooperation. N INO REGISTERED ARCHITECT RDA • HECKMAN ARCHITECT TECTURE /MANNING RECEIVED CITY OF TUKWILA APR 1 2000 PERMIT CENTER 4121 SO. MEROAN SIIITF 28 PUYALLUP, WASHINGTON 98373 TEL 253 840 9405 FAX 840 9503 ROArchilect@compuserve com F{pr 10 00 10: 32a R' z Beckman Fire VII L VUV tl7. 44 LCID 1 044 urucrt �tr�M��wr VP. rV rel.% Ob two of v' LIZta April 7, 2000 Mr. Jim Baer Enderis Company, Inc. ' 253 S. Holden St. Seattle, WA 98108 Subject; UL Design No. U420 Dear Mr. Beer: Very truly yours NESTO S . ' ANCI4EZ Architectural Systems Manager Cc: 100.32, S. Finlinson Unu.d Moto Gown C.nvtnny P. O. box 80016 Chivige, 317 6064000 Pao: M2606-4093 12S South Fron1fin Snare Chigoe, IL 606064670 ............,..,...,....»....... �....-......-.—...._...,„ .................... �....r o.,% aa+ acmnere +�ita»+Cr+».sn:,tizs+^.R?hSL.; A Subodiaryof USG Corporotioo 253.840 -9503 p• 2 rMtx. u . 11110! This is to confirm our telephone conversation of April 6, 2000 regardin, the horizontal application of USG's SHEETROCK' Brand Gypsum Panels, FIRECODE Core (Type X) and FIRECODE' C Core (Type C), in steel -stud wall assemblies such u UL Design No, U420. Based on the results of fire tests conducted by Underwriters Laboratories Inc. (UL) on wall assemblies incorporating the above mentioned products, UL released the attached letter addressing the horizontal placement of USG's gypsum panels in several steel stud walls, including Design No. U420. As discussed over the telephone, USG•has developed data to demonstrate that the horizontal placement of USG's gypsum panels would not be detrimental to the fire resistant ratings attained by the many steal -stud wall assemblies previously developed by USG. We trust the above answers your inquiry. However, if you should have arty additional questions, please feel free to contact meet (312) 606 -4065. RECEIVED CITY OF'NKW APR 1, t 21/0t1 PERMIT CENTER 1114.11 A (oi%3) Apr 10 00 10:33a Re Deckman Arc 04/07/2000 09:44 2067622,. ENDERIS IMO ur: UV Una :41 rAA ,)1L ova 44/0 Usli . O4 /2L /00 tlED 17110 FAL 147 070 5110 USG RESEARCH & TECH Underwriters Laboratories Inc.. • April 3, 1997 Corporation Mr. Nestor G. Buarbes 700 N, Highway 43 Libertyville, IL 60041.1296 Our Reference: Pile R1319, Project 96NE110S1 Subjects Horisastat Gypsum Wilb.srd Joints Dear Mr. Sancho*: 253.840 -9503 p.3 ( PAGE 03 Doss This letter is in response to ourtelephone conversation on February 6, 1997 regarding our letter dated May 31, 1996 addressed to Mr. Rues Xiivchuk, P.B., afICBO. Its our May 31,,1996 letter United Sutter Gypatun Company (USG) requested that Underwriters Laboratories Inc. (UL) render en opinion on the acceptability otbodzontat aide end butt joins in single- and multi-layer gypsum panel/steel stud will assemblies. Specifically, UL wu asked to review the.cccptabiliry of horizontal joints ii Design Nos. 0411, U412, U420, U425, U426, U435. U431, 0448, 0451, U452, 0453, 0454, U455, U459, 0465, 0467, U469, 0490, 0491, U492, and 0505 hued oat the inquiry received from ICBO. Since k bad already been defaming that insttffloiett data existed to render the opinion, USG asked UL to plan an investigation to develop data whkh could provide the basis to establish the acceptability of the horizontal joints. As requested, UL proceeded to review evaildge fire teat data on the pedlar/mance of horizontal Joints in single. and mu1t1,1ayer gypsums paneVwood stud wall assernbiles, and fire test date on gypsum paneVsteel stud asstenbBea, in wild USG's PiR8o0D13 (Type X), FJRVCODB C (Type C) and ULTRACODB (Opium pagers were utilized. Upon review of the data, UL d.tenniod that • compuative ere test program could be used to determine the effects of horizontal joints on the paformano of fire resistive wall ausrnblies It was discussed prior to the commencement of the investigation that since both aide and butt joints were to be evaluated, the wallboard should be installed horizontally on both aides of the studs to mate a coati uous• joint on both sides oaths walls It was also 'agreed that tapered -edge panels should be used emus agwre•edge patois to properly evaluate the effect of the joints. The joints would be mated with Joint tape and compound. It was UL's opinionthat horizontal joints would be most caitiml in single layer wall assemblies since the joints would be unsupported. Furthermore, Mowing established practices, the oleo ZalParagon Road NoAMAaA.*tab 60011••2010 (W) 271.4*0e FAIN°. p111 2r2•alto MCI Mall Ne. 2 s443os Toles No. trio }s1 3d1 • aMOIRR 11.0. 11 N r A na•lot•pront ergwtelon dldrNed lo publo aa11y and oommmtted to qualny stroke (l1 ED CI'T'Y OF TUKWIIA APR 1 1 Zoac► PERMIT CENTER "oic+c iVrr A (z � 3 � • pr 10 00 10:33a R Deckman Arc 04/07/2000 09: 44 206762 • ;•• " • %. • *U4IVI/U0 U11;44 rAA .31c two 'ism • 1.13111 ENDERIS 04/4/111 WED 17:10 PAL 147 070 SU& U3C MISIARCK & 71CV 253 840-9503 C PAGE 04 UVJ 0002 comparative tau would be condueted on load-beining wall asunabbee stressed to their modicum design load. .* Based on the above, UL proposed conduct* a amperative invemigarlon on two assemblies constructed in awarder= with 1-1r bombs wall usemblics coveted by Des* No. U423. UL recommended the use lithe FILECODIe (Type X) panels Vellig the FatCODS C (Type C) panels Sr the data to include el weltemembiles. The results, mmuneridd ha our letter report dated May 30, 1990 Awed tbM botimind joints, properly trotted, had no detrimental effect en the Are redolence peribrmance of the Ivan. Based on the results of the hi/mediation and Otto type of mambas, evaluated (single layer, lowt-heeries well), it wee Uliejudintent that horlzotnal joists in the gypsum pude (masulhotured by United Siam Oypeum Comm) of wall Design Nos. U411, 11412, U420, 13425, U426, U435, U4SO, U44$, U451, U432, 13453, 17454, U433, U459, U465, 1T467, U469, U490, U491, U492, and USOS, were acceptable. At the request of USG, in Seu.Otnndshin the above mentioned demises, Deign Nos. U419, U423, and U424 were promulgated at outfield Is our loner dated Rine 19, 1996 We oust the above answers your inqsy. Rowrwer, if you should hive way questions, please feel free to contact the writer. Very truly your., Reviewed By: A kAight% MARX ZYDOMIX (Ext. 43332.) . DANIEL L XAISEIR Engineering Associate • Engineering GrouP Leader Enigma:4 Services, Dept 411 Enginerring Services, Dept 411 . . P. RECEIVED CITY OF TUKWILA APR 1 ' 2000 PERMIT CENTER txt-wvii (60rA • • • „ • - •—• " Mar' 0257p 98134eY1 is cc4 Deakman Pro 3.27.2000 .. Project: HarleyDavidson 13001 48 Street Ave. S. Tukwila, Washing on Job No. 981? Permit lI o. D99-0259 Owner: Russ To To: Carl / Fiorillo Northwest - Superintendent • Re: Rated wall assembly substitution s Deckman Architect Per your request, we have evaluated the 1999 UL Design No. U458 (Nonbearing Wall Rating — 1 FIR) (refer to exhibit 'A' enclosed). Our office has found the assembly to satisfy as a replacement to our previous wall rated assembly of wall type 4 on sheet a9.2 (refer to exhibit 'B' enclosed). Please give us a call to clarify any issue. We thank you for your time and cooperation. Sincerely, P ROA • DICKMAN ARCHITECT TECTURE/ PLANNING 421 SO. MiFIPJIAN $0ITE ZE PUYALLUP WASHINGTON 2217S TEL 253 8i0 9105 Ta% 9iO3 R34tcleectLilnnrcial0 Mar 28 00 r- 02: 58p Beckman Rro Interior wall - typical 1998 UL Fire Resistance - Volumn 1 -- Design No. U425 I. 5/8" t 'x' gypsum wallboard 2. 6" metal studs at 16" c.c. 3. 5/8" type 'x' gypsum wallboard 253 840 -9503 L L 1 1017 ` /1.1..14\ , I -hour rated Design No. U425 Steel Flpor and Cetiing Tracks(nol shown) -- Tcp and bottom tracks of wail assemblies shall consist or steel members, min No 20 C G (0.936 in. thick) gale. steel or No. 20 MSG (0.033 In. thick) primed steal, that provide a sounc' structural connection between steel etude., and to adjacent assemblies such as a Poor, coiling, and /or other wails. Attached to floor and ceiling assemblies with steel fasteners spaced not greater than 24 'n. c.c. Steel Studs -- Corrosion protected steel studs, min 3 -1/2 in. wide, min. N. 20 G5G (0.036 In, thick) gaiv. steel or No. 20 MSG (0.033 in. thick) primed steel. co;d formed, shall be desInged In accordance with the current edition of the specification for the Design of Cold - Forme 5teei Structural Members by the American Iron: and Steel Institute. All design details enhancing the structural Integrity of the wall assembly, ir.elud!ng the axial design load of the studs, shall be as specified by the steel stud designer and /or producer, and ehail meet the requirements of all appl' cable lobal code agencies. The max. stud spacing of wall assembles shall not exceed 24 in. o.c. for 16 ir. o.c.• See Item 5c). Studs attached to floor and ceiling tracks with 1/2 in. long 'Type 5.12 pan head, self - drilling, self - tapping steel screws on ooth sides or studs or by welded or bolted connections designed In accordance with the 4151 specifications. Lateral Support Members (not shown) -- Where required for lateral support or studs, support may be provided by means or stee; straps, channels or othe- similar means as specified In the design of a particular steel stud wall system. Wallboard, Gypsum• - - Gypsum wallboa -d bearing the ULl : lasei'iGat +ar narking as to Fire Resistance. One layer 5/8 in. thick 4ppl'ed vertically with joints between layers staggered. Gypsum Sneath!ng -- For exterior walls, 1/2 or 5 V. thick exterior regular gypst.m sheathing applied vertically and attached to studs and runner tracks with 1 in. Tong Tyre 5 -12 bugle head screws spaced 12 in, along studs and tracks. One of the Following exterior facings are to be applied over the gyps -1m sheathing. =& teners, .'not shown) -- Screws used to attach wallboard to studs: self- tapping bugle head sheet steel tyros, spaced 12 in. o.c. First layer Type 5 -12 by ' fr. long for 1/2 .n. and 5/8 in, thick wallboards and I -1/4 in, Iona for 3/4 In. tn.ck wallboard. Second layer Type 5 -12 by 1 -5 /8 tn. long for 1/2 and 5/8 in. thick-wallboards and 2 - i /4 in, long for 3/4 in, thick ualiboaro. Joint, Tape and Compound (not shown) -- Vinyl or casein, dry or premixed joirt compound applied In two coats to joints and screw heads or outer layer. Perforated paper tape, 2 in. wide, embedded in first layer of compound over all joints of outer layer. p.3 k FIRE RESISTANCE RATINGS • A115I/U1263 (BXUV)— Continued w cemplatety hU interior of slid caving, l IYiNbeaed• Gypwtn' — nem s// In. thick gypsum* waitboord bearing the Ull Classification Nuking as to Flu Antistanee. Appled vuttcetly, Wetted to studs with 1 in. long, sNf•dritlliig, stlf•tpping steel screws. +peed t in. OC along the edges of Mt board and 12 tor, OC In INA field d the board. l Mint Tape and Compound—(Not Shewn)— Vinyl. dry or remined joint compound, applied In two cosh to joints and seen hea paler tads. 2 in, wide, embedded in first layer et Ce epounti ever nil joints. 'Wring the lit Classification Marking 1. Studs— Channel shaped. 3.5/I In, wide by 1.1/4 in. dNp with S /14 in, folded back retgrn flange legs. fabricated hem No. 20 MSG (0.0329 in.. min. bare meter tiIckM.1) gaivanieed meet. Mao stud siting 10 in. OC. Studs to ha cwt t in. lets thus assembly height. 2. Fleet and Ceiling Runners—(Not Shown) — Channel shaped runner. 34/0 In. wide by 1.1 /s in, deea. fabricated hat No. 20 MSG (0.0321 In.. whin. bare mate thickness) pale steel. Attached le new and tasting with faStenNS. 24 in. OC, mat. 1. foamed goalie— (Optional) nom 1/2 In. thick rigid uuttslyrrne insulation installed between steel studs (dun 1) am! Minim( and Fi Surd (item a), utached to studs with 1 in, long, type S •1e stool screws See roamed Mattic (CCVW) category rot vanes of manufacturers. 4. Consentttloue Master UMW —teal 1/2 or 5/1 in. thick. square Cage. attacned to stems with 1.1/4 in. long. Type 1•12, seiraaien sh uant, wider-Lard steal nuewu pieced a tn. Of. Joints covered with glass fiber mash tape. Board apssti.d Darer Tumid Plastic (Item 3) requires 1•S /A fn. LOnu wews, sane designation arm spacing as described above. United Stites Gypsum Co. —Owed Web/ Cement lewd or Durock band [MOM lord. S. Salts and itankati•— Plated to fill Interior of stud cavity, 1 in. min tnlcknen ThermoNboe 1.4.C—Tyye sun. I. Wallboard, Gypwm•— Applied verticality 5/6 in. thick, attached to studs wilt 1 in, long, Tye. S .12 stew;, syic.J I is. Of Awl the edges of the board and 12 in. OC In the hold of the board CaniNan Gypiwm Company —Type C or tt•Kt. Continents& Gyp,Um Company- -Type (G5 -S. 54 Gypsum Coep. —Type S. Sale. Gypsum Co. —Type C. United States Gypsum Co..-Cyan C w IP•At, WN PaMe•Nicene SA de CV —lye C or I1912. 1. Joint Tape awl Compound—Vinyl. dry or premised joint compound, applied in two coats to joints and screw head.: paper tap. 2 In. wide, embolism In hrst layer of compound over all joints. Ae an sternste, nominal 3/32 in. thick gypsum teaser platter may be applied to toe entire surface of Chsuhed veneer besebard, Joints reinforced /. JtlNl/— Treater with lots Nbie tope and tales modified Portland timers; money or Aid) A131,'atype 1 ergisic alhne... f. teen Permits Water NM,/ nutfifng Ma1MIal (Oplienel — Not Shover). -AS reouir.d. :0. Water SaRler— OptioMl —NOt 5hown)— Commartnl Itpnad saturated and /at sand felt. • searing the UL Classification Marking £0 •d nit RISiSTANCI DIRICTORY (53411) Disi/R No. U457 Nonbearing Wall Rating —t HR. 0 0) 07) () 1999 Fire Resistance Directory LOOK FOR THE Ul NARK OK PRODUCT t tU 0AUJ 1 A- ;1121 IESIITANC4 DIII(TOIY (IXIN) 737 FINE RESISTANCE RATINGS - ANS1/Ul263 (IXUV) Conttneed Dnijp No. 11431 Nonuearing wait Rating -1 HR. 1. Studs — Channel shaped. 1.4/I in. wide by 1 -1 /4 In. deep with S /ti in. folded back return !longs leg'. fabricated from 20 MSG (0.0325 in , win Cam metal thickness) gale stool. Mare IWO Spacing tP in. Of. $tyes to be cut 1 In. ten than assembly heiphi. 2. Oradell—two types --Cut from steel runnels or sleds. cavity width, fastened with two 1/I In. long, Type 5.12. gait Screws in lath stud. span burn mat 48 In. OC. As an Airwave. bracing cut Were gypwm wallboard, length equal to stud cavity width and d in. mid.. reversed wish two l in. long, Type 5.13. suet Mtraws in each stud setts Metes man N in, OC. 3. Hese and Ceiling IYnners- -(Nat ;hewn) — Channel shaped moons, 1-S/1 in. wide by 1.1 /4 in. deep, Tabrlcated horn 20 MSG (0.0321 min bare metal thIcksms) pale steel. AttacMd to floor and ceiling with fasteners. 4. Camentltiuus locker UMW—Rood 1/2 oh Sill In. thick. soave else. attached to studs with 1.1 /a fn. [Mg. Type 5.12, corroitoo•raeiIUnt. wafer-hood steel screws. spaced N ie. OC. JOints covered with guar fiber moth lape. United States Gypsum Co.-0urock Csturior Cement hoard or Wredc blend Cement Read. S. Ions sod Ilanlsbs•— placed to 1111 interior of stud twity. Min thickness 1.1/2 In. both staid cavities. % maffles LLC—lype SAM. 6. WaIWaMd, iypwm'— Gypsum panels s// in, thick, with beveled. Rums of tapered tofu applied vertically or horizontally. Verticat joints cantered Owl twee. All jeinu aty gyred a ens, of 12 In. train C.aentitiws lades Skit joint.. When p.$h.d veMcaly, secured to Muds with 1 in. lung type S.12 steal sham, spaced I In. OC a11ng the adobe of the board and 12 In, OC in the field of the heft When applied hamisantaUt. secured to muds with yin, lone Type S•12 steel screw, spaced Pin. OC slang the edges at the board Usti 1 sirs. OC in the held of the laird. When Ty9es Ai, IP•XL. FIX. and SCA boards are used. stud cavity depth to Pe a min of 34/3 In, Cinediae Gypatmer Cenpahy —Types AR, C. (P•XI, le.51, SD. fat or WIC. UNIW smas Gypsum Co. —types AN, C, IP•at, IP•M2. SIX. Miler WIC. Yea Patnnlsrinao SA de CV — hype C, 1P42. SCX, IP41, 1 or WE. 2. saint Tap end Cuttlpwmd— Yinyt, dry in premised joint compound, applied in two costa to joints and screw heeds; paper up, 2 In. wide. embedded In fhlt layer of wrnpewrd ever alt joints. As an alternate, nun 3/34 in, thick gypwm anew piaster may he applied to the entire swtue of Classified veneer baseboard. Joints reinforced. 5, 3.Mts— heated with glass Mier tape and late, modified Pestling CORM neater or Ai61 A130.1 type 1 organic adhesive. 'Storing the tit Clulititation Marling Wtl 9Q:11 000 ?— LL-210W FIRE RESISTANCE DIRECTORY (BXRH) RESISTANCE RATINGS - ANSI /UL263 (BXUV)— Continued .1t. :•iternate Exterior Facings ` . / 1 \ 78. Vertical Section Fire Side ! � 1 r r -77..1 1 .1 ), A)( ;1 l' . 8 7C Vertical Srae Fire Side • ;1'`''t i1r« ;'t ;i % tr` i' • rt s \ 7D Vet hoot Section Alternate Exterior Facings FT- Fire Side 1 Fire Side Is, L: r '. LL 78 • Vertical Section 1. Floor and ceiling tracks — Channel shaped, 3 -5/8 irt. or 5.5/8 in. wide n ,tn 1.1/2 in. flanges. Fabricated from No. 18 GSG gals steel. Attached floor and ceiling with fasteners spaced 24 in. 0.C. 2. Steel Studs —C- shaped, fabricated from min No, 18 GSG (0.051 in. thick) pi. steel, 3 -1.'2 in. or 5-1/2 in, wide with 1.1/2 in. flanges and 1/2 in. 'eturns (stiffening flanges.) Min yield strength 40,000 psi. See 111. 12 of Report 87760.1, -2 dated Dec. 11, 1975 or 111. 15 of Report R7760.3, -4 :aces Aug. 23. 1976 for tables containing max allowable axial loads. ?co er: ills. available from U. S. Steel Corp., Rm. 1846, 600 Grant St., :ettsourgtt, PA 15230. Steel Strapping —Flat stock, 2 in. wide, fabricated from No. 18 GSG galv ear. !coated horizontally and attached to both sides of the studs at •.he a d points using one No. 6 -20 by 1/2 in. self - drilling steel screw at intersection. c irlallboard Gypsum' —Any classified gypsum wallboard with beveled, .. -are, or tapered edges. The thickness, number of layers and method of :ttacnment of the wallboard for the 2 Hr, 1 Hr, and 45 Min ratings are: 2 Hr Rating - -Three layers of 1/2 in. thick wallboard applied vertically. ;-.flee :aver attar:nad to the studs and tracks with 1 in. long, 0.142 in. :• :� ,cc 5.12 bugle head screws spaced 12 in. O.C. Middle layer atlas ^e:: .ne inner layer of wallboard with 1.1/2 in. tong, 0.210 in. Tice G ugte head screws spaced 12 in. OC and to the end studs in. long, 0.118 in, diam, Type S.12 bugle head screws spaced ..tired layer attached to studs and tracks with 1.7/8 in. long, r•. -Dram, ';pe 5.12 bugle head screws spaced 12 in. OC and into ,at:tcarc . :itri 1-1/2 in. long 0.210 in. diam Type G screws spaced ir. f,C. '' 't e layer of wallboard edge joints staggered 2 ft from joints inner acu lO.te' taxer. : Hr Rating-7...o layers of 1/2 in, thick wallboard applied horizontally ernca:l . inner layer attached to studs and tracks with 1 in, long, 142 T S -I2 bugle tread screws spaced 12 in, OC beginning n. fia r, tee edge. Outer layer attached to the studs and tracks with 0.142 in. diam, Type S -1Z bugle head screws spaced 12 OC beginning I in. from the edge. In addition, the outer layer to be attached to the inner layer at the joints with 1.1/2 in. long, 0.210 in. ::am T G bugle head screws spaced 24 in. OC located between studs. 45 Min Rating - -One layer of 5/8 in. thick wallboard applied horizontally e uiaII�. Attached to studs and tracks with 1 in. long, 0.142 in. diam ( Fire Resistance Directory LOOK FOR THE UL MARK ON PRODUCT FIRE RESISTANCE RATINGS - ANSI /UL263 (BXUV)— Continued Type S -12 bugle head screws spaced 12 in. OC beginning 6 in. front edges. See Wallboard, Gypsum (CKNX) — Category for names of manufacturers. 5. Batts and Blankets' -3.1/2 in. thick, 2 ft wide, glass fiber batts. Inserted between each stud to fill the wall cavity. Certainteed Corp. Johns Manville International Inc. Owens Corning Fiberglas Corp. 6. Gypsum Sheathing —One layer of nominal 1/2 in. thick exterior sheathing, applied vertically and secured to the studs and runner tracks with 1 in. long, 0.142 in. diam, Type 5 -12 bugle head screws spaced 12 in. OC along the studs and the runner tracks, 7. Exterior Facings - 7A. Aluminum Siding— Horizontal lap type 9 in. wide fabricated from 0.019 in. thick or 0.024 in, thick painted aluminum. Interior face of 0.019 in. thick siding lined with 3/8 in. thick unbonded insulation material. Attached to the studs with 1-7/8 in. tong, 0,118 in. diam steel screws spaced 9 in. OC along the studs. A starter strip to be fastened to floor runner with 0.118 in. diam screws spaced 12 in. OC. 713. Steel Siding —Same description as above (No. 17 GSG) gauge 0.017 in. thick. 7C. Brick Veneer — Any type 4 in. wide brick. Metal ties used as every fourth course spaced 24 in. OC horizontally. Fastened to steel studs through gypsum sheathing with one No. 6 -20 steel screw per tie. One inch air space provided between veneer and gypsum sheathing. 70. Stucco— Portland cement type -3/4 in. min thickness. Metal lath or mesh base attached to studs with No. 6 -20 steel screws. "T- Naits," or staples approved by local building codes. Spaced 6 in. OC max and driven through gypsum sheathing. 7E. Mineral and Fiberboards— Exterior hard board paneling, chemicatls treated, with primed or finished face, 7/16 in, thick by 48 in. wide. Attached to studs with 1 -7/8 in. long bugle -head TEK fasteners 16 in. OC. at the intermediate supports. Or, exterior lap siding, chemically treated, 7/16 in. thick by 8 in. or 12 in. wide. Attached to studs with 1 -7/8 in. long, bugle -head Type TEK fasteners at each tap. Panels lapped minimum 1 in. FIRE RESISTANCE DIRECTORY (BXRH) 717 Masonite Corp —Type Ff 8. Joint Tape and Compound —Vinyl or casein. dry or premixed joint compound applied in two coats to joints and screw heads. Perforates paper tape, 2 in, wide, embedded in first layer of compound over alt joints. 'Bearing the UL Classification Marking Desigtt;No..0419 i Non Bearing Wall Ratings -1, 2, 3 or 4 Hr (See Items 3 & 4) For :Nooltwt• or Layer- and !lowly Hating Site Iterii I 1. Floor and Ceiling Runners —(Not shown)— Channel scraped, fabricated from min 25 MSG (min 20 MSG when Item 4A is used) corrosion- protecten steel, min width to accommodate stud size, with rain 1 in. long legs, attached to floor and ceiling with fasteners 24 in. OC max. 2. Steel Studs — Channel shaped, fabricated from min 25 MSG (min 20 M5(: when Item 4A is used) corrosion- protected steel, min width as indicate,: under Item 4, min 1.1/4 in. flanges and 1/4 in. return, spaced a max at 24 in. OC. Studs to be cut 3/8 to 3/4 in. less than assembly height. 3. Batts and Blankets' — (Required as indicated under Item 4) — Mineral wool batts, friction fitted between studs and runners. Min nom thickness as indicated under Item 4. See Batts and Blankets (BKNV or BZJZ) Categories for names of Classified companies, 3A. Batts and Blankets " — (Optional)— Placed in stud cavities, any glass fiber or mineral wool insulation bearing the UL Classification Marking as to Surface Burning Characteristics and Fire Resistance. See Batts and Blankets (BKNV or BZJZ) Categories for names of Classified companies. 718 FIRE RESISTANCE DIRECTORY (BXRH) FIRE RESISTANCE RATINGS - ANSI /UL263 (BXUV)— Continued 4. Wallboard, Gypsurn' —G sum panels with beveled, square or tapered edges, Plied tTe . ll ilf J tttr/ertical joints centered over studs a d sfggere one stud cavity on opposite sides of studs. Vertical joints i adjacent layers ( systems) staggered one stud cavity. > fibliiinta'' !�J $f >a� Dio nkopppsitel$Jdessyof • sit is li4Mtb s ^''` .. Horizontal edge joints and horizontal butt joints in adjacent Layers (multilayer systems) staggered a min of 12 in. The thickness and number of layers for the 1 hr, 2 hr, 3 hr and 4 hr ratings are as Follows: Wallboard Protection on Each Side of Wall No, Of Layers Min Thickness Min Stud And Thickness Of Insulation Rating Depth Of Panels (Item 3) 3.1/2 1 layer. 5/8 in. thick Optional I 2.1/Z I layer, 1/2 in. thick 1.1. in. 1.5/8 1 layer, 3/4 in. thick option.rt 2 1.5/8 2 layers, 1/2 in. thick Optional 2 1.5;8 2 layers, 5/8 in. thick Optional 2 3.1/2 1 layer, 3/4 in. thick 3 in. 3 1-5/8 3 layers, 1/2 in. thick Optional 3 t -3 2 layers, 3/4 in. thick (i;,tior:al 3 1.5 3 layers, 5/8 in. thick Optioner 4 1 -5/8 4 layers, 5/8 in. thick Optional 4 15 /8 4 layers, 1/2 in. thick Optional 4 2-1/2 2 layers, 3/4 in. thick 2 in. Canadian Gypsum Co. -1/2 in. thick Type C, WRC or IP -X2; 5/8 in: thick Type SCX, SHX, WRX, IP -X1, AR, C, WRC or IP -X2; 3/4 in. thick ULTRACODE or Type IP -X3 United States Gypsum Co. -1/2 in. thick Type C, WRC or IP -X2; 5/8 in. thick Type SCX, SHX, WRX, IP -X1, AR, C, WRC or lP -X2; 3/4 in. thick ULTRACODE or Type IP -X3 Yeso Panamericano SA de CV -1/2 in. thick Type C, WRC or IP -X2; 5/8 in. thick Type SCX, SHX, WRX, IP -X1, AR, C, WRC or IP -X2; 3/6 in. thick ULTRACODE or Type IP -X3. 4A. Wallboard, Gypsum•—(As an alternate to Item 4) -5/8 ur. thick gypsum panels, installed as described in Item 4 with Type 5-12 steel screws. The length and spacing of the screws as specified under Item 5. Canadian Gypsum Company —Type FRX United States Gypsum Company —Type FRX 5. Fasteners - -(floc shown) —Type S or S -12 steel screws used to attach panels to studs (Item 2) or furring channels (Item 6). Single layer systems: 1 in. long for 1/2 and 5/8 in, thick panels or 1-1/4 in. tong for 3/4 in. thick panels, spaced 8 in. OC when panels are applied horizontally, or 12 in. OC when panels are applied vertically. Two layer systems: First layer- 1 hr. long for 1/2 and 5/8 in, thick panels or 1.1/4 in. long for 3/4 in. thick panels, spiced 16 in. OC. Second layer- 1.5/8 in, long icr 1/2 in., 5/8 in, tnick panels or 2.1/4 in. long for 3/4 in. this_;: I•.r,rct,. .cad 16 in. OC with screws offset 8 in. from first layer.Three -layer systems: First layer- 1 in. lung for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC. Second layer• 1-5/8 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC. Third layer- 2.1/4 in. long for 1/2 in., 5/8 in. thick panels or 2.5/8 in, long for 5/8 in. thick panels, spaced 12 in. OC. Screws offset ruin 6 in. from layer below. Four -layer systems: First layer- 1 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 in. OC, Second layer- 1.5/8 in. long for 1/2 in., 5/8 in. thick panels, spaced 24 in, DC. Third layer- 2 -1/4 in. long for 1/2 in, thick panels or 2 -5/8 in. long for 5/8 in, thick panels, spaced 24 in. OC. Fourth layer- 2 -5/8 in. long for 1/2 in. thick panels or 3 in. long for 5/8 in. thick panels, spaced 12 in. DC. Screws offset min 6 in. from layer below. 6. Furring Channels — (Optional, not shown, for single or duuute laver systems) — Resilient furring channels fabricated from min 25 MSG corrosion•protected steel, spaced vertically a max of 24 in. PC, Flange portion attached to each intersecting stud with 1/2 in. long type 5.12 steel screws. Not for use with Item 6A. 7. Joint Tape and Compound —Vinyl or casein, dry or pr'rni.ed joint compound applied in two coats to joints and screw heads of oilier layers. Paper tape, nom 2 in. wide, embedded in first layer of compound over all joints of outer panels. 8. Siding, Brick or Stucco — (Optional, not shown) — Aluminum, vinyl or steel siding, brick veneer or stucco, meeting the requirements of local code agencies, installed over gypsum panels. Brick veneer attached to studs with corrugated metal wall ties attached to each stud with steel screws, not more than each sixth course of brick. 9. Caulking and Sealants' — (Optional, not shown) —A bead of acoustical sealant applied around the partition perimeter for sound tontnel. United States Gypsum Co. —Type AS 'Bearing the UL Classification Marking 1999 Fire Resistance(' ectory LOOK FOR THE UL MARK ON PRODUCT FIRE RESISTANCE DIRECTORY (BxRH) FIRE RESISTANCE RATINGS - ANSI /UL263 Design No. U420 Nonbearing Wall Rating -- -1 or 2 HF.. 2 4 "o c i Ci, r.--(:.?-; ,JORr20NTAL SECTIOu C? I. Studs — Channel— shaped 1 5,!8 in. wine .uth stiffening flanges, Fabricated (nom No. 25 MSC gale sloe 1/4 in. less than assembly height. 2. Bracing — two types. Type I —Cut from the steer nova long. Fastened to the studs with two No. 8 by I/2 self - tapping steel screws in each stud. Type 2—Cut her wallboard 9 1/2 in. long and 12 in. wiQe. Fastened 1:. • three Type S wallboard screws at each end. Vertical spa: i,.:• to exceed 48 in. DC. 3. Floor and Ceiling Runners — Channel — shaped 1 5/8 in. . legs, fabricated from No. 25 MSG gal, steel. Attached to f,, with fasteners spaced 24 in. DC. 4. Wallboard, Gypsurn• 5/8 in. thick v,alttoaie Classified with beveled, square, or tapered edges. For 1 Hr Rating —One layer of wallboard to ue used. A;.: with joints centered over studs, Fastened to studs with I 5, wallboard screws spaced 8 in. OC at the joints, located i edges, and 12 in. Ol in the field. Fasteners to be spared runners. Ftil 2 Hr Rating —Two ta,ers of Wallboard to be us Ic. be applied in the saute manner as for the 1 rir Rating. Tc be fastened to the studs (through the inner layer) using Type S, wallboard screws spaced 3 in. DC 3t the joints, from the edges and 12 in, DC in the field. Fasteners to be spaced Sin. DC at trio sinners. joint, In. hum the inner layer. See Wallboard, Gypsum (CKNX) tategor; for names or n: 4A. Wallboard, Gypsum' — (As an alternate to Item -.)—No installed as described in Item 4 with 1•1/4 in, long Jr ,.' single (or inner) layer and 2-1/4 in. tong Type S screw Canadian Gypsum Company —Type AR. United States Gypsum Co. - -Type AR. Yeso Panamericano SA de CV- --Type AR. 4B. Wallboard, Gypsum " —(As an alternate to Items •, 3r thick installed as described in Item 4. Joint cott required for single layer system. Canadian Gypsum Company— l P,Sx. United States Gypsum Co. - -1;pe lsSr:. Yeso Panamericano SA de CV -1 pe WSx• 5. Joint Tape and Compound —Vinyl cr casein, dry compound applied in two coats to joints and serew hi; in. wide, embedded in first layer of compound o'.er at 6. Batts and Blanlets' — (Optional, not shown) Glass hI installed in the interior or wall ;a.lt,. The niaA tnick shall be 2 1/2 in. for the walls with 2 Hr assembly rat for the walls with 1 Hr assembly ratings. Attached to .. staples spaced horizontally 12 in. 0C an3 vertically 2 Certainteed Corp, Johns Manville International Inc. Owens-Corning Fiberglas Corp. 'Beating the UL Classification Marking f4: tr: r • I • • • orridor walls and ceilings need not be of fire- resistive construction within office spaces ha pant load of 100 or less when the building in which the space is located is equipped with an automatic system throughout. When the ceiling of the entire story is an element of a one -hour fire- resistive floor or roof system, control assembly having a lire- protection rating of not less than 20 minutes when tested in accordance with U.B.C. Standard 7 - 2. Said doors shall not have louv bear an approved label or other identification showing the rating then turer and the identification of the service conducting the inspection o at the factory during fabrication and assembly. Doors shall be maint automatic closing by actuation of a smoke detector in accordance wii draft - control door assemblies shall be provided with a gasket so instal the door meets the stop on both sides and across the top. EXCEPTIONS: I. Viewpons may be installed if they require a hole diameter through the door. have at least a 1 / 4 -inch -thick (6.4 mm) glass di: will not melt out when subject to temperatures of 1.700 °F. (927 °C.). 2. Protection of openings in the interior walls of exterior exit balconies ' to exit in two directions. 1005.8.2 Openings other than doors. Where corridor walls are fire- resistive construction by Section 1005.7, interior openings for otht protected by fixed glazing listed and labeled for a fire- protection rating in accordance with Section 713.9. The total area of all openings, other an interior corridor shall not exceed 25 percent of the area of the corridc separating from the corridor. For duct openings, see Sections 713.10 EXCEPTION: Protection of openings in the interior walls of exterior e it is possible to exit in two directions. 1005.9 Location on Property. Exterior exit balconies shall not be 1 ings are not permitted or where openings are required to be protected du 1005.10 Elevators. Elevators opening into a corridor serving a Gro. Occupancy having an occupant load of 10 or more, or a corridor servi an occupant load of 30 or more shall be provided with an elevator lo' such a corridor. The lobby shall completely separate the elevators from conforming to Section 10053 and all openings into the lobby wall c shall be protected as required by Section 1005.8. EXCEPTIONS: I. In office buildings classed as Group B Occupancies from a street floor lobby. provided the entire street floor is protected with. 2. Elevators not required to meet the shaft enclosure requirements of & 3. When additional doors are provided in accordance with Section 300; Elevator lobbies shall comply with Section 3002. In fully sprinklered office buildings, corridors may lead through en areas of the building have access to at least one required exit without lobby. SECTION 1006 — STAIRWAYS 1006.1 General. Every stairway having two or more risers serving at shall conform to the requirements of this section. When aisles in asse shall conform with the provisions in Section 1014. EXCEPTION: Stairs or ladders used only to attend equipment or wi requirements of this scction. 1006.2 Width. The minimum stairway width shall be determined as but shall not be less than 44 inches (1118 mm) except as specified her ways serving an occupant load of 49 or less shall not he less than 36 Handrails may project into the required width a distance of 3 inch a stairway. Stringers and other projections such as trim and similar•det into the required width 1 inches (38 min) on each side. 03/17/2000 05 :05 4254E Nelson Consuking EngInswing P3 19221 Skh Ave NE Kenmore, Washington 9102$ -311$ (425) 4834126 Fax: (425) 4854136 = I ?..PsF 1 • ; • I ; Pin 340 > I�•o V 7 .1 4 14,6 1 . .L.1,�,I.Sk -+ v as1" I � � I NELSON CONSUL' G EN Preparesi bY: JN ion 3/17/2000 Job Name: Downtown Harley Davtdoon D Pdm% Mach Witte over Ceiling i • I I I I, , I, r 5copf of :Work:: Check two ineohar:,tical units: bearinij orti ca lling framing over' offices. M�c I 1 ., _ 1. . � .... i. ...... ...I .: ....L. . . 1 Pnovlded by Concto trar.... haniial units weigh 2O# each. Lopatfon: office, #2 & 3, Ceiling consie of 3/4 lid ply bearirig art 11 .. /8 TJIjoi t V 12" oc, maz span:: 1/' 5•ud'wall s ortl let1orin cbns stO of!" i 1 • �.._ pp �g p � 6 k $ ga stael i?tuds � 12 dc, With top and , bgttom t rack of same gage! ' Bgth ftange6 of;stlide support$. by 5/8" GW: I • .r , 4l x,* i 1MAAC$ /j (f �-I PAGE 01 CS tai As SLifi7ci w : ; /IN 4 rr t5 ¢, itNtCsP.46,6i. 4 .. _ _.1S 5.•i c; r. ..... (S_ .0). Qbi -c- --- - p.m/ FLO I s° x 11 i _ .1.. .0. • It March 16, 2000 Russell Tom Downtown Harley Davidson 6727 Martin Luther King Drive Seattle, WA 98118 Dear Russ: Sincerely, Cizy of Tukwila • Changing the facade to match what was originally approved • Adding additional features • Acceptance of the revision without additional modifications Re: Downtown Harley Davidson, 13001— 48 Ave S. (D99 -0259) Michael Jenkins Associate Planner cc: Brett Jacobsen, Fiorillo Northwest : HYrt+' ��a�h�a±: as. xvuro., nx. aau..« ...... .•.r.e.....10.1.1..nwwv+n.+«31.... +hu:wN+mw.wd .ex. If you do not agree with the additional revisions we request, we will proceed with a meeting before the BAR for their review and approval. If we do go to this meeting, the possible outcomes include: Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Thanks for meeting with me yesterday about the changes made to the south facade. To re- iterate the process we will follow to evaluate how the facade changes, you will be submitting a revision to the Building Permit showing the window on the building elevations and all other related plan sheets. Once this revision is submitted, we will review it and determine how the facade must be altered for the change to be consistent with the Design Review approval made by the Board of Architectural Review (BAR). As we discussed, a bond must be submitted prior to the Planning Department approval for issuance of the Certificate of Occupancy (CO). The bond will be for 150% of the labor and material costs associated with adding an additional window and grillage on the south facade. I have enclosed a copy of the Bond form. The Director of Community Development must approve the bond before I can approve the building for issuance of the CO. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 March 7, 2000 Russell Tom Downtown Harley Davidson 6727 Martin Luther King Drive Seattle, WA 98118 Dear Russ: Sincerely, Michael Jenkins Associate Planner [t4wliiuv:hANniW C City of Tukwila Re: Downtown Harley Davidson, 13001— 48 Ave S. (D99 -0259) cc: Brett Jacobsen, Fiorillo Northwest Reviewing City Departments Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director On March 6, 2000 I drove by the Downtown Harley Davidson project to see how the project was progressing. On my inspection I found a major discrepancy between the plans approved by the Board of Architectural Review and the on -site conditions. During construction, a new window was installed along the south facade where the proposed wall sign was located. This window was not part of what was reviewed by the Board of Architectural Review, nor does there appear to be an approved revision that was submitted for review by the City. At a minimum, new plans that fully document the change must be submitted to the City in an expedited manner. In addition, to ensure that the project does not have to return to the Board of Architectural Review to evaluate the change to this facade, any new addition must be made so that it reflects the overall character of the building. I would like to meet with you or Brett Jacobsen to determine how this can be resolved so there is no delay in issuing your Certificate of Occupancy. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206. 431.3670 • Fax: 206. 431 -3665 FAX TRANSMITTAL Date 16.00 To c�hl Co. Jam' — rob shbaak Fax 206 2446091 From Jeff Paps 9 Project 9813— ffanleyDa►idsae /?Wa•k4 WA rcifre topping anus Attached are (2) comrades provic1:n8,1Q lldrg at areas as discussed mei the phone. 1, Tho Firesbield — (3) poses 2. SpecSeal— (5) pages WeerrabilwrJearasto the regrdretnartforfirestappin g al studwal plate and testletekk officer assembly. Cleo 14iaa'addng sold b e satisfied b y the t y pe ofdroppedatiingue c a l l e d o u t — m e m b l y *9/ a9.2. H o w e v e r , Ross su st rockuool betaeen the top plate curd the wtciersfde ofthe pan aleck W e r s i 1l t & c t o B re t t f o ► the structural engineering ofthe meth. floor laadabate office spaces 2 & 3. It is our sarderstaming that (1) unit of 250lbs..11lbe pla edoverOfae2and(1)witof2i01&s mil lbe placed over Office 3 The floor amend* over the upperfloorrooms front 'MAW to Gisasfollow 3 /4 "W floor sheathing 117/8 "7 a@ 12 "o.c Plaesecicuifyifoi ras wnptatsare!roared jfw1/erdaifca ionisneeded in any matter, please do not hesitate to call cc: Brett Jacobsen / 206 2412630 RDA BECKMAN ARCHITECT TICTURE 4121 S0. MERIDIAN SUITE 28 PUYALLUP, WASHINGTON 98373 TEL 253 840 9405 FAX 840 9503 RDArchitect @compuserve,com February 1, 2000 Mr. Brett M. Jacobsen President Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 -0826 ' Dear Mr. Jacobsen: Sincerely, C Joanna Spencer Development Engineer JS:ad cc: Mark Nagasawa, Seattle City Light Ted Freemire, PW Operations Manager )coca ion City of Tukwila Steven M. Mullet, Mayor Department of Public Works lames E Morrow, P.E., Director Subject: Downtown Harley Davidson Permit No. D99 -0259 Frontage Utilities Undergrounding along 48th Ave. South Referencing your letter of January 19, 2000, Public Works confirms that your proposal to underground utilities in front of Downtown Harley Davidson meets City of Tukwila undergrounding requirements. As you have stated in your letter, utilities shall be placed underground between the most southerly pole in front of Husky International property to the pole situated on the northerly end of Downtown Harley Davidson northerly property corner adjacent to Yellow Freight. One street light pole per City of Tukwila standards shall be provided along Downtown Harley Davidson frontage by Seattle City Light on a flat rate basis (i.e., no meter /service cabinet required). Applicant shall contact Mr. Ted Freemire, PW Operations Manager, at (206) 433 -1861 to determine required street light pole mounting height and luminaire type/ wattage. Applicant shall install two 2" spare conduits with a J -box at each end in the same trench with other underground utilities. If you have any questions or comments, please call me at (206) 433 -0179. _inn r_...w___..._ o....l...... -.l c..t.,, l/ i/1n • T.b.all., WWohlnntnn nDIDD • DL.,.,.,. 9/I A_i1 22_/1170 • 11)A_ • erVall Information fe Uf.JJToBuildOn linginwing • Consulting • 7bsting CLIENT: Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 PERMIT NO.: DATE: January 27, 2000 JOB NO.: 34 cc: FNW; City of Tukwilla REPORT OF INSPECTION ACTIVITIES PROJECT: Downtown Harley Davidson 13001 48th Ave. S Tu a, WA INSPECTOR: D. Blisserd REPORT NO.: FR5552 REMARKS: A representative of PSI arrived at the above referenced project to perform an inspection of concrete placement. • He monitored the slab on grade concrete pour at Lines L to 1-1 from 1 to 6. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Respectfully submitted, q Y FESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Manager, Seattle Construction Services • RECEIVED FEB 2 8 2000 COMMUNITY DEVELQEMJNT WORK CONFORMS TO APPROVED PLANS: [X *'ES Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282-0666 • Fax 206/282-0710 Ptill Information L'IM .To Build On • Engineering • Consulting • Testing CLIENT:- . ' Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle; WA 98166 •: • DATE: •• January 25, 2000 INSPECTOR:. 1E. Bauman REMARKS: cc: FNW; City of Tukwilla REPORT OF INSPECTION. ACTIVITIES FEB 2 9 2000 COMMUNITY DEVELOPMENT PROJECT: Downtown Harley Davidson 13001 48th Ave. S Tukwilla, WA PERMIT NO.: JOB NO.: REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. REPORT NO.: FR6650 • A representative of PSI arrived at the above referenced project to verify and inspect the installation of • the exhaust system. • He verified the installation and the concrete placement around six underground exhaust locutions, us per approved GPI plans. WORK CONFORMS TO APPROVED PLANS: YES Li NO • Respectfully submitted, P FESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Manager, Seattle Construction Services RECEIVED Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282-0666 • Fax 206/282-0710 Sample No. Cylinder Diameter (in.) Cylinder Area (in.') Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type IA 4.00 12.57 2/1/00 7 54000 4300 Cone and Split I B 4.00 12.57 2/22/00 28 72000 5730 Shear IC 4.00 12.57 2/22/00 28 73500 5850 Shear I D 4.00 12.57 Discarded Design S rength Specification: 28 3000 CLIENT: Information � / .To Build On Engineering • Consulting • Testing RECEIVED REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 PERMIT NO.: DATE: January 25, 2000 JOB NO.: FIELD DATA LOCATION OF PLACEMENT: Slab on grade from Lines A to D between I and 16 Samples were taken at 10.00 cubic yards of 80.00 cubic yards placed total. Date Placed January 25, 2000 Supplier Miles Time 08:15 AM Mix Number and Proportions 7400 Delivery Ticket No. 489673 Cement 550 lbs Type 1 - Slump, In. 4.00 Water Air Content, ''/.. Fine Aggregate 1540 lbs Mr Temperature, °F 49 Coarse Aggregate 1700 lbs Concrete Temperature, °F 66 Flyash Date Received In Lab January 26, 2000 Admixture 1% Poly Field Data Submitted By PSI /E. Bauman 5% Pozzatec Mix Data Submitted By Miles NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C31.% (EXC. SEC. 9.2.21: SLUMP: C143.97 (EXC. SEC. 61: TEMPERATURE: CII64•86(931; SAMPLING: CI72•97 TECHNICIAN: E. Bauman REPORT NO.: COMPRESSION TEST RESULTS ASTM Test Method: ® C31 ® C39 ® C I43 ® CI72 ❑ C23I ® C1064 REMARKS: Inspected reinforcing steel and witnessed pump placement of concrete. Mesh lapped one square. All cylinders were capped in accordance with ASTM C617 -94. Also inspected erection of stairwells on Lines 3 and F to the mezzanine level, including all fab shop and on site welds. All items inspected conform to approved plans and specifications and AWS DI.I. PROJECT: Downtown Harley EE 1102 8 2000 13001 48th Ave. S Tuk • WA COMMUNITY DE'JEI t r NT ❑ Cl231 CR8759 cc: FNW; City ofT'ukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply '• with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 20 gallons of water added on site. WORK CONFORMS: ® YES ❑ NO ❑ Other: Respe fully submitted. P ofessional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager. Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282-0666 • Fax 206/282-0710 !sx January 19, 2000 JAN - 19 -00 WED 06 :03 PM LA( IRK DEVELOPMENT Joanna Spencer Public Works City of Tukwila 6300 Southcenter Blvd, Suite 4100 Tukwila, WA 98188 RE: DOWNTOWN HARLEY DAVIDSON APPLICATION #i i9 -Q2. UNDERGROUND FRONTAGE UTILITIES Dear Ms. Spencer: N0, 2 ?41 2630 P, 01 I FNW FIORILLO NOR THWEST :: ING - Sent Via Facsimile RECEIVED JAN 2 0 2000 TUKWILA PUBLIC WORKS Russ Torn and .l would like to thank you and Ted Fremeier for meeting with us to discuss frontage utilities on such short notice. Per our meeting, my earlier request for a waiver of the requirement to underground the utilities is hereby withdrawn due Mr. Tom's desire to "clean up" the look of his property. Mr. Tom proposes to place the utilities underground from the most northerly pole on the Husky International property to the pole situated on the Downtown Harley northerly property corner. A map of the proposed work is provided for your reference. As you confirmed at our meeting, there is sufficient Right of Way located along the Husky International property to underground utilities through that portion of property. The pole located at the northerly most property corner, adjacent to Yellow Freight will remain in its present location. In the event that City Light requires a guy for that northerly pole, the City will allow a "temporary" guy pole to be set on the south side of the Downtown Harley driveway. The temporary guy pole, if required, will be removed when undergrounding takes place along the adjacent property. The City also agreed, for the City's cost benefit, that the street light to be placed along the Downtown Harley frontage will be provided by City Light on a flat rate basis,( i.e. no meter and cabinetry will be provided). 131 SOUTHWEST 156th, SEATTLE, WASHINGTON 98166 • (206) 241-2600 • FAX (206) 241 -2630 P.O. BOX 66826, SEATTLE, WA 98166.0826 We appreciate your expedited review of this matter. if you have any questions or comments, please call me at (206) 241 -2600, CC: s Tom = Downtown Harley Mark Nagasawa - Seattle City Light JAN -19 -00 WED 06:04 PM LA 3— K DEVELOPMENT r' F- -- . •� o 4?- Y • ■ \ y- 4 .d fag 4 17. VIM I r 'T ° rid 4; • K l ...... • ..-..... w.......«_ F.........»... .....r�....- .. <«w�...ir.•auann• ear.. tt; ksa .crh�rar»,m >nv.�•rr:.frJ3o•.: . $ iP i / Imf 6: V If >a NO, 2r 241 2630 P. 03 • • . , rpralry Information 11f.JJToBuildOn Engineering • Consulting • Testing REPORT OF INSPECTION ACTIVITIES CLIENT: Greg McKenna PROJECT: Downtown Harley Davidson • Fiorillo Northwest, Inc. 13001 48th Ave. S P.O. Box 66826 Tukwilla, WA Seattle, WA 98166 PERMIT NO.: DATE: January 13, 2000 JOB NO.: -90234-1 INSPECTOR: D. Blisserd REPORT NO.: FR1038 REMARKS: A representative of PSI arrived at the above referenced project to perform an inspection and testing of bolted connections. He inspected the roof elevation bolted connections. All bolts were tested to 360 foot-pounds. DB/erh cc: FNW; City of Tukwilla REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION 8Y PROFESSIONAL SERVICE INDUSTRIES, INC. WORK CONFORMS TO APPROVED PLANS: [5 YES • Resjc4ulIy submitted, ,PII OFESSIONAL SERVICE INDUSTRIES, INC. e/Of/4<- Sam Yaghmaie, P.E. Manager, Seattle Construction Services RECEIVED FEB 1 8 2000 COMMUNITY DEVELOPMENT Professlonal Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 208/282-0666 • Fax 206/282-0710 NO Sample No. Cylinder Diameter (in.) Cylinder Area (in ?) Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type IA 4.00 12.57 1/14/00 7 53000 4220 Shear 1B 4.00 12.57 2/4/00 28 80000 6360 Shear IC 4.00 12.57 2/4/00 28 77500 6170 Cone I D 4.00 12.57 Discarded Design S renglh Specification: 28 3000 1 CLIENT: N�: Information MAR tJ00 r .To Build On Engineering • Consulting • Testing COMMUNITY _ REPORT OF FIELD INSPECTION AND CONCRETE COM RL IIO1�1'flife ` T Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 DATE: January 7, 2000 TECHNICIAN: D. Blisserd LOCATION OF PLACEMENT: Mezzanine slab at E- L /I -4. Samples were taken at 11.00 cubic yards of 11.00 cubic yards placed total. Date Placed January 7, 2000 Supplier Time Delivery Ticket No. Slump, In. Air Content, Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mix Data Submitted By AS1'M Test Method: ® C3 I 08:30 AM 488197 6.00 52 January 8, 2000 PSI /D. Blisserd Miles COMPRESSION TEST RESULTS FIELD DATA PROJECT: PERMIT NO.: JOB NO.: ® C39 ® CI43 ® CI72 ❑ C23 ® C1064 REMARKS: Inspected reinforcing steel and welded wire frame, and witnessed concrete pour. Also monitored bolting for x- bracing. Concrete placed by pump. All items inspected conform to approved plans and specifications. REPORT NO.: CR8639 Mix Number and Proportions Cement Water Fine Aggregate Coarse Aggregate Flyash Admixture cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. • tYY.h °YWMN�'N�lM.N4Y�1Rell I .Amine.MO.Vt f S' � k'CEEVED Downtown Harley Davidson 13001 48th Ave. S Tukwilla, WA Miles 07400 6050 lbs ® C1231 ❑ Other: 16940 lbs 18700 lbs NOTE: APPLICABLE ASTM STANDARDS, UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C3I.96 (EXC. SEC. 7.2.2): SLUMP: CI43•77 (EXC. SEC. 6); TEMPERATURE: CII6446(63): SAMPLING: CI72.77 Respe Ily submitted, ofessional Service Industries, Inc. OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 10 gallons of water added on site. WORK CONFORMS: ® YES ❑ NO Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282.0666 • Fax 206/282 -0710 Sample No. Cylinder Diameter (in.) Cylinder Area (in.') Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type IA 4.00 12.57 1/12/00 7 51500 4100 Shear 1B 4.00 12.57 2/2/00 28 73500 5850 Shear 1 C 4.00 12.57 2/2/00 28 72500 5770 Shear I D 4.00 12.57 Discarded Design Strength Specification: 28 3000 w.- •,.., r.,.w...r+ runs R+rr,.ns,q... ,,......._....,.,..,. w,,.. wn.,, rw.. n. ,..ww..iwusemt.w,sr w..,n..wx.u,mw+v mr. ,:.,ermw'r.'s.a, ,.rr..rzOV#Nfi9v SPAY rn tn„ : CLIENT: E(F' /E :M Information / . ZLII.To Build On MAR 21 2000 Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSL PNA'Al T Greg McKenna PROJECT: Downtown Harley Davidson Fiorillo Northwest, Inc. 13001 48th Ave. S P.O. Box 66826 Tukwilla, WA Seattle, WA 98166 PERMIT NO.: D99 -0259 DATE: January 5, 2000 JOB NO.: 712 - 90234 -14 TECHNICIAN: D. Blisserd REPORT NO.: CR8637 COMPRESSION TEST RESULTS FIELD DATA LOCATION OF PLACEMENT: Mezzanine grids AI- F /I -5. Samples were taken at 10.00 cubic yards of 65.00 cubic yards placed total. Supplier Miles Mix Number and Proportions 07400 Cement 5500 lbs Water Fine Aggregate 15400 lbs Coarse Aggregate 17000 lbs Flyash Admixture Date Placed January 5, 2000 Time 08 :00 AM Delivery Ticket No. 487911 Slump, In. 6.00 Air Content, Air Temperature, °F 40 Concrete Temperature, °F 57 Date Received In Lab January 6, 2000 Field Data Submitted fly PSI /D. Blisserd Mix Data Submitted By Miles NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C71.% (EXC. SEC. 9.2.2): SLUMP: C14)•97 (EXC. SEC. 61: TEMPERATURE: C10644G(97); SAMPLINO: C172.97 ASTM Test Method: ® C31 ® C39 ® C143 ® C172 ❑ C231 ® C1064 ® C1231 ❑ Other: OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 20 gallons of water added on site. WORK CONFORMS: ® \'ES ❑ NO REMARKS: Inspected reinforcing steel and welded wire frame, and witnessed concrete pour. Concrete placed by pump. All items inspected conform to Respe lly submitted, approved plans and specifications. ofessionai Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282 -0666 • Fax 206/282-0710 sataisaiic.tirr • CLIENT: Te511 Information LPL e lib Build On Engineering • Consulting • Mating DATE: January 4, 2000 INSPECTOR: D. Blisserd REMARKS: DB/erh Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 A representative of PSI arrived at the welds. He inspected the bolt connections for also inspected the joist-to-beam welds and AWS D1.1 '98 requirements. cc: FNW; City of Tukwilla REPORT OF INSPECTION ACTIVITIES PROJECT: PERMIT NO JOB NO.: REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Downtown Harley Davidson 13001 48th Ave. S WA REPORT NO.: FR6686 above referenced project to perform an inspection of bolting and the mezzanine; all connections were tested to 370 foot-pounds. He the puddle welds for the mezzanine, per detail and minimum WORK CONFORMS TO APPROVED PLANS: EX YES Respectfully submitted, P ROFESSIONAL SERVICE INDUSTRIES, INC. 60e-de-Ole" Sam Yaghmaie, P.E. Manager, Seattle Construction Services RECEIVED FEB 182000 COMMUNITY DEVELOPMEN Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282-0666 • Fax 206/282-0710 NO Sample No. Cylinder Diameter (in.) Cylinder Area (ill?) Date Tested Age (days) Load (lbs.) Compressive Strength (psi) Fracture Type IA 6.00 28.27 11/24/99 7 70500 2490 Cone and Shear IB 6.00 28.27 12/15/99 28 122000 4320 Shear IC 6.00 28.27 12/15/99 28 121000 4280 Shear Design S rength Specification: 28 3000 CLIENT: Date Placed Time Delivery Ticket No. Slump, In. Air Content, % Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mix Data Submitted By Infori •��tion .To Build On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Greg McKenna PROJECT: Downtown Harley Davidson Fiorillo Northwest, Inc. 13001 48th Ave. S P.O. Box 66826 Tukwilla, WA Seattle, WA 98166 PERMIT NO.: r > x :0259 DATE: November 17, 1999 JOB NO.: 712 -902 TECHNICIAN: C. Monacelli REPORT NO.: CR7951 FIELD DATA LOCATION OF PLACEMENT: Poured detention vault lid and trash enlosure footing, along with curb on north, east, south, northwest corner and southwest corner of building. Samples were taken at 20.00 cubic yards of 20.00 cubic yards placed total. November 17, 1999 483614 4.00 48 60 November 18, 1999 PSI /C. Monacelli Miles Supplier Miles Mix Number and Proportions 1830 AF Cement 360 lbs Type I -II Water Fine Aggregate 1340 lbs Coarse Aggregate 1860 lbs. 7/8" Flyash 90 lbs. Admixture AEA 5% NOTE: APPLICABLE ASTM STANDARDS, UNLESS OTIIERWISE INDICATED: MAKING SPECIMENS: CH-96 (EXC. SEC. 0,22); SLUMP: C14I.97 (EXC. SEC. 6); TEMPERATURE: C1064.86(97); SAMPLING: CI71.97 COMPRESSION TEST RESULTS ASTM Test Method: ® C3I ® C39 ® C143 ® C172 ❑ C23I ® C1064 ® C1231 ❑ Other: REMARKS: Concrete was placed by chute and mechanically vibrated. Resteel conformed to approved plans. Contractor received verbal ok from engineer to place vertical bars at 16" instead of 12" for trash enclosure walls. cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC ...�....,......- ,w.,...., «..... T. w.,rnr•.vcn«xi�r..�,�_,....e ,... v�r��,.,..,.:..« o.. a,.» �,. s+ 6., ar! 7. ctK�:: p] e2 r, Xx: TSt�fi' Ftcfe 'S'�[r�kva ,, :.t�'..�nRY� OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ® YES ❑ NO Respectfully submitted, Pr ft.ssional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282-0666 • Fax 206/282.0710 RECEIVED FEB 1 1 2000 COMMUNITY DEVELOPMENT • CLIENT: Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 DATE: November 16, 1999 INSPECTOR: D. Blisserd REMARKS: DB/erh ( dei17 Information tf . J JToBuild On lInginooring • Consulting • Tinting cc: FNW; City of Tukwilla REPORT OF INSPECTION ACTIVITIES PROJECT: Downtown Harley Davidson 13001 48th Ave. S Tukwilla, WA PERMIT NO.: JOB NO.: 34-11 REPORT NO.: FR3653 A representative of PSI arrived at the above referenced project to perform a periodic visual weld inspection. He inspected the joist to beam welds for the mezzanine framing, per detail and minimum AWS D1.1 '98 requirements. He also received the WABO licenses for project welders Johnathen K. Victorino (IIVIC86- 1429, expires April 1, 2000) and Ronald A. Jones (#JON84-3995, expires October 1, 2000). WORK CONFORMS TO APPROVED PLANS: N YES Respectfully submitted, PB.�ESSIONAL SERVICE INDUSTRIES, INC. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Manager, Seattle Construction Services Professional Service Industries, Inc, • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282-0666 • Fax 206/282-0710 NO RECEIVED DEC 2 7 1999 C OMMUNITY DEVELOPMENT ; —�- i - le 4t have boob 1i oved by i moot for boirom ice with amid ards. Acooyft.ui nsr do; ed- 4tandards -of e adequacy lot ricr Additions, drawing:: this and *I1 iII squire a subsequent MN !acceptance is eis Public Wales dales 1 1 22 if fl • slcbjett to errors and vio!2ticnsl oil The_ r _ Hiffility a1 revisit ihese void this _ ptance I ol • to field inspectiaflif I 6 » 1 4 4 - 4 � ��. c : if ' 6A-4- - Z" O/ R o 2Z -. -i -1 -- V O n o (0 O CO • g co Pte; �E 0 11 z n m m CLIENT: Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 PERMIT NO. DATE: November 10, 1999 JOB NO.: cc: FNW; City of Tukwilla Informatibn .To Build On illnglmoring • Consulting • limiting REPORT OF INSPECTION ACTIVITIES PROJECT: Downtown Harley Davidson 13001 48th Ave. S Tukwilla, WA REPORT NO.: FR6536 INSPECTOR: D. Blisserd REMARKS: A representative of PSI arrived at the above referenced project to perform an inspection of bolting. He verified that the contractor's torque wrench at 370 foot pounds meets the A325 W' torque requirements of 28 kips. He monitored the crew's bolting technique, and verified that the completed connections met or exceeded 370 foot pounds. He will return and verify the minimum of two bolts per connection, per the AISC requirement. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERVISSION 8Y PROFESSIONAL SERVICE INDUSTRIES, INC. C. WORK CONFORMS TO APPROVED PLANS: YES Respectfully submitted, PRFESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282-0666 • Fax 206/282-0710 NO S),1 , 2q= Sample No. Cylinder Diameter (im.) Cylinder Area (in') Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type IA 4.00 12.57 11/5/99 7 37000 2940 Cone and Split 113 4.00 12.57 11/25/99 28 65000 5170 Cone and Shear 1 C 4.00 12.57 11/25/99 28 63500 5050 Cone and Shear Design S length Specification: 28 2500 CLIENT: priors Engineering • Consulting • 'fisting REPORT OF FIELD INSPECTION AND CONCRETE Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 DATE: October 29, 1999 TECHNICIAN: D. Blisserd Date Placed "rime Delivery Ticket No. Slump, In. Air Content, "A Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mix Data Submitted By InforLition .To Build On October 29, 1999 Supplier 07:30 AM 481879 5.50 November 1, 1999 PSI /D. Blisserd Cadman COMPRESSION TEST RESULTS ASTM Test Method: ® C31 ® C39 ® CI43 PROJECT: CI72 ❑ C23 I ® C1064 REMARKS: Inspected and witnessed concrete pour. Concrete placed )y chute and mechanically consolidated. Anchor bolts set by template, All cytin Icrs were capped in accordance with ASTM C617 -94. All items inspected conform to approved plans and specifications. PERMIT NO.: D99 -0259 JOB NO.: 712 90234 - REPORT NO.: CR8104 FIELD DATA LOCATION OF PLACEMENT: Anchor bolts at top of nineteen piers on south side of building Samples were taken at 10.00 cubic yards of cubic yards placed total, Mix Number and Proportions Cement Water Fine Aggregate Coarse Aggregate Flyash Admixture cc; FNW; City of Tukwillu THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF TILE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. COMPRESSION TEST Downtown Harley Davidson 13001 48th Ave. S Tukwilla, WA 4700 lbs ® C1231 ❑ Other: 18600 lbs Cadman 01500 4700 lbs Type I NOT APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C31.94 IEXC. SEC. 92.51: SLUMP: C122.97 (EXC. SEC. A): TEMPERATURE Cn A2.21A(9)): SAMPLING: CI72.97 OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ❑ Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ® YES ❑ NO Respectfully submitted, Professional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282-0666 • Fax 206/282-0710 • l'• •„. • • • ' • . , • , . RECEIVED FEB 1 1 2000 DEVELOPMENT Sample No. Grouted Cylinder Diameter (in.) Cylinder Area (in ?) Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type I A 2.00 3.14 11/29/99 12 17100 5450 Cone and Split 113 2.00 3.14 12/15/99 28 21200 6750 Cone IC 2.00 3.14 12/15/99 28 22000 7010 Cone Design Strength Specifications: 28 3000 : I r . CLIENT: ~' " Information FEB 2 2 2000 L i,iLTo Build On COMMUNITY Engineering • Consulting • Testing DEVELOPMENT REPORT OF FIELD INSPECTION AND MORTAR COMPRESSION TEST Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 PERMIT NO.: DATE: October 29, 1999 JOB NO.: i 4 - 13 TECHNICIAN: C. Monacelli REPORT NO.: MR2275 LOCATION OF PLACEMENT: Detention vault lid seams Date Placed November 17, 1999 Time Supplier Miles Delivery Ticket No. Slump, In. Flowable Air Temperature, °F 48 Mortar Temperature, °F Grout Temperature, °F Date Received In Lab November 18, 1999 Field Data Submitted By PSI /C. Monacelli NOTE: APPLICABLE ASTM STANDARDS, UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C3I.96 (EXC. SEC. 9.2 21: SLUMP: C141 .97 (EXC. SEC, 11: TEMPERATURE: CII6144192): SAMPLING: CI72.97 COMPRESSION TEST RESULTS SAMPLED AND TESTED IN ACCORDANCE WITH: Mortar: ❑ ASTM C780 ❑ UBC 21 -16 FIELD DATA Grout: PROJECT: Downtown Harley Davidson 13001 48th Ave. S Tu, 'Ira WA Grout Mix 0 and Proportions Cement Coarse Aggregate Fine Aggregate Admixture Mortar Mix # and Proportions • Cement Coarse Aggregate Fine Aggregate Admixture ® ASTM CI019 ❑ UBC 21 -I8 REMARKS: Inspected and witnessed grout placement. Samples made by contractor. All items inspected conform to approved plans and specifications. Respectfully submitted, r (fessional Service Industries, Inc. cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. -3ECEIVED Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282.0666 • Fax 206/282 - 0710 OBSERVATIONS ❑ Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. Test results comply with applicable specifications. Test results do not comply with applicable specifications. Reinforcing steel was found to comply with plans and project specifications. O Reinforcing steel does not comply with plans and project specifications. ® Reinforcing steel not inspected by PSI representative. WORK CONFORMS: YES D NO Cylinder: ❑ ASTM C617 -94 Other: ❑ ❑ Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services raw- rtnwpY. x+efn11+m0w1.1...... ,1 Sample No. Cylinder Diameter (in.) Cylinder Area (in') Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type IA 4.00 12.57 11/1/99 9 40500 3220 Cone and Shear 1B 4.00 12.57 1 1/22/99 30 58500 4650 Cone and Shear IC 4.00 12.57 11/22/99 30 57500 4570 Shear Design S rength Specification: 28 3000 CLIENT: Date Placed Time Delivery Ticket No. Slump, In. Mr Content, % Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mix Data Submitted By ' ' Informaaron IllattTo Build On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 DATE: October 23, 1999 TECHNICIAN: C. Monacelli FIELD DATA LOCATION OF PLACEMENT: Twenty piers for grillage post Samples were taken at 10.00 cubic yards of 20.00 cubic yards placed total. October 23, 1999 481225 4.00 50 59 October 25, 1999 PSI /C. Monacelli Miles NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: 01.96 (EXC. SEC. 6.2.2): SLUMP: C14347 (EXC. SEC. C): TEMPERATURE: C1661.116(97): SAMPLING: C172.97 COMPRESSION TEST RESULTS PROJECT: PERMIT NO.: JOB NO.: REPORT NO.: Supplier Mix Number and Proportions Cement 1Vater Fine Aggregate Coarse Aggregate Flyash Admixture ASTM Test Method: ® C31 ® C39 ® C143 ® C172 ❑ C231 ® C1064 REMARKS: Inspected reinforcing steel and witnessed concrete pour. All cylinders were capped in accordance with ASTM C617 -94. Concrete placed by chute and consolidated by mechanical vibration. Contractor received a verbal OK from engineer to leave pour down on piers and set bolts later. Holes were clean and free of loss dirt. All items inspected conform to approved plans and specifications. Downtown Harley Davidson 13001 48th Ave. S Tukwilla, WA CR7599 ® C1231 ❑ Other: Miles 18300L 360 lbs Type I -II OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site, WORK CONFORMS: ® YES ❑ NO Respectfully submitted, Sam Yaghmaie, P.E. 1380 lbs 1350 lbs 7/8 "; 575 lbs 1 3/8" 90 lbs P, essional Service Industries, Inc. F Department Manager, Seattle Construction Services RECEIVED JAN 2 7 2000 DEVELOPMENT Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282-0666 • Fax 206/282-0710 cc: FNW; City ofTukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. 9 • Sample No. Cylinder Diameter (in.) Cylinder Area (in') Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type I A 4.00 12.57 10/25/99 7 56000 4460 Cone and Shear 1B 4.00 12.57 11/15/99 28 81000 6440 Shear 1C 4.00 12.57 11/15/99 28 79500 6320 Shear I D 4.00 12.57 Discarded Design S rength Specification: 28 3000 CLIENT: N" Information 1 r .To Build On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST DATE: October 18, 1999 TECHNICIAN: D. Blisserd Greg McKenna PROJECT: Downtown Harley Davidson Fiorillo Northwest, Inc. 13001 48th Ave. S P.O. Box 66826 Tukwilla, WA Seattle, WA 98166 FIELD DATA LOCATION OF PLACEMENT: Detentio vault walls Samples were taken at 11.00 cubic yards of 11.00 cubic yards placed total. October 18, 1999 11 :30 AM 0480207 4.50 40 50 October 19, 1999 PSI/D. Blisserd Miles COMPRESSION TEST RESULTS PERMIT NO.: JOB NO.: REPORT NO.: 1 D99 -0259 712 - 90234 -7 CR8089 Date Placed Supplier Miles Time Mix Number and Proportions 1550 Delivery Ticket No. Cement 517 lbs Type I -I1 Slump, In. Water Air Content, % Fine Aggregate 1430 lbs Air Temperature, °F Coarse Aggregate 1860 lbs Concrete Temperature, °F Flyash Date Received In Lab Admixture Field Data Submitted By Mix Data Submitted By NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C2-9% (EXC. SEC. 9.2.11: SLUMP: CI43.07 (EXC. SEC. B(: TEMPERATURE: CII)(4.Ot(S71, SAMPLING: CI72.97 ASTM Test Method: ® C31 ® C39 ® CI43 ® CI72 ❑ C231 ® CI064 REMARKS: Inspected reinforcing steel and witnessed concrete pour. All cylinders were capped in accordance with ASTM C617 -94. Concrete placed by pump and mechanically consolidated. All items inspected conform to approved plans and specifications. C 1231 ❑ Other: cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. OBSERVATIONS ® Cylinders made by PSI representative. Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. (l gallons of water added on site. WORK CONFORMS: ® YES ❑ NO Respectfully submitted, P fessionnl Service Lulnstries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282-0666 • Fax 206/282 -0710 • Sample No. Cylinder Diameter (in.) Cylinder Area (in?) Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type 1 6.00 28,27 10/18/99 3 70500 2490 Shear I B 6.00 28.27 10/22/99 7 120000 4240 Shear 1 C 6.00 28.27 11/12/99 28 172000 6080 Shear 1D 6.00 28.27 11/12/99 28 170500 6030 Shear Design S rength Specification: 28 3000 CLIENT: rirTNI1 Information itemstib Build On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST DATE: October 15, 1999 TECHNICIAN: C. Monacelli 480054 5.00 LOCATION OF PLACEMENT: Exterior column pourbacks Samples were taken at 2.00 cubic yards of 2.00 cubic yards placed total. Date Placed Time Delivery Ticket No. Slump, In. Air Content, Air Temperature, °F Greg McKenna PROJECT: Downtown Harley Davidson Fiorillo Northwest, Inc. 13001 48th Ave. S P.O. Box 66826 Tukwilla, WA Seattle, WA 98166 October 15, 1999 59 Concrete Temperature, °F 64 Date Received In Lab October 18, 1999 Field Data Submitted By PSI /C. Monacelli Miles COMPRESSION TEST RESULTS FIELD DATA PERMIT NO.: JOB NO.: REPORT NO.: ASTM Test Method: ® C3l ® C39 ® C143 ® C172 ❑ C23I ® C1064 REMARKS: Inspected reinforcing steel and witnessed concrete pour. Used concrete instead of grout per verbal OK from engineer. Concrete consolidated by mechanical vibration. All cylinders were capped in accordance with ASTM C617 -94. All items inspected conform to approved plans and specifications. D99 -0259 712 - 90234 -16 CR7587 Supplier Miles Mix Number and Proportions 01650 611 lbs Type I -Il Cement Water Fine Aggregate 1360 lbs Coarse Aggregate 1830 lbs 7/8" Flynsh Admixture Mix Data Submitted By NOTE: APPLICABLE ASTMSTANDARDS. UNLESS OTHERWISE INDICATED: MARINO SPECIMENS: C3I.94 (EXC. SEC. 9.2.21: SLUMP: CI43•97 (EXC. SEC. G); TEMPERATURE: C IIK,J•Ni(93 ). SAMPLING. C172.97 • C 1 231 ❑ Other: cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT ee INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. •e OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. 0 Test results do not comply with applicable specifications. 0 Reinforcing steel was found to comply with plans and project specifications. 0 Reinforcing steel does not comply with plans and project specifications. ® Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ® YES 0 NO Res ully submitted, 'rofessioi al Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282.0666 • Fax 206/282-0710 Sample No. Cylinder Diameter (in.) Cylinder Area (in =) Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type IA 6.00 28.27 10/18/99 3 70500 2490 Shear 1B 6.00 28.27 10/22/99 7 120000 4240 Shear IC 6.00 28.27 11/12/99 28 172000 6080 Shear 1D 6.00 28.27 11/12/99 28 170500 6030 Shear Design S tenth Specification: V CLIENT: ' Informat N .To Build On Engineering • Consulting • Testing Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 DATE: October 15, 1999 TECHNICIAN: C. Monacelli REPORT OF FIELD INSPECTION AND CONCRETE FIELD DATA LOCATION OF PLACEMENT: Exterior column pourbacks Samples were taken at 2.00 cubic yards of 2.00 cubic yards placed total. Date Placed Time Delivery Ticket No. Slump, In. Air Content, % Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By October IS, 1999 480054 5.00 59 64 October 18, 1999 PSI /C. Monacelli COMPRESSION TEST RESULTS ASTM Test Method: ® C31 ® C39 ® C143 C 172'(71 C231 PERMIT NO.: JOB NO.: REPORT NO.: REMARKS: Inspected reinforcing steel and witn ssed concr• .our. Used concrete instead of grout per verbal OK from engin •nc • e consolidated by mechanical vibration. All cylinders were capped in accordance with ASTM C617 -94. All items inspected conform to approved plans and specifications. Supplier Mix Number and Proportions Cement Water Fine Aggregate Coarse Aggregate Flyash Admixture . COMPRESSION TEST PROJECT: Downtown Harley Davidson 13001 48th Ave. S Tukwilla, WA D99 -0259 712 - 90234 -16 CR7587 Mix Data Submitted By Miles NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: CI Pis (EXC. SEC. 7.2.1): SLUMP: CM3.97 (EXC. SEC. ft: TEMPERATURE: C104 .1.1461931: SAMPLING: CI72•97 C 1 064 ® C 123 I ❑ Other: cc: ['NW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. Miles 01650 611 lbs Type 1 -11 1360 lbs 1830 lbs 7/8" OBSERVATIONS Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ❑ Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ® Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ®1 'ES 0 NO Respectfully submitted, P essional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282.0666 • Fax 206/282-0710 • v:..ndsv.. GREEN RIVER CONSTRUCTION CO. INC. Date: October 14, 1999 To: City of Tukwila Building Department RE: Assignment of Contractor Downtown Harley Davidson City of Tukwila Permit No. D99 Thank you, you, Green River Construction Co. Mike Kangas Operations Manager 6402 South 144th, Suite • #1 litkwilo, Washington 98168 Office: (206) 246-9456 Fax: (206) 246.2274 Recover, tut crri.c* oci 2 o 1999 pERtor cemIER To Whom It May Concern: It is our understanding Fiorillo Northewest has requested contractor of record status for the New Downtown Harley Davidson. We formally request removal as general contractor of record for this project. We trust this information meets your needs. If you have any questions or require additional information please contact me at (206) 246-9456. , • Sample No. Cylinder Diameter (in.) Cylinder Area (in ?) Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type IA 6.00 28.27 10/20/99 7 122000 4320 Shear lB 6.00 28.27 11/10/99 28 162000 5730 Shear IC 6.00 28,27 11/10/99 28 163000 5770 Shear I D 6.00 28.27 10/15/99 2 65000 2300 Cone and Spl Design S rength Specification: 28 2500 CLIENT: prIM1' Information /t lib Build On Engineering • Consulting • ',biting REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 DATE: October 13, 1999 TECHNICIAN: C. Monacelli 54 60 October 14, 1999 PS1 /C. Monacelli Miles COMPRESSION TEST RESULTS FIELD DATA LOCATION OF PLACEMENT: All exterior running footings for building Samples were taken at 40.00 cubic yards of 40.00 cubic yards placed total. Dntc Placed Time Delivery Ticket No. Slump, In. Air Content, % Air Temperature, 'F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mix Data Submitted By PROJECT: PERMIT NO.: JOB NO.: REPORT NO.: Fine Aggregate Coarse Aggregate Flyash Admixture ASTM Test Method: ® C31 ® C39 ® C143 ® C172 ❑ C231 ® C1064 ® Cl231 REMARKS: Inspected reinforcing steel and witnessed concrete pour. All cylinders were capped in accordance with ASTM C6I7 -94. Concrete placed by pump and consolidated by mechanical vibration. All items inspected conform to approved plans and specifications, including revision from engineer this date. October 13, 1999 Supplier Mix Number and Proportions 479457 Cement 4.50 Water Downtown Harley Davidson 13001 48th Ave. S Tuk' aWA CR7581 Miles 01650 611 lbs Type I -II 1360 lbs 1830 lbs 7/8" NOTE: APPLICABLE ASTAM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C31.9r (EXC. SEC. 9.2.2): SLUMP: CICY97 (EXC. SEC. r). TEMPERATURE: Cl9(4.94(93): SAMPLING, C'172.17 OBSERVATIONS Cylinders made by PSI representative. Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. 0 Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. Reinforcing steel does not comply with plans and project specifications. Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: [Z YES NO 0 Other: Respectf ly submitted, P essional Service Industries, Inc. cc: FNW; City Of I THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282-0666 • Fax 206/282-0710 • Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Sample No. Cylinder Diameter (in.) Cylinder Area (in') Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type I A 6.00 28.27 10/20/99 7 101500 3590 Cone and Shear I B 6.00 28.27 11/10/99 28 143500 5080 Cone and Shear IC 6.00 28.27 11/10/99 28 145000 5130 Shear I D 6.00 28.27 Discarded Design S rength Specification: 28 2500 CLIENT: Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST TECHNICIAN: C. Monacelli FIELD DATA LOCATION OF PLACEMENT: Elevator pit walls; detention vault footings and slab on grade Samples were taken at 10.00 cubic yards of 30.00 cubic yards placed total. Information .To Build On PERMIT NO.: D99 -0259 DATE: October 13, 1999 JOB NO.: 712 - 90234 - Date Placed Time Delivery Ticket No. Slump, In. Mr Content, '7 Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mix Data Submitted By Greg McKenna PROJECT: Downtown Harley Davidson Fiorillo Northwest, Inc. 13001 48th Ave. S P.O. Box 66826 Tukwilla, WA Seattle, WA 98166 October 13, 1999 0479468 4.25 57 61 October 14, 1999 PSI /C. Monacelli Miles COMPRESSION TEST RESULTS REPORT NO.: CR7582 Supplier Mix Number and Proportions Cement Water Fine Aggregate Coarse Aggregate Flynt] Admixture ASTM Test Method: [ X ] ® C39 ® C143 ® C172 ❑ C231 ® C1064 ® Cl231 REMARKS: Inspected reinforcing steel and witnessed concrete pour. All cylinders were capped in accordance with ASTM C617 -94. Concrete placed by pump and consolidated by mechanical vibration. All items inspected conform to approved plans and specifications, including architectural revision li engineer this date. cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Miles 01500 4685 lbs Type 1 -I1 15560 lbs 18360 lbs 7/8" NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C.71.94 (EXC. SEC. 1.2.21. SLUMP: CI 43.97 (EXC. SEC. St: TEMPERATURE: C1144401(93): SAMPLING. CI 72.97 .+....,.... ...,mm.rrrowwrn..sau�»,r..ranw�. OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ® YES ❑ NO ❑ Other: Respectfully submitted, Pr essional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282.0666 • Fax 206/282-0710 October 11, 1999 Dear Mr. Tom Jf >pi YIiaimY:CattC0Ril1taXatt tALV -1444 City of Tukwila Department of Public Works James F Morrow, P.E., Director HARLEY DAVIDSON Russ Tom 6727 — Martin Luther King Way S. Seattle, WA 98118 Plans submitted to Public Works indicate that proposed public infrastructure will be constructed as part of the Harley Davidson project. Public infrastructure includes water, sewer, storm, sidewalk, curb and gutter, streetlights and streets, constructed within the City's right of way, or within a private easement. These improvements will be required to be turned over to the City of Tukwila. After completion of the constructed infrastructure, turnover documents shall be provided to the City along with a letter addressed to the Public Works Director requesting turnover of the proposed public facilities. These public facilities will be accepted through City Council at a regularly scheduled meeting, in order to assume ownership of the facility improvements. Enclosed is a Bill of Sale, Material List, Capital Asset Acquisition, Maintenance Bond and an Easement and Dedication to Right of Way, if applicable. These turnover documents and As -built drawings must be completed and submitted to Public Works for review three weeks prior to requesting Public Works final inspection. It is the responsibility of the developer to provide the necessary documentation. If you have any questions regarding completion of these documents, please call 206 - 433 -0179. Thank You Jan Illian Jan Illian Permit Technician JI: ji cc: Dev. file Permit Center cc: Dev. File - Pub Works Permit No. D99 -0259 John W Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax: (206) 43— Sample No. Cylinder Diameter (in.) Cylinder Area (in ?) Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type I A .,- 6.00 28.27 10/7/99 7 127500 4510 Shear 1B 6.00 28.27 10/28/99 28 169000 5980 Cone and Split IC 6.00 28.27 10/28/99 28 168000 5940 Cone and Split I D 6.00 28.27 Design S rength Specification: 28 3000 CLIENT: ` _ Information .To Build On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE Greg McKenna Fiorillo Northwest, Inc. P.O. Box 66826 Seattle, WA 98166 DATE: September 30, 1999 TECHNICIAN: C. Monacelli FIELD DATA LOCATION OF PLACEMENT: Lower slab on grade section for elevator pit Samples were taken at 10.00 cubic yards of 150.00 cubic yards placed total. Date Placed Time Delivery Ticket No. Slump, In. Mr Content, Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mix Data Submitted By September 30, 1999 477448 4.00 49 64 October I, 1999 PSI /C. Monacelli Miles NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C31.96 (EXC. SEC. 9.2.2): SLUMP CIJ7•97 (EXC. SEC. 6): TEMPERATURE: CII6J46493L SAMPLING: C172.97 COMPRESSION TEST RESULTS PROJECT: PERMIT NO.: JOB NO.: REPORT NO.: Supplier Mix Number and Proportions Cement Winter Fine Aggregate Coarse Aggregate Flyash Admixture ASTM Test Method: ® C31 ® C39 ® C143 ® C172 ❑ C231 ® C1064 ® C 123 I REMARKS: Inspected reinforcing steel and witnessed concrete pour. All cylinders were capped in accordance with ASTM C617 -94, Concrete placed by pump and consolidated by mechanical vibration. All items inspected conform to approved plans and specifications. See also report CR7571 this date for details on column box footings poured. cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. COMPRESSION TEST Downtown Harley Davidson 13001 48th Ave. S Tukwilla, WA D99 -0259 712 - 90234 -3 CR7570 Miles I8400L 460 lbs Type I -I1 1340 lbs 575 lbs 13/8 ": 1400 lbs 7/8" 80 lbs OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. 0 Reinforcing steel does not comply with plans and project specifications. Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ® YES D NO ❑ Other: Respectfully submitted, •ofessional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282-0666 • Fax 206/282 - 0710 Sample No. Cylinder Diameter (in.) Cylinder Area (in.') Date Tested Age (days) Load (lbs.) Compressive Strength (p.s.i.) Fracture Type IA 6.00 28.27 10/7/99 7 73000 2580 Cone and Split 113 6.00 28.27 10/28/99 28 123000 4350 Shear 1C 6.00 28.27 10/28/99 28 120000 4240 Shear I D 6.00 28.27 Design Strength Specification: 28 2500 : :'fir.. CLIENT: Information :To Build On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Greg McKenna PROJECT: Downtown Harley Davidson Fiorillo Northwest, Inc. 13001 48th Ave. S P.O. Box 66826 Tukwilla, WA Seattle, WA 98166 DATE: September 30, 1999 TECHNICIAN: C. Monacelli FIELD DATA LOCATION OF PLACEMENT: All box column footings on Lines A to L from 1 to 5.5 Samples were taken at 62.00 cubic yards of 150.00 cubic yards placed total. Date Placed Time Delivery Ticket No. Slump, In. Air Content, G, Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mix Data Submitted By September 30, 1999 477492 4.25 49 62 October 1, 1999 PS1 /C. Monacelli Miles PERMIT NO.: JOB NO.: REPORT NO.: Supplier Mix Number and Proportions Cement Water Fine Aggregate Coarse Aggregate Flyash Admixture D99 -0259 712 - 90234 -1 CR7571 Miles 18300L 396 lbs Type I -II 1518 lbs 1485 lbs 7/8" 99 lbs NOTE: APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED: MAKING SPECIMENS: C269% (EXC. SEC. 9 2,2): SLUMP. CI43.97 IESC. SEC. f): TEMPERATURE: CIIA4.116192): SAMPLING: CI72.97 COMPRESSION TEST RESULTS ASTM Test Method: ® C3I ® C39 ® C143 ® CI72 REMARKS: Inspected reinforcing steel and witnessed concrete pour. All cylinders were capped in accordance with ASTM C617 -94. Concrete placed by pump and consolidated by mechanical vibration. All items inspected conform to approved plans and specifications. See also report CR7570 this date for details on slab on grade section poured. ❑ C231 ® C1064 ® C1231 ❑ Other: Respectfully submitted, Pr ssional Service Lrdttstries, Inc. cc: FNW; City of Tukwilla THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. OBSERVATIONS ® Cylinders made by PSI representative. ® Cylinders picked up by PSI representative. ® Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ® YES ❑ NO Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282-0666 • Fax 206/282.0710 7 8 22:57 4254851136 N elson onsuking Qngine er n g PS 19221 58 Ave NE Keninore,r•VA 98025-5118 Septemb 29,1999 Mr. Bob Oenedito City of Tukwila, Building Department Subject: Downtown Harley Davidson building Permit St 099-0257 JeffreyINeleon PE 5E Nelson ronaulting Engineering PS Cc: Mr. Greg McKennna 'Fiorillo Northwest Inc. NELSON CONSULTING EN () EXAMS MARCH 13 141/1 (425) 483 9126 Fax: (425) 485 1156 PAGE. 81 Mr.: Bensdito The fouridation for the above noted project was deeigned by this office in compliance with the soil a report prepared by Giles Engineering Associates Inc. dated June 16th, 1998 with regird to allowable soil bearing pressure and liquefaction potential. The usel of this design criteria for the new building was discussed with and approved by John Opper PE of Zipper Zeman Aseociates, Inc by phone on 6/10/99, who will be providin an addendum to his report on this date. Zi 5incery. RECEIVED CITY OF TUKWILA SEP 2 9 1999 PERMIT CENTER 'Sent by: Zipper Zeman Associates, Inc.; Fiorillo Northwest, Inc. 131 Southwest 156th Seattle, Washington 98166 Dear Mr. McKenna, JetSuite; Zi er Zeman Ass cc: Jeff Nelson via fax 425-485-1136 Geotechnical and Environmental C Attention: Mr. Greg McKenna Subject: Confirmation of Geotechnical Recommendatic Downtown Harley Davidson 13001 48th Avenue South Tukwila, Washington This letter summarizes our recommendations for des at the referenced project. This letter supplements our previo 1999 and a geotechnical report by Giles Engineering Associa Our April 21, 1999 report evaluated liquefaction po estimated settlements of the structure caused by possible li seismic event. It is our understanding that the structural en is capable of tolerating the estimated liquefaction- caused building has therefore been designed for spread footing s criteria provided in the Giles report of June 16, 1998. Pile fo June 4, 1999 report, as an alternate for the project. We Nelson Engineering dated July 19, 1999 and confined our geotechnical engineering recommendations. During a September 7, 1999 site visit, we confirme building pad, (including both the "expansion" noted in the new building to replace the old structure), are adequate for s soil bearing pressure. We hope this letter meets your current needs. If yo do not hesitate to contact us at your convenience. Respectfully su ZIPPER ZE . John E. Zipper, President 19231 36 Avenue West, Suite B201 Lynnwood, Wwhing:on 9$ Sep -29 -99 11:28; tl I i Inc. ng 36 • for Foundations and construction of foundations ;reports dated April 21 and June 4, s, Inc. dated June 16, 1998. tial of the site soils, and provided faction during a large magnitude r has confirmed that the structure t provided in that report. The rt, using the foundation design dation design was provided in the ed the foundation plan by Jeff the foundation design conforms to hat the soils throughout the entire les report and the location of the rt of the foundations at 2000 psf ';should have any questions, please ', ASSOCIA tames >, I s it) I 1 RECEIVED CITY OF TUKWILA (42s) 771.3304 SEP 2 9 1999 PERMIT CENTER J -370 -10 September 29, 1999 Page 2/2 September 24, 1999 Brett Jacobsen PO Box 66826 Seattle, WA 98166 Dear Mr, Jacobsen: City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #2 Development Permit Application Number D99 -0259 Downtown Harley Davidson 13001 48th. Ave. South John W. Rants, Mayor This letter is to inform you of corrections that must be addressed before your 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 Building Division. At this time, the Fire Department, Planning Department and Public Works 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 revision 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 (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl xc: File No. D99 -0259 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 4313665 r Exterior Lighting Interior Lighting, First Floor 981311.xds,9/22/99 Downtown Harley - Davidson Tukwila, Washington NOS Lighting Budget Report ITCH 1997 Washington State Energy Code Lighting Power Allowance Option Total Perimeter in Allowable Allowable feet/Sq. Ft. watts/lin. ft. Wattage Perimeter Lighting 20,571.20 7.5 154,284.00 Open Parking 37,403.70 0.2 7,480.74 Sidewalks 1,878.60 0.2 375.72 Total 162,140.46 Total Allowable Allowable Space Area in sq. ft. watts/sq. ft. Wattage Notes Custom Shop #1 682.50 2.30 1,569.75 Custom Shop #2 758.90 2.30 1,745.47 Fabrication Shop 902.50 230 2,075.75 Fabrication Shop 889.20 2.37 2,107.40 Allowable wattage increased due to average ht. of 21.5' Dyne 123.70 1.50 185.55 OF Service 2,905.90 1.50 4,358.85 A� O'� �% LA Service Lounge 913.80 1.00 913.80 p�Tl Service Office ce 15.80 S 0 1.20 65.52 ET 10 Closing #1 147.80 1.20 177.36 PEAM °°%11 Closing #2 147.80 1.20 177.36 Showroom 5,176.30 1.50 7,764.45 Showroom 3,329.50 1.55 5,144.08 Allowable wattage increased due to average ht. of 21.5' Parts 2,314.30 1.50 3,471.45 Shipping & Receiving 149.00 1.50 223.50 Janitor 55.70 0.50 27.85 Hall 133.80 1.20 160.56 Men's Restroom 89.80 1.20 107.76 Women's Restroom 88.90 1.20 106.68 Dressing 42.10 1.50 63.15 Dressing 44.00 1.50 66.00 CORRECTION t Stair @ Showroom 84.40 1.20 101.28 LTR# o� Stair @ Janitor 96.00 1.20 115.20 Total 30,939.73 Alternative to above (Prescriptive): Spaces for which the allowable watts/sq. ft. is 0.80 W/ sq. ft. or greater can use an unlimited number of fixtures provided the installed fixtures are one- or two - lamp non - lensed, fluorescent fixtures fitted with T -5, T-6, T -8 or PL type lamps with 5 to 50 watts and electronic ballasts. A maximum of 5% of installed fixtures per space need not be ballasted and may use any type of lamp. (Section 1521 of 1997 WSEC) Notes RDA• • BECKMAN ARCHITECT TECTUBE I PLANNING 4121 SO. MERIDIAN SUITE 2B PUYALLUP, WASHINGTON 98373 TEL 253 840 9405 FAX 840 9503 RDArchitect @compuserve.com 'BECKMAN ARCHITECT TECTURE/ PLANNING et Downtown Harley-Davidson Tukwila, Washington Lighting Budget Report 1997 Washington State Energy Code Lighting Power Allowance Option Interior Lighting, Second Floor Total Allowable Alloy/able Space Area in sq. ft. watts/sq. 11. Wattage Notes NOS IICN Equipment 29.30 n/a n/a Space is exempt from lighting requirement Men's Restroom 130.10 1.20 156.12 Women's Restroom 125.80 1.20 150.96 Conference 751.10 1.20 901.32 Office #1 418.40 1.20 502.08 Office #2 222.20 1.20 266.64 Office #3 222.20 1.20 266.64 Office #4 278.00 1.20 333.60 Storage #1 178.80 0.50 89.40 Storage #2 2,352.30 0.50 1,176.15 Storage #3 5,706.90 0.50 2,853.45 Hall 162.60 1.20 195.12 Mezzanine 1,263.90 1.20 1,516.68 Total 8,408.16 98131Lx149/22/99 0 Allet cry o f Iv, sE p 2 1999 0 arqk Alternative to above (Prescriptive): Spaces for which the allowable watts/sq. ft. is 0.80 W/ sq. ft. or greater can use an unlimited number of fixtures provided the installed fixtures are one- or two- lamp non-lensed, fluorescent fixtures fitted with T-5, T-6, T-8 or PL type lamps with 5 to 50 watts and electronic ballasts. A maximum of 5% of installed fixtures per space need not be ballasted and may use any type of lamp. (Section 1521 of 1997 WSEC) CORREATION LTR# 4121 SO. MERIDIAN SUITE 2B PUYALLUP, WASHINGTON 98373 TEL 253 840 9405 FAX 840 9503 RDArchitect@compuserve.com BECKMAN ARCHITECT TECTUREIPLANNING 23 September 1999 Department of Community Development Tukwila Building Division 6300 Southcenter Blvd. Tukwila, WA 98188 Attn.: Mr. Bob Benedicto / Plans Reviewer Re: Harley- Davidson Showroom & Shop 13001 48th Street Ave. S. Tukwila, WA --- Building Division Review (September 14;1999) Application No.: D99 -0259 Mr. Benedicto : This letter is to clarify our submitted Lighting Budget Report (9.22.99). A copy of which is enclosed (refer to attached `A'). The referenced building will meet the Lighting Power Allowance as prescribed by the 1997 Washington State Energy Code. In areas of the building which qualify for the Prescriptive Lighting Option, that option will be utilized. We thank you for your time and cooperation. Sincerely, J. Mondonedo Ross Deckman Architect cc: Brett Jacobsen / FNW REC EIVED CITY OF TUKWILA SEP 2 4 1999 PERMIT CENTER CORRECTION LTR# 4121 SO. MERIDIAN SUITE 2B PUYALLUP,, WASHINGTON 98373 TEL 253 840 9405 FAX 840 9503 RDArchitect©compuserve.com redacted 16 September 1999 Department of Community Development Tukwila Building Division 6300 Southcenter Blvd. Tukwila, WA 98188 Attn.: Mr. Bob Benedicto / Plans Reviewer Re: Harley- Davidson Showroom & Shop 13001 48th Street Ave. S. Tukwila, WA - -- Building Division Review (September 14,1999) Application No.: D99 -0259 Mr. Benedicto : This letter is in response to your review as dated above. The following corresponds with each of your comments as follows: 1. Horizontal reinforcement is added as shown on detail 9/a1.1 (refer to attached "A "). 2. Curb ramps are added to site plan al (refer to attached `B "). 3. Wall type 'w5' is the one -hour wall exterior wall assembly, which notes as part of the assembly: the rated column (X524) and the rated exterior wall (U489). We have revised the wall type `w5' to clarify the exterior wall rating (refer to attached "C "). 4. The "Fabrication Shop" has switched location with the "Custom Shop 1 ". The previous "Fabrcation Shop" location is now a "Storage" room with an occupancy S -1. The 1 -hour separation have been revised accordingly (refer to attached sheet a2 & a2.1). 5. The "Fabrication Shop" as occupancy H-4 applies to the exception on 1997 UBC Section 1007.4.1. 6. The door schedule is revised to reflect the one -hour issue (refer to attached sheet a8). 7. The review is acknowledged. RECEIVED 8. Revised detail 3/a9.1 to include note compliance with 1997 UBC Section 509 (refer to CITY OF TUKWILA attached "D "). S F i' 1 b 1999 9. The square footage of the "Conference" room has been revised to reduce the load to 49 (refer to attached sheet a2.1). PERMIT CENTER 10. Resubmitting another copy (refer to attached "E"). 11. Resubmitting another copy (refer to attached "E"), 12. Ventilation requirements will be meet when the mechanical set is submitted. We thank you for your time and cooperation. Sincerely, cc: Brett Jacobsen / FNW ROSS ARCHI ndonedo Ross Deckman Architect 9813.7 RDA BECKMAN ARCHITECT WARE/PLANNING 4121 SO. MERIDIAN SUITE 2B PUYALLUP,, WASHINGTON 98373 TEL 253 840 9405 FAX 840 9503 ROArchitect@compuserve.com Heating by Other Fuels (Gas) • ROSS AR C HI Downtown Harley - Davidson Tukwila, Washington 1997 Washington State Energy Code, First Edition Energy Code Compliance using Component Performance Option (Nonresidential), Table 13 -1 Target Proposed U value Area/Lin. Ft. UA U value Area/Lin. Ft. UA Notes Other Roofs 0.050 18,924.00 946.20 0.068 18.924.00 1,288.72 1 Other Roofs (flat) 0.050 2,331.20 116.56 0.063 2.331.20 146.87 2 Opaque Walls 0.140 11,899.01 1,665.86 0.079 11,899.01 940.02 3 Opaque Doors (insulated) 0.600 40.00 24.00 0.600 40.00 24.00 4 Opaque Doors (non - insul.) 0.600 240.00 144.00 1.200 240.00 288.00 5 Slab on Grade (F value) 0.540 20,571.20 11,108.45 0.540 20,571.20 11.108.45 6 Glazing % 0 -15% 2.37% Glazing U -value (vert.) 0.900 817.79 736.01 0.750 817.79 613.34 7 Glazing U -value (o.h.) 1.450 0.00 0.00 1.450 0.00 0.00 8 SHGC (max.) 1.000 1.000 14,741.08 14,409.40 glazing/gross wall area = 817.79 sq. ft. / 34,421 sq. ft. = 2.37% Notes: 1) R -19 ban insulation in steel framed roof assembly, verify type with metal building provider 2) R -15 rigid insulation on steel framed roof assembly 3) Faced fiberglass bait insulation (R -19) suspended between structural frame. Metal covering sheets fastened directly to frame. 4) Default insulated metal 5) Default =insulated metal (roll -up doors) 6) R -10 rigid insulation at perimeter (new & existing) 7) Default double - glazed w/ 1/2" airspace (fixed), Windows and storefront door 8) No overhead glazing RDfl • HECKMAN ARCHITECT TECTBRE /PLANING Actual U- values are not known at this time. When the windows and doors are selected all units shall meet the above noted U -value requirements OR a new calculation shall be completed to show compliance. 9813b.xls, 3/9/99 4121 SO. MERIDIAN SUITE 28 PUYALLUP. WASHINGTON 98373 TEL 253 840 9405 FAX 840 9503 RDArchrtect@comouserve corn Downtown Harley-Davidson Tukwila, Washington Lighting Budget Report 1997 Washington State Energy Code Lighting Power Allowance Option Interior Lighting Second Floor Space Equipment Men's Restroom Women's Restroom Conference Office #1 Office #2 Office #3 • Office #4 • Storage #1 Storage #2 Storage #3 Hall Mezzanine 9813It3ls,4/6/99 Area in sq. ft. 29.30 130.10 125.80 751.10 418.40 222.20 222.20 278.00 178.80 2,352.30 5,706.90 162.60 1,263.90 Allowable watts/sq. ft. n/a 1.20 1.20 1.20 1.20 1.20 1.20 1.20 0.50 0.50 0.50 1.20 1.20 Total Total Allowable Wattage Notes n/a Space is exempt from lighting requirement 156.12 150.96 901.32 502.08 266.64 266.64 333.60 89.40 1,176.15 2,853.45 195.12 1,516.68 8,408.16 RDA 111 DICKMAN ARCHITICI TECTOBEIPLASKING Alternative to above (Prescriptive): Spaces for which the allowable watts/sq. ft. is 0.80 W/ sq. ft. or greater can use an unlimited number of fixtures provided the installed fixtures are one- or two- lamp non-lensed, fluorescent fixtures fitted with T-5, T-6, T-8 or PL type lamps with 5 to 50 watts and electronic ballasts. A maximum of 5% of installed fixtures per space need not be ballasted and may use any type of lamp. (Section 1521 of 1997 WSEC) 4121 SO MERIDIAN SUITE 18 PUYALLUP, WASHINGTON 98373 TEL 253 840 9405 FAX 840 9503 RDAtcnitect:Tcomousetve corn .g4 Downtown Harley- Davidson Tukwila, Washington Lighting Budget Report 1997 Washington State Energy Code Lighting Power Allowance Option Exterior Lighting Total Perimeter in Allowable Allowable feet/Sq. Ft. watts/lin. ft.. Wattage Perimeter Lighting 20,571.20 7.5 154,284.00 Open Parking 37,403.70 0.2 7,480.74 Sidewalks 1,878.60 0.2 375.72 Total 162,140.46 Interior Lighting, First Floor Total Allowable Allowable Space Area in sq. ft. watts/sq. ft. Wattage Notes 98131t.x144/6/99 Notes Ross AlCHI RDAa • DICKMAN ARCHITECT TECT09EiPIANMIM6 Custom Shop #1 682.50 2.30 1,569.75 Custom Shop #2 758.90 2.30 1,745.47 Fabrication Shop 902.50 2.30 2,075.75 Fabrication Shop 889.20 2.37 2,107.40 Allowable wattage increased due to average ht. of 21.5' Dyno 123.70 1.50 185.55 Service 2,905.90 1.50 4,358.85 Service Lounge 913.80 1.00 913.80 Service Office 175.80 1.20 210.96 Restroom 54.60 • 1.20 65.52 Closing #1 147.80 1.20 177.36 Closing #2 147.80 1.20 177.36 Showroom 5,176.30 1.50 7,764.45 Showroom 3,329.50 1.55 5,144.08 Allowable wattage increased due to average ht. of 21.5' Parts 2,314.30 1.50 3,471.45 Shipping & Receiving 149.00 1.50 223.50 Janitor 55.70 0.50 , 27.85 Hall 133.80 1.20 160.56 Men's Restroom 89.80 1.20 107.76 Women's Restroom 88.90 1.20 106.68 Dressing 42.10 1.50 63.15 Dressing 44.00 1.50 66.00 Stair @ Showroom 84.40 1.20 101.28 Stair (4 Janitor 96.00 1.20 115.20 Total 30,939.73 Alternative to above (Prescriptive): Spaces for which the allowable watts/sq. ft. is 0.80 W/ sq. ft. or greater can use an unlimited number of fixtures provided the installed fixtures are one- or two - lamp non-leased, fluorescent fixtures fitted with T -5, T-6, T -8 or PL type lamps with 510 50 watts and electronic ballasts. A maximum of 5% of installed fixtures per space need not be ballasted and may use any type of lamp. (Section 1521 of 1997 WSEC) 4121 SD. MERIDIAN SUITE 28 PUYAILUP, WASHINGTON 98373 TEL 253 840 9405 FAX 840 9503 RDAicmnect:7comorse,ve corn Exterior wa it /w 1998 UL Fire Resistance - Volumn 1 -- Design No. X524 1. 4x8x16 cmu wall (below) 2. Metal siding 3. metal girts 4. batt insulation 5. air -space 6%1" metal furring studs at 16" o.c. 1. 5/8" type 'x' gypsum wallboard 8. Column Protection - See Design No. X524 for column protection. 9. Wall Construction - See Design No. U489 for details. a. Top of wall shall be against the underside of roof deck. b. All openings between top of wall and roof deck are to be filled with UL Classified mineral wool or glass fiber insulation. c. Steel studs in accordance with the specifications in Design No. U425. Design No. X524 Refer to wall type 'w3' for callouts Design No. X489 Refer to wall type 'w3' for callouts Design No. X425 Refer to wall type 'w4' for callouts -T 1 - 1 - 1 -• - I "r_ �T 1 -hour rated SINGLE LAMP, 100W HIGH PRE55URE SODIUM LIGHT, APPROX. 20' HIGH C C C C C C C C C C C C C v rn N tf, 16' b 25' - 0" } LANDS PLANTE ' .i. � tip ift 5 1 - nll 2 1)j: M 1 ' 4 r - ( 3) 26 watt pI flourescenf. up- light - ground mounted ❑ ❑ (this planter area) J. / / (I) 26 watt pl flourescent up- .. • . 1-4 p- 1.1w W1.pe,M tars I.Itwv W $ e4141 t5 L ❑ a z 0 o ❑ ❑ ❑ O 0 M CONCRETE PAVERS Sx8x16 SPLIT FACE BLOCK (2) "5 REBAR TOP COURSE CONCRETE PAVERS Sx8xI6 SPLIT FACE BLOCK, COLOR AND STYLE TO MATCH BUILDING (2) "5 REBAR BOND BEAM 48" ABOVE CONC. SLAB "4 REBAR 12" O.C. WI ALT. HOOKS PAVEMENT LEVEL I I III I II I II III III III -`� x� -x- � e x' ° - x- 11 I 1 1 I I II1 I 1H I I 11 I - I I I LL-1 1 I I �• e e • • • • • • • • • • • • • • • • • • • • • • O• O• • •• o• O• o• O• o O• o• o• 11 1 I I -� �O�O�O�•�O�O�O �O�O O�O�O 91 1 _111 - _ _ -1T rry . ° • ° ° - I I; III -1 I I_ 111- -I 1 1 -I 11 -1II -1 1 I-I H I I p� I .-- ° ,° ° ° I I _I — I I II I -III -I H I- III «)I �� lz I .— 1I1— II1 =1I1^ — 111 - 111 - 111 - 111-111-111-111-111-111-111-111-111 III-1 I I —III - 111 -11 11 =111- 111-111 = 111= 111- 111 -11, =111 -111 1 -11 I- 11--111`111 -11 I -111- =1 I I -1 11 -1 11 -1 11 -1 11 -1 I I--1 11--1 11 -1 I I!I 11 -1 11 -1 11 -1 11 -1 11 -1 11 -1 11 -1 CM.,0 WALL SFCTIO\ —SLAB ASSEMBLY - 4" CONCRETE 5LAB - 6x6 WI.4xWl.4 WUJM - ro" GRAVEL SCALE 1 " =1' -0" A 11 x - trashwaII • • ," • ' • • 1 • , Note : guardrail construction to meet l991 LJEC Section 505 requirements - Structural floor --- Refer to structural drawings for callouts .Structural beam .(beyond) refer. to structural' drawings for notes - X X X Suspended acoustical tile system 3 E E • 'Steel Floor beam -- refer Co structural drawings for notes metal filler 3-5/5" metal studs' Lu/ 5/5" type 'x' surround C Guardral orezz6rine. _upper floor • N Stainless steel g ua r drail "P 4 P Artec" 300 921 13414, Metal angle per stair manufacturer's requirements -- verify with structural drawings for notes dropped ceiling c p dropped soffit (1.5 SCALE P=11-0" September 15, 1999 Brett Jacobsen PO Box 66826 Seattle, WA 98166 Sincerely Brenda Holt Permit Coordinator encl City of Tukwila RE: Preliminary Review Comments Downtown Harley Davidson — D99 -0259 Xc: Bob Benedicto, Senior Plans Examiner File No. D99 -0259 Department of Community Development Steve Lancaster, Director Dear Mr. Jacobsen: The Tukwila Building Division has completed it's review of the application materials you submitted on September 7, 1999. The attached comments and/or corrections must be addressed before we can recommend approval of your permit(s). Please be aware that you will probably receive comments and/or corrections from other City departments, as well. When you re- submit your corrected plans to the Permit Center for further review, your re- submittal must respond to the comments of all City departments at the same time. You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re- submittal until after you have received the Correction Letter reflecting all departmental comments and /or corrections. In the meantime, if you have questions regarding the attached Building Division comments and /or corrections, please contact Bob Benedicto, Senior Plans Examiner, at (206)431 -3676. If you have other questions regarding the status of your permit application, please contact the Permit Center at (206)431 -3670. John W Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431.3665 BUILDING DIVISION REVIEW Date: September 14, 1999 Project Name: Downtown Harley Davidson Application #: D99 -0259 Plan Reviewer: Bob Benedicto Tukwila Building Division 6300 Southcenter Blvd. Tukwila, WA 98188 206 / 431 -3670 • Page 1 1. Re: Detail 9, sheet A1.1: Note or otherwise detail horizontal reinforcement as required by UBC 2106.1.12.4. In addition, specify the mortar type, grouting requirements and bond for this wall design. 2. A five -foot wide sidewalk is indicated at the head of the access isles for the barrier free parking. Show the curb ramp on the plan for the access to the walkway. Note: Curb ramps may not project into the parking stall or access isle. 3. The North and East walls of the building are located less than 40 -feet from property lines. Per UBC Table 5 -A, these non - bearing walls must be non- combustible and one hour fire resistive construction. The wall type marked as "w5" details a one -hour fire resistive assembly (X524) for columns. Provide a listed assembly that describes a one -hour wall assembly. 4. The "Fabrication Shop" is required to be separated from the "Storage 3" by a one hour fire resistive occupancy separation. Building Section C -C, sheet A-4, shows the storage area at the mezzanine open to the Fabrication Shop below. Provide the required occupancy separation wall at this location and indicate the one -hour fire resistive floor assembly at the mezzanine floor over the Fabrication Shop. UBC Table 3 -B. ) • JL a.iu. Y .*.', POW.' rant ttiL, Mu September 14, 1999 D99 -0259 • Page 2 5. The Fabrication Shop is required to have (not less than) two separate exits or exit access doors. UBC Section 1007.4.1. 6. All openings in a one -hour fire resistive occupancy separation shall be protected by a fire assembly having a one -hour fire protection rating. Please revise the door schedule as required. UBC Section 302.3, 4. 7. The interior stair risers must be designed to comply with the barrier free criteria. UBC 1106.9.3 8. Note or otherwise detail compliance with UBC Section 509, for the mezzanine guardrail shown on sheet 7. 9. The conference room at the mezzanine level serves an occupant load' of more than 50. Consequently, the exit doors must swing in the direction of exit travel. In addition, where access to more than one exit are required from a space under consideration, such space may access one required exit through an adjoining or intervening room. All other required access to exits shall be directly from the space under consideration to an exit or to a corridor than provides directed access to an exit. 10. Provide energy code calculations to show compliance with the component performance requirements of the Washington State Nonresidential Energy Code. Calculations are referenced on the cover sheet, but were not made available with the permit application. 11. Provide additional information to show compliance with the prescriptive lighting option or lighting power allowance option of the Washington State Nonresidential Energy Code. (This includes both interior and exterior lighting). 12. Provide additional information on the plans to show the proposed method for compliance with ventilation requirements for each of the occupancies. Systems must be in compliance with the requirements of UBC Chapter 12 and the Washington State Indoor Air Quality Code. If the mechanical systems are to be a deferred submittal list them as such on the plans and, at minimum, specify the code performance requirements on the plans. Re: 106.3.4.2 Reid iddleton Dear Mr. Griffin: Sincerely, September 9, 1999 File No. 26 -99- 005- 015 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Harley Davidson (D99 -0259) We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are the drawings, structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Re • Mid Inc. Bria . Moon, P.E. Senior Engineer, Structural Engineering bjr\26se \p1anrevw\tukwila\99\tO 15r2.doc \wad Enclosures cc: Ross Deckman, Ross Deckman Architect (via fax) Brett Jacobson, Fiorillo Northwest, Inc. Wade A. Damey, F.LI.T. Plan Review Eng eer Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741.3800 Fax: 425 741.3900 AM- o .- M /Zt Mr, C2 - 2 - ID tt►- klf) H� 7tf. RvoF Fltr41I n 4 PLA-H / GTIOM Foe_ F 4 Ext. Loc..Ttoy CONTINUOUS PURLIN SAG ANGLE CYt RooF PA'•MEL 1 puRUy AM - b cj AMfjL.l..Ct u 1 - 14 — 2 12 - I1 - I •Jt.LF CAL Fya 6 GL1P W/ C.15').:2.. t 1/16 c . ••• _ [ ! 1 1 C t elc.r. � Oa. 2 G+V•CG i �i.t pa_ 1 - e • END POST / RAKE BEAM K - GLP W/ l L 1 11 +i AI ^4t 1 1.--1A+-11. Gi ^4E ( I Lt fIM1 4 ^y E. to ■71R.UG-rvri..L IL L. To "J'r p_tJ P. 4n. L BRACE CABLE ASSEMBLIES roof- • crs o Dutt - ar.tnE -- DM 1 hlnyLt oR o►JL 'c-et' fArl- FL LI fXWCI_ t1/ y t MO - 14 Lr. Gr" - ) (2) �JGAF- D41LLy oXJ.LlY, 2 SIMPLE SPAN GIRT 7 ,-- ca./ '4 t tYEAot_r AND D 7 CA A�I di fJ ►JEV. NI/►r.1ICR 11 A i -2 RAYtf. K14. N /ocLF�j MILLI xarJnl to PU0.uH (1)z -t MD7 AM- FLA W/ t MD Cz -z- warml') Melt_ : xt- a.oaF FM-t 1 M PL off Foc_ FLy gm. 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RooF FRr.MI PLAM - , GG.T10M Foy FLA pa_ L.001- END FRAME PURLIN 3 COPED 'ZEE' GIRT 8 CONTINUOUS PURLIN 1 An - to Ytt ArtyL _Ct I - tcAA) — 12- 41 - I 7e-tP- D2tLC.fL YJt2Jt E2. puy-url SAG ANGLE 2 DtL pRac{_ e-7t 7 [Roap p -.rI L- puttun 6 OR 2 Cf+- +AGE.. C. s I I r—dtz [su cG ct�P K -O CLIP N OS) MG 11 • I I� DO - - GGG at I E un.t.ur �I'E CAA htrI Le. a O►'L 'GtC' Clip Pa'ce'r I Lt AHT 4 ^Cf t -(o •t y-v GTu 0..L I oJ cto vy-..t- To - -,Ta-u�- (JP.- -L I BRACE CABLE ASSEMBLIES END POST / RAKE BEAM 2 rt A- P tfl.Ac-t N/ %,..t MO u C2 .2- wG{. K -I CLIP 14/ C�-72t MP SIMPLE SPAN GIRT 7 ' t C27 oC-LF- p JLLr xJCtW r we -1 '4 t GYEr�c -T ✓ne�oLY (N /nu( N N AD AroHL) CJ I e =mm. 0O 3.11 T C.1 I V. A�t 11 AN- 2 ■ • 1 4- ORJI -1.11 �X.RtiJ PURLIM AM- FL( N/ y } MO C� - Ic -i .) C N/ N.1CJ at oveJt. .pfZL Mot-t- C27opLF- Gwt.t.. WJ �7Gt - FooP• FR' pLA,t1 4GG FaR FLA C4 LoCa1Icr1 CLL:K7 A•1/c. FILL FYWe1S, R- '>•v,e. A- rlyl.e.. g-1, or1 Wr(om op etjaj p1 W/ Lo1Gf LC! 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'. .. 11 .1161.1. NOM um..IMOND 'TIFFENER. FLANGE TO I " THK THK EOLTISCr PLAT STIFFT.L.4. E.•t. Th I THK CAP PLATE PI re PIPE C. o U 1 5 _P.A. I 0_0 T APT TYP INTERMEDIATE S TIFFENER THK. DA9E PLATE VE ' ruc.e FLANGE BRACE CLIP- EOTH 910e9 5TRAt GHT Po 5T Veep IL VTHK FLfr OR Gmrm)-1k— t a vez 5TtrpENE1.. iG 1 S'YO 2. Nviaa 1.11-11(Purcrt.t> FLANGE X TorTHK 4-S THKDOLTIN6 .PLATE 150TH 9117 4 3 16 citicf,e7 TIFFENEIK BOTH 9IDES TTP • INTEPMEDIATE 9TipraNem. • THK DOLTINEr PLATE FLANGE—) V TO IV VIDE. 9 THK 10 16 TAPE P, E. D AFTER. 4E) TAFEMED COLur114 3 IG FLANGE 15MACe CLIP- ESOTH 910E5 VES I' To '/Es SPLICE THKEASe PLATE. EXA.IPAPLE &mei) vEa5PLice FLAWE CUP-DOM 91OF-9 TYP NOTE: 'OM 3 •t/E.L.D5 USED 9$ ACTUAL- Ilemesem. VITI1 9FE (see cm.% r r 7 C a 3 M t o EMIR* �• ,jyl y 7PAC I I, '3VAcr. C I di P.1" ci PA. GG. t + v 411111111rA111111 ��11111111■ M1111111111 mom' t•111►,71 rumlal ill IN m r• ��a.T.�z *�:+�;w:� icz: all ry. F 4 '0N1 4 NO131Q0111 OI3d 0 CJ CU CBC SOUL BUILDINGS a a v n r F COMMERCIAL BUILDING COMPONENTS, INC. Cllllanlo 011les A Plrnl — 701.117 -0110 11100 h. UoKlnlor, Io1Mop, CA 11370 Wunl,Olon 011lco — 103 1112021 P.O. DOA nl, l.II., r, WA 11009 WrlhInpton Toll her 1.1011137.1011 • ; i • 1 .n x 1� `J P !� +u 7 r S -II N c CUSTOMER S 3 0 a 1 A 3i a v 4 I •11 .r V 40,4, 3 1 s� i C' r O ) .;; N r P r 0 ���It -11LR P 4 7HC.c4 D L.4wTomrJ (-442A-el D LOCATION To 4,4 oiu.w out , 1' cwow v .4V 5U41' 00 b0. 0 1 3 s rW • • ore 9. o 9 2.13 • 9o14" " - 51a1 city' ir►.rau LI 1 o pl.t7'.d - 7•btxo - 47 • 701NV '74r.41 Iy 1/ab� "Jrcr) (•batik. old soc I - +1 - I 1 *11.'7 4 4 -V l 7 d 1 � (>, dO '7114v14 ; W I1ord o - IJ -Wd - 11-0 , 1 Pant 4 $ 4r -. lc; - * 1 7 7 v 1 c- N i, a-+ d 1171%.114 Y71Kr•M Ipm - rvX• 1SNrt•7c. /n 1471h4 /n rtIrx. IIt;'rt at7 'L1W .Lh4, 4 - {.1 a -3rx. 1 - ft -1A `Nrrs�iG v / i - 1 1 `V f. '7 d • n 1�z1c. :n17� 1 1- �1+cr�ro - I -4- I ! • r `l Nd .i ce J-1 * 0/ -4 �OC■ I • H •LI - 1f111/1 1 ,/ti -c 1 t 1-'7 Q d•�'� a $k itost. E-C\iilh/Nrtvnd (1,-so d0on).� NoCpld 9 • 40C I - ;I -tI i 1 C�ft o) ,K. F - II * ,Nd „'M /dood arm rows 4• STEEL BUILDINGS STRUCTURAL CALCULATIONS INDEX A. DESIGN LOADS AND REACTIONS B. PLAN C. SHEETING DESIGN 0, SECONDARY FRAMING DESIGN E. ENDWALL DESIGN F. RIGID FRAME DESIGN G. LONGITUDINAL BRACING H. SPECIAL FRAMING DESIGN 0 it4= ._ .H06 Zs &-> - %- - ', - TIVI,'77i,• ' ' ) of •••• , . 1,,.. .: ':. • , ' 0 ,, - 9% 1, oil‘st,41sh..1‘14 N C'2 •..,•j,Zia.> 4..../......4."---. ..• . . • .., L cxrziKFt Ap/23Np,,....,4 ECEOVE SEP 7 1999 2 REID MIDDLETON CBC STEEL BUILDINGS IS AN APPROVED FABRICATOR OF STEEL BUILDINGS: ICBOES FA-322 CITY OF SEATTLE CERTIFIED PLANT CITY OF LOS ANGELES - TYPE 1 FABRICATOR PO BOX 1009 LATHROP CALIFORNIA C 209 ) 983 - 0910 By PJP STRUCTURE DESCRIPTION Building Width (span) . 80 ft. Eave Height 20 ft. Bay Space (trib) 20 ft. Roof Slope . 3 in. /ft. BASIC LOADS Roof Live Load `S psf Frame Live Load (UBC). : 25 psf Wind Load (/997 UPC) : Speed 80 mph Exposure C 'Building Dead Load 4 psf IDES 1131\I Ps IR Pi Ivl E F 3 Sheet A— 1.1 Date 06 -15 -1999 Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 COLLATERAL LOADS 5 PSF. MEZZANINE DL = 50 PSF MEZZ LL = 100/125 PSF euel• 9-1-9 A- CulGn\a+ 'v 5 re- .l'iSe4 r7e-r" picky\ ra ie,4,1 h /\ -1,2 atUeel, * ** This structure is designed in compliance with CBC specifications and standards utilizing the pertinent provisions and recommendations of the American Institute of Steel Construction (RISC) International Conference of Building Officials (UBC), American Iran and SSteel Institute (AISI), the Metal Building Manufacturers Association (MBMA) and their publications. ** A DLTAiu D REViEvt/ RtSP6k sE SEES1f1 A /.3 A - 1,d 9-3-99 C it By PJp IR IC-: I=. C3 NI 11' O 1=' I_ i=i 1V RE: V . I E W Sheet A- 1.2• Date 016 -15 -1999 Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 I+-e m I I : is 5he n-f P re.-F, -E-� re/1,1W% re ri, 2.h�'S C Vv I 1 a kcQ SGI 0.4 ett, r.1 s>7 G -1 - Y ) l��✓1�1�ter I ad cioml, Sec.+I 1b12 hcv r-{- Le-gm Le-gm U Se 4, e-i e*1 S i dove A e-1C I" i- Load I� - - ‘ S de.-)-e.-1 e c Seisvti'►_ �o CG L G(,� IGTION S 01' s ki } V� r i-(t e)c i . �- - -b - Lt \ o - s at, F _ 3, - Foy- y- Ut3C. (5') as UI1e.,14cLJ lam, Set S I^, i L- CG Lk 14 tovi r ore- 5)10/. -!✓1 O Vv S�IG2 G-`. 1o4' G yp) ;Ca),L. 12e• SeC_f h I(03 .-z G -1 r- Icterc,` 1 ,, ad s iv% -R.,. hG 1 Cd F -13, F- '2-1,F1.1..1 F23, F3 i IG�"�A ( Gds I■ direc-h-on. By CEM ID J+= u =Y .x L. E 1) F E. t C3 NI c-3 1E: Y D !I R El: -1C LJ Sheet A L3 Date 09-- 42'3 --1999 Oust DOWNTOWN HARLEY DAVIDSON Job # 19230 RE: REID MI DLETDN PLAN 2611c1 DITED 406, 20 l999 FILE No.26 -99-$5 aS - O) Bott.DINbOIC STEELSou)Nc,$) MEM II. (.AovcRNiNV CODE PAS BEEN ,'u to ON CRC DcA)LS #Ir1 Pl. 12.. DE G § 2.2_13 C&P1PL /ANcE Fo( :SEISMIC ZONE 3 CL. § 22/3 S C�cvr.iN RcG2vi2Er1EN3S; TUE NJDrTCSITICAL FRAME Fog_ SEISM►C AIAL/S /S 15 THE FRAME D SICz&iID Fd2 LJiit B t F(CALC S/fT5 F-2.0 T LLlib lS 4 Z2 /3 , 5,1 LEAD CoM,BINATIO,U 2 I [ I w3ioN LoA n S PrzoDuceD $'I LCJAD CM.BI NA-TIa f 2 J FT/ / J VELoPED AT �` I LJ oULD .BC t/E2/ SMALL CoMPAI,R.ED TD ComPRrC</o/V Le/111S), (AMEN LSD 5 22)3.5./ W&S ADDED ToTHE /AL. /S1SOIL.CSNT EIS) IT WAS No'r£-D THATTHE 1-1 OIZI ZoMTAL LOAD USED WAS VCRY' CoASER', 77U& C2_0 `I K MEZZ t 3, cd K RcOF ANNoT /tTED orb S ifT. F -2Z F -Z3)- ACTUAL .EISMIC LoAns ToTHE Flz4tlE5 LATH e =l aCQ,=,36 Fo2 kwF4- CoLLATE►Z4L MEZ2DL lc %/PA -K 5716N AND 2 c7o OF12S ri/o' S1 LEAD FoIL 3 Z'(L) Nr I Tai) OF ME /5 CALCjcATED: Z f S Gw � f L S 2 /y3 � ,G BELvw caF hPrki 7c zo / l. Co /; /9, K rEZZftrt/NE U (So /d fO . X c t ,Z.SXJLS /v r X 2.0 x.32. / = 64.o EE/P4 i C LOAD= .)13X 2../ I ROOP 0 )&/3xGC.0 - /2 3 .. For/. T If E Aria c, /S IS Z.2 k 12_caF /C.o kSE UJA5 VSEC(CAL45►1"r F564F57). THE 3076 1►JC2MSE 17.I MLLZSCISMIc IS ro Avb/J Carts /.D02JIJ(, L -T/vE RENDIT% of THE SEVaAL FRAMES, TH1= RE-ANAL` ISIS (CALL SN-T.S F -.5' ytuQV keSuLT IN 11002E135/ Al& THE I,JEL OF 'T HL= C.L9LOM N 3i ?PcX1%N TNL 1-4122211u/ WE Fk(.'h/1 3 //6'l To VY" TO AVOID SI- low Ir(L>, QoUi II7 tVEISTWS✓ N(xl" THAT TI-I S iv A L'` /S S I S C cmJSE2vAT1 vim' SInlcc- U8C, S 22130'1,2_ bEFi✓/ES rtEM.JE2 TRENL_ITH AS 1.7 X F, /4 wNILE T1)E_ CBC C yMPO1E PIZobIZAM ONLY US /.33xFA ( CoNT.) CEM D 9R 4 8 f"•io7'4BE: TIBC -Ft E V : IF�1.P 311eet A -0 Date 09 -03 -1999 ITEM (Cc7t'1:) Cust DOWNTOWN HARLEY Df:UTDSON Job # 19230 12. U FC § 2_ 213 (CoN r) !j _5 2_213.6 b[I F Ke621J1 iO MENTS • CRC FR AMES Com PLi WIT1 -1 kC&L IR.EM ENT 2. fl XSLr1S1 -4lC Fo2CL -' -r C,RAVlT/ LD1116, S EL = CALWLAi 1 01./ Ot\I CAMc SILT., F - 63o ..CC I2_112. Ri.QV I R.ErrENTS FvR BRACED FRAMES C8C BRACED FR/4Na CcM PL-/ L.JJTN 2_213.8.5 B /ADZThJ -QS' TO Tie Sas MlccALC-4 13. 't L2! T ICAL LOAD CSCMRJNAT /ON,5 OF (, _5I,41.3.2_ RAVE 8EE1J LsED. 19. Sr■IoW DRIFT HAS PEEN CosS IDC2CD, See CALc SIfr F - 5 AJ.So `rN1: RAF FRAtv11 WL PLA>.J Cg c Dcv6 5/rr. Z °411. TKC PVRLIN SPAcJuv SETS ti CRY 77 Li krr oN TIE LEAN-To TawAYR.D TKO MAM) ROILDJ i•1 Lam. 15o DEPJ '\TIDN ©F 1,1J/ND /AHD SE- SMlc LOADS CL. J I ND 8b °ft! ( G ' � , 16 i / %i Ce = /, ) ( 2_E M ME /N EAVE 14b6MT ) Ce= , S I.'J)NA►..1P kJALt_ - 15JLEELJAR1) WALL --, IAIINDW/ D /266P -.7 L.E1=WAu.) Ro5 (UBC TmaL1=.S 16--F / -lam 16 -H) \17 9,7 I1,,N,19x•SX20TZr13,.0„3/L L TR AtiIVCtLSA L WIND � � _A. ..___A.. I6.1$1.19 ►�X2.0 -0. Ki i 16,yxl,r?x67xLa' = 0,273k/r 16 y x 1sI4 xisxLo' =D, 1 9s Iv, SEE 1,01 ND LaPt c A N tJO? - A T ED ,4r GALL S Hr. F-IL • C., LON1611 J0INAL WIND ; 16,N x1 ./9x(0+.5)=j5,37 %" SEE CA LC Siff G ��. By CEM Dat e 09 -03 -1999 i TEM IS. DE2ivt wI 4D -SETS M ►c(Ca14T) TRANSVE2SALSESMc Gust DOWNTOWN HARLEY DAVIDSON Job # 19230 E: 7" Pi I L._ CC) IDIP L. 14- ) 0R. 1E: V 1E: W Sheet A -4•S E= Ch +EV Eli =O PoI -4SD E ( §1636.1.1 z.sc�I w (c 1630,2 0l f' RCM)L4 30 -5 - RILES SNofLi PEf2.I )OLTv12-E) LOAD LoMe►N.ATIc J D + L + S �- Om/2.43,2 FORMULA 4° /2.-/6 S rya . CanSJL2 l) WITH (10) POLL R1610 PRA HE /S wNre1 /az iESSJ Y'riA -A z 'lio AB- P/5"7S ° o.2O S =O6 Wee = FoRriwcA 30-3) Gw; 0136 (TMLE 16 -Q Sc4LTYAE As3v ti ED PER. § 162_943) L-C6AgLE 16-N) V - "'3 VU . . 1- 001'13 vJ (I-TAke / AS (i0) SEE )TEM ! Z w A.B o viC -G. LONLPITJDiNRL S ETS w3 C TCNSldn1 - ONE / MC/NC, USE —OP L- Z113 ,$,0 R7=-E. SID= za2.(U3C TALL= I' - N) (_OOF / ,z jc Q LINE .gRAces TAK YZ SELS M! c i' A 2S z O � , e - �- 0,z.sx�1/ozyo =i. e,Eb EIN _ 1/' v = Z -s �� w e z,s ca w , /this „b 0,3g to f&aoF C (Z) BRACES 6.357 x 1oxzz2 x9'� /o' /2 �Z7o� CALc SKr. £ -1 0SE.S 33,1g vTHE EXTRA 3. k A alit s Fog LEA 4 TU.'S• MEZZAMNC g(3) ACES (JSE eMAY = /0 U= 00371 MenTing To LI NC 3 = 5S' /2 /3 Z' = 4 / 7 (-- USE ST l2l� C � - iC Acc_cot. Foil ECCE1\1T21c TY CxT2,4 MEZZ L=TV L� rf T05J, I2S,V SVzzz w = SS x2_21s x(50 +,2SxI2,E) = 0 18-9 1.. :.2.0411<s) �K (3),BRAC.iS 0037 9)0Q/8,9/3 = /Z80 JL 6x /x /z , 7/2zn FoR R.EAC_T k)WS FACTOR c rr Sl /2_a,7/2,2_ - k S sip; 6 -� ('Corr) IR Pi CD1 11 a: TD IR la U. :C 1.4 Sheet DOWNTOWN HARLEY DAVIDSON. Sob ,# 1923121 1401LILONTAL DFL1FT CALLULAT low LS AT cALc Sig; F-60 (A LC Fo R k t t c c, H J I W G kiisrve- ADb Ar EC:7/00 F (C..ALc ,Ch-rs; F- / THp F7-0. EI\ID By E Date 06 -15 -1999 1.5 k i l k DL + L L Pt f iyEi2 t. r *Avc F RAFelE RE1=1IC I C) Sheet A Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 1.5 k 2.5 k 1 _1 , 0 k 2. I ` `.0 k Zo 3 p t 1 T � 17,¢ ¢a 3?J,2 � ANCHOR BOLTS (2) 3/4 in. dia. x 16 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 6 in., ASTM A36. DL + W L ➢G t NifE2z 4 ,s1 /6 1.6 k 0 k f By EIE' Date 06 -15 -1999 Cust DOWNTOWN HARLEY DAVIDSON kav la e/A " 1-1 (14.8 k _ gitsle e /NE* ; // pot y4 "; 31.9 1 k ANCHOR BOLTS D L + L L J PLi "ezz f ��j ww t zs (4) 1 in. dia. x 20 in. long, Pr z t* *MSG 0,6 2.1 i F R 1 he`, E RE 1;T Y 01 1 D L + W L Sheet A— Job # 19230 0.9 k 81.1 k I 3 8 6 k Z 9� 8 k 14.8 k _ 8.6 k L 1 w (a 1 ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 8 in., ASTM A36. ( 2) 3 /f 0 /4• 4-1-H4 A ApvT, 47 aft‘ 11 ¢ � lE�4Nr000�v�y• < ) DE ¢441 98 <pi-4) 1 1 I 6 4 /5= I I7 ?Z GG 303 �` 1 psi 07¢ 30.E - 755 By PJP Date 06 -15 -1999 14.9 k 3 5fi :��.8 k lie e/#( h 42 ft D L + L L 1 1 1 FZ WI E I la PI 1G I CD 11 Cust DOWNTOWN HARLEY DA.VIDSON Job # 19230 ANCHOR BOLTS (4) 1 in. dia. x 20 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 8 in., ASTM A36. ( 4/ti P/A 1 /1 v /1 �j� /477,7; c,601 4/A/6 ¢, Sheet A— 7 D L + W L 14.9 k - 4 12. 2 k 1.8 k fi , l 1 t 81.1 k 13 9 k �� , V 4. 4 k A A LL f l Mau/ f" PL tlE22 G� f'lL �ivoGJ t fi 1 1 1 /1.4 ' °,�L/ •1 3¢ 1 h Z7.0 Pc. t /yExz -/ fEi4 Dz. t1Eiz w t F1M /G 4 1.8 /9z s� � f 1 1 t h t --o 0,8 0, / 4 *¢ Z. 2 5;S �� By GJR Date 06 -15 -1999 MoweAve � ''/ r/6- F' RAME REACT I 01 1%18 D L + L L + 1.6 k 1 1 74.x, k 75 // Ly•Co1vy,*,4w/fe2.74N /A 1 4` 1 &A. J� f Mt k (L) D L + W L Sheet A— Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 ANCHOR BOLTS (4) 1 in. dia. x 20 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 8 in., ASTM A36. l) % /41 on , / bri /9 /AT Go4t ch 4 "'6 / 1k .i mp. (¢) /%¢ ht . DiA. I Are 449, 41/, c Cou/yha r 4(/ e j. (,,v4k' b/ y /1,vv 0c*/641 B ople,e/ By PJP Date 06 -15 -1999 DL + L L 13.7 k 9116 k 841 ANCHOR BOLTS (4) 1 in. dia. x 20 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 8 in., ASTM A36. ( ) N / ti -Aid• 4 14 7/'7 ke/iiiNAy 4 /,ve --- Mole Give ": 1 1 fi yy tk 9o•f ,off I 13.7 k 1 80.1 k F RAI'+IE REACT I ON D L + W L . 14.2 k r-- 1 c k 16.8 k c Sheet A- Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 Pet f - 12 *Aviv t s.sL rui-(4-7r) /¢3 x,9 4.3 k 1 6.4 k #NJ e22 IL /* i P t //ea GG 4/749k 4 _5Z1? 1Z•4 9 y PJP Date 06 -15 -1999 D L + L L 0.9 k I O //� o 1 1 /2:¢ 8.0 k 6.7 k 1 /N4G 60 G , A /7 Z 01 t /N6 F R PrrviE REACT I DF J Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 0.8 k N N 8.3 4 8.3 t 83 � AK/5 i7 7 /4,6Zo 460i/6 ANCHOR BOLTS (4) 3/4 in. dia. x 16 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 6 in., ASTM A36. D L + W L ♦ 1. 3 k L / 9 ♦ 1. 3 k l� 1 1 . � k 3 k — r. Sheet A— I l'T 2. EI,EV L y84 4 1 . 0 � 3s 3a. G/ 16 4 1: 0 RifPEP 4r° f/AC Eiz4Niw L11P,ce0, 7 /6 =o E tlb . Q — frg f * n hoc- cv�J *ow t(1 l F ��/ l�. O i 216 f Zp 10 O Zo = o EE/ 61- 6 ac) r /7 6&, G d h f i c ff o 4 4 r d N i[ t e A t / - 7 o / G i - � ` > e //f ;. /ad w b P Yi. , cP./,ti- / %¢` 6,/ A if** -/ !3 =/o 4,/c-fi // /9 =R 1/!; N X = /4 7 Py*'1 fly AV6) %¢`,4 A go `l =' o 4 O # kD ru W 11 r D z C H m /2 fir T 1 I \\ V j.,: G,\ $ lrye) r` I _ ,_1,e 1 't ( ° F i L / v� oAp„ t46v4An- iezz. H _ () ,, { w g ' i t ly 1 1 / 1 �ef ,, i \ .` \ +� t GEf f .. ✓ t� I,pz;8 T > i1 / \ i���� `. 0 , /1:1 E 2 �,vv .4,,.4 N cr0/) 1: 0 RifPEP 4r° f/AC Eiz4Niw L11P,ce0, 7 /6 =o E tlb . Q — frg f * n hoc- cv�J *ow t(1 l F ��/ l�. O i 216 f Zp 10 O Zo = o EE/ 61- 6 ac) r /7 6&, G d h f i c ff o 4 4 r d N i[ t e A t / - 7 o / G i - � ` > e //f ;. /ad w b P Yi. , cP./,ti- / %¢` 6,/ A if** -/ !3 =/o 4,/c-fi // /9 =R 1/!; N X = /4 7 Py*'1 fly AV6) %¢`,4 A go `l =' o 4 O # kD ru W 11 r D z C H m Cust DOWNTOWN HARLEY DAVIDSON WALL PANELS Span = 6 ft. Actual WL = 24.21 psf *** USE: 26 Ga Standard R panel 41.: . - Allowable WL = 26.5 x 1.33 =- 35 .25 psf (See chat C ) 0 0. ■�?.�... -. ..:.'�.^ - -..: •ter::•.-- r:r - s - -- ...,c...-... _- _�.... a SJLnfj6JCnro6JU11li6JU1r06JU 6C n6(31 6(31 6(31 601 6C1160606 rororc'NNWW. r00n rOW -.4 TUIcJ -.i .OJJ6TmrowrOsSo r- r0 r0ru 6Cn6Cn9• w r. IlrroWm m; - rTfuD. r• T ro 6 r J LO r G) rrrroGlrT611 7 rur0NwW•CCJ1Tm9W-4 01-4J• JJ(.D5"- W4-0 . -ru•P -( a' 0.0DmCimmfu 00 IV w rrrrorOW•m rrrrrorOrOWNWWWrr MnTJm•DrG1T9CnWU o I O&W.r TW0WJ &Cn9TWrUWmW�4`W► `U1WWa • • M• 091- - - D rr'W,D-JSCPrOrCnJCncTWaDrOCn &'( Gl rro Iv r (u.•.• 7 rrrrroC•1rTmG19r) r.- .- rrororvro W W rrCnTJmSGJT.DU1rw9Cnmw GJrTW6RiCJI07rT. -J Ar Cn.OJ960.p.o.OM-4 0N\ •pJW96C•1S - 0'r-'rir•DSWGJros - & kirU1W@ S rp rrrrrCsGlr� rorcroruroW WC•1rrCnCn0`J.DSrOCn'w' - rO= .- 000.D6r0rmm 0''-wa r• .D.D.0' -.p. 0..C. E 10' CJ1 r r0 6 -4 0 J J ro' .D ro'-- r 9 G17 uor rrrroru(Jr0.DGJ► -r) .- r -( 010 J•D rG3TrTCnm(r0(31• •p- o-4•D. -wcro 10DW90o,1.DrWm.Dr0.O9m.DsoJr N0W.•- ro 0' 0"-• 4' 5ro' -COW' 9 D r 0 D r m H m 0 3 r D 11 N ry � Cr 0 ► = + .••m E c1 O m Z. � ■-• 7 X7 37 fD ID r+ r+ O W WW rris Co - X - • L•101 DI u1 O m x- -�E x �i0"-' 4 7 C,1r 0 r � r ro 0 * * ct 0 C! Z I 0 D Z j D Tl rn { C7 ✓ C '-1 0' 4 Z 0 T .�.��....,.,...,.= R_- t„_ -r,..� �...Fr,�..a �o.:.zu:nr- aresx•�:�r 4 0 0 a ro 9 4J rft I m m H z 0 ft'4v ?�' , Z8' . w /DE GEAN' S rt4 '14 y111)wA SEGDIN.IDARY FRAM I h.IG IDS I GIV By PJP Sheet D- Date 06 -15 -1999 Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 PURLIN DESIGN Span = 20 ft. Tributary width = 5 ft. Fy = 50 ksi Actual w(d1 + cl + 11) = 5 x ( 1.6 + 5 + 25 ) = 158 lb /ft * ** USE: 8.5 in. 'Z' 16 Ga / 16 Ga Continuous at 5 Ft o.c. max * ** Allowable w(d1 + 11) = 168 lb /ft (chart 'D') >OK( Laps @ Frame Lines 1 / 1 A tt K 1 / 1 B TO J CHECK UPLIFT ON PURLINS Net uplift = 24.2064 -( 1.6 + 5 ) = 17.61 psf Endbay moment = .077 x 17.61 x 5 x 19.17 '2 = 2490 lb -ft Bending stress = 2490 x 12 / 2.18 / 1.33 = 10280 psi * ** 6) SAG AI/- 1p'6 REQUIRED ENDBAYS * ** REF: AISI Chart V- 3.3(B) Factor = SQR (( 18.67 x 12)'2 x 2.18 1(1.75 x 8.5 x .765 )) = 97 Interior bay moment = .036 x 17.61 x 5 x 19.75 '2 = 1236 lb -ft Bending stress = 1236 x 12 / 2.18 / 1.33 - 5103 psi * ** ( 4 SAG ,LoGk/NIt REQUIRED INTERIOR BAYS * ** REF: AISI Chart V- 3.3(B) Factor = SOR (( 18.75 x 12)''•2 x 2.18 /(1.75 x 8.5 x .765 )) = 98 ''° By PJP EAVE STRUT DESIGN SPAN = 20 ft. Tributary idth = 2 ft. Actual w(d1 + cl + 11) = 2 ( 2.85 + 5 + 25 ) = 65.7 lb/ft 4( 7** USE: 8.5 in x 8.5 in x 16 Ga . sisple span Eave Strut *** Allowable B1=cminpiFve FARAMI-NUO // .4/() f ///*-fr-7 Sheet D- -Date 06-15-1999 Cust DOWNTOWN HARLEY DAVIDSON —1Job # 19230 ,1 > at#(77/ 4VAi Gc/(4 0 / () 7 mwg-,9 4. *9 w(d1 + 11) = (20,000 * 2.47 / 20 "2) = 123.5 lb/ft )0K( , • • .: By PJP' Date 06-15-1999 GIRT DESIGN Eave Ht. = 20 ft. Wind Load = 24.21 psf ELEVATION 15.75 ft. 4.25 ft. 20% Trib Width 11.50 ft. NI ID ipt Fuv F F Pi re, 1 NI G ID IE B 1 Q NI Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 * * * * USE: 8.5 in 'Z' x 16 Ga. GIRTS Actual w(w1) = 102.88 lb/ft Allowable w(w1) = 109.00 x 1.33 = 144.97 lb/ft )0K( Trib Width 4.21 ft. **** USE: 8.5 in 'Z' x 16 Ga. GIRTS ***** Actual w(w1) Trib Width 7.33 ft. 5.75 ft. Span 20.00 ft. Span 20.00 ft. Sheet D— = 101.91 lb/ft • Allowable w(w1) = 109.00 x 1.33 = 144.97 lb/ft >OR( **** USE: 8.5 in 'Z' x 14 Ga. GIRTS ***** Actual w(w1) = 139.19 lb/ft Allowable w(w1) = 141.00 x 1.33 = 187.53 lb/ft >OK( *** See Chart 'D' *** Member Size Lbs/ Ft Area in ^2 Sxx in ^3 Syx in ^\ Rxx in. Ryy in. Q Purlins 8.5x2.75x16 ga 'Z' 0.89 2.18 3.30 CU CU 9 9 . - .60 and 8.5x2.75x14 ga 'Z' 1.11 2.83 3.30 .67 Girts 8.5x2.75x16 ga 'C' .-4 9 hi 0.89 2.18 co M 9 3.30 .60 8.5x2.75x14 ga 'C' 1.11 2.83 3.30 .67 Eave 8.5x2.75x16 ga 3.78 1.11 2.47 2.47 3.50 1.54 .72 Struts 8.5x2.75x14 ga 4.72 1.39 2.98 2.98 3.50 1.55 .79 By PJP Date 06 -15 -1999 SEGDI' IID RY F R€ it'l I N(3 DESIGN SECTION PROPERTIES CONTINUOUS PURLIN DESIGN --e-- GHART ,n, Fy = 50 ksi -X- -34- -d4- Sheet D- Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 Fb = 30 ksi SIMPLE SPAN DESIGN No. Bays 2 3 4 Live Load psf 20 25 30 20 Om 30 20 25 30 Bay Space 20 25 30 20 25 30 20 25 30 20 25 30 20 2 30 20 25 30 20 25 30 20 25 30 20 25 30 End Bay Gage 16 16 14 16 14 14 16 14 14 16 16 14 16 14 14 16 14 14 16 16 14 16 14 14 16 14 14 Int Bay Gage 0 0 0 0 0 0 0 0 0 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 Laps Ft. /Ft. 0. 00/0.00 2. 67/2.67 4.00/4.00 2.00/2.00 2.67/2.67 4.00/4.00 2.00/2.00 2. 67/2.67 4.00/4.00 0. 00/0.00 2.67/2.67 4.00/2.67 0.96/0.96 2.67/2.00 4.00/2.67 0.96/0.96 4.00/2.67 4.00/2.67 0.00/0.00 2.67/2.00 4.00/2.67 0.96/0.96 2.67/2.00 4.00/2.67 0. 96/0.96 4.00/2.67 4.00/2.67 Allow Lbs/ Ft. 109 107 111 171 156 111 171 156 111 109 117 108 168 150 108 168 158 108 109 119 109 156 138 109 156 165 109 Bay Space Ft. 18 19 20 21 2 2 23 24 25 26 27 28 29 30 Gage 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 Allow Lbs/ Ft. 135 175 121 157 109 141 99 128 90 117 82 107 76 98 70 91 64 84 60 78 56 72 52 67 48 63 Ni ID 1,4 P L_ L. F R 1'1 I NI ID la 3 I B 1\11 By PJP Sheet E- / Date 06-15--1999 Oust DOWNTOWN HARLEY DAVIDSON Job # 19230 END POST DESIGN AT LINES "A'" AND "L" Length = 24'.-30 ft Trib width = 20.00 ft *** USE:8.5 B.U. w/ 6 x 3/8 FLG 3/16 WEBSxx = 19.20 in^3.: Actual W(wl) = 20 ft x 16.1376 psf = 322.75 lb/ft Allowable . 14(w1) = 650.31 x 1.33 = 864.91 lb/ft (See Chart 'El) (,f0/ AT re ‘Lif :OS F' m 'Date 06-15-1999 Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 RAKE BEAM DESIGN SKEWED RAKE BEAM BETWEEN B & C.5 BETWEEN 5 & 6 Span = 23.83 ft Trib width = 10.00 ft dl = 7.60 psf 11 = 25.00 psf • *** USE:8.5 B.U. w/ 5 x 1/4 FLG 10 Ga WEB Sxx = 11.36 Actual w(d1+11) = 10 ft x ( 76 psf + 25 psf) = 326.00 lb/ft • Allowable w(d1+11) = (See Chart 'E') = 400.09 lb/ft END POST DESIGN Length = 13.50 ft Trib width = 19.90 ft • *** USE:8.5 B.U. w/ 6 x 1/4 FLG 10 Ga WEB Sxx =7: 13.36 in^3 Acti.tal w(w1) 19.9 ft.x 16.1376 psf = 321.14 lb/ft • -11owable w(w1) = 1466.12 x 1.33 = 1949.94 lb/ft '(See Chart 1 E 5 ) Sheet E— 2 go 1 Size Wt /ft Area Sxx Syy Rxx Ryy Q 8.5 x 2.75 x 16ga'C' 3.00 0.87 2.18 0.38 W GJ C4 G1 G1 GJ J I-. .D .O GJ W W G1 .D - G1 6 6 6 6 1.01 .60 8.5 x 2.75 x 14 ga 'C' 3.76 1.08 2.83 0.47 1.01 .67 8.5 x 2.75 x 16 ga 'H' 6.00 1.74 4.36 0.88 1.25 .60 8.5 x 2.75 x 14 ga 'JP 7.34 2.16 5.66 1.19 1.26 .67 10 x 5.5 x 14 ga 'Z' 5.06 1.49 4.35 1.15 1.63 .62 10 x 5.5 x 12 ga 'Z' 7.10 2.09 5.72 1.61 1.63 .71 8.5 x 8.5 x 16 ga 'G' 4.89 1.44 3.34 3.34 3.19 .60 depth flg size web Wt /ft Area Sxx Syy Rxx Ryy Rt 5 x 3/16 10 ga 10.08 2.97 9.04 1.56 6 N • (1 * .fi .t1 N CD M r f. I� 1.15 1.33 5 x 1/4 10 ga 12.14 3.58 11.36 2.08 1.21 1.36 in 05 6 x 1/4 10 ga 13.84 4.08 13.36 3.00 1.49 1.64 8 x 1/4 10 ga 17.24 5.08 17.36 5.33 2.05 2.22 By PJP Date 06 -15 -1999 C EINID4JALLL F RAI' 1 I NIB DI I Gh1 GHART Light Gage Coldformed Shapes: (3) Three Plate Built -up Shapes: Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 ' ' art- --X- Sheet E- Fy = 50 ksi , Fb = 30 ksi NOTE: Rake beams and end posts are designed as simple span. End post anchorage : (2) 3/4 dia. anchor bolts. Formulae for Allowable Load Determination: M =wxL ^2 /8 then w= 8xM /L• ^2 =8x (FbxS) /L ^2 Allowable w = (8 x 30000 x S / 12) / L ^2 = 20,000 x S / L ^2 CPC Steel Buildings MBP Data File Name: Run Title: Customer: MBP File Creatn Date: Analysis / Desg Date: Prepared by Frame Type Bldg Width Eave Height Roof Pitch Bay Spacing Live Load Dead Load Wind Speed EXPOSURE Num of Nodes: 8 Num of Supports: 6 Num of Members: 7 Num of Member Types: 4 Num of Segs per Mem: 8 Num of Load Cases: 8 Num of Load Combs: 7 Node Coordinates Node 1 2 X -Coor (ft) 1.000 1.646 Y -Coor (ft) .0000 18.822 Support Locations Member Data (ft) . (ft) (in /ft): (ft) . (psf) . (psf) . (mph) Support At Node Direction Member Node at the Start Node at the End Length of the Member Member Kind Normal /Opp State End - Release Code Yield Stress Fy Modulus of Elast, E PJP MF -2 80. 000 0.000 3.000 8. 500 25.000 7.000 80.000 C Job 19230 Seq 1/6606 19230. MBP MF -2 FRAME AT LINES "A " AND DOWNTOWN HARLEY DAVIDSON 06/17/99 07:53:11 06/17/99 07:54:43 1 1 Hor 1 Ver 1 L J CMMlx4YCG�.nSS +.M,wK.n Date 06/17/99 07:55 F R A M E D E S C R I P T I O N ! 3 4 5 6 34.779 40.000 40.000 45.221 7.106 27.694 .0000 27.106 3 5 Hor 7 78.354 18.822 4 5 8 Ver Hor 5 4 5 6 7 1 2 3 5 6 7 8 2 3 4 4 4 18.833 34.153 5.254 27.694 5.254 34.153 18.833 B /T /E /O B /T /E /O B /T /E /0 B /T /E /O B /T /E /D B /T /E /O B /T /E /O Normal Normal Normal Oppo Oppo Oppo Oppo 00 00 00 0 00 50.000 50.000 50.000 50.000 50.000 50.000 50.000 29000.0 29000.0 29000.0 29000.0 2 29000.0 29000.0 Page. F- 1 MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 8 79.000 .0000 6 8 Ver LOAD COMBINATIONS 1 : DL +LL - : DL + WL -3 : DL + WL CASE - 4 : DL + MEZZ LL -5 : DL + MEZZ LL - 6 : DL + MEZZ LL -7 : DL + MEZZ LL UNIF L Magni (kip /ft): From (ft) . To (ft) Eccen (ft) Angle (degr) CONC L Magni (kips) At (ft) Eccen (ft) Angle (degr) UNIF L Magni (kip /ft): From (ft) To (ft) Eccen (ft) • Angle (degr) . UNIF L Magni (kip /ft): From (ft) . To (ft) . Eccen (ft) Angle (degr) . CONC L Magni (kips) At (ft) Eccen (ft) Angle (degr) • CPC Steel Buildings Job 19230 Seq 1/6606 Date 06/17/99 07:55 LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load 5 : Mezzanine Live Load 6 : Wind Load Case 2 7 : Seismic Load 8 : Seismic Load From Right 2 + 1/2 LL + WL + 1/2 LL + WL CASE 2 + SEISMIC + SEISMIC FROM RIGHT LOAD COMBINATION COMPOSITIONS (PERCENTS) L Case 1 L Case 2 L Case 3 L Case 1 : 100.000 100.000 100.000 - 2 : 100.000 50.000 - 3 : 100.000 100.000 -4 : 100.000 100.000 50.000 -5 : 100.000 100.000 50.000 -6 : 100.000 100.000 -7 : 100.000 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. Load Case 2 Member 2 -. 05770 -1.696 34. 153 .0000 VER Load Case 3 Member 2 Load Case 4 Member 1 -.2062 -1.696 34.153 .0000 VER -. 1326 . 0000 20.012 . 0000 POU Load Case 5 Member 4 -21.300 10.000 .0000 VER Member 3 - .05910 . 0000 5.254 . 0000 VER L O A D I N G 100. 000 100.000 Member 3 -.2112 .0000 5.254 .0000 VER -9.400 10.000 .0000 VER > > Member 2 Member 3 ▪ 1492 . 1492 -1.311 .0000 34.153 5.254 .0000 OFOU Member 7 - 10.600 10.006 J VER 4 L Case 5 L Case 6 L Case 7 L Case 8 100.000 100.000 100.000 100.000 100.000 100.000 100.000 > > ) > Member 4 Member 5 Member 6 Member 7 - .05910 - .05770 . 0000 -1.696 5.254 34.153 . 0000 .0000 VER VER Member 5 -.2112 . 0000 5.254 . 0000 VER 100.000 100.000 Member 5 . 1160 . 0000 5.254 .0000 POU Member 6 -.2062 - 1. 696 34.153 .0000 VER Member 6 . 1160 - 1.311 34. 153 . 0000 Page F- 2 -4.700 10. 006 -. 5570 VER Member 7 .08290 . 0000 20.012 . 0000 ' 1 . 1 ° rgC 8tee1]Buildings ��� Job 19230 Seq 1/6606 Date 06/17/99 07:55 ' ' Load Case 6 Member 1 UNIF Magni From To Eccen Angle (kip/ft): Aft) : (ft) : (ft) : (degr) : X-For (kips) :` CONC L . Magni. (kips) : ' , At`(ft) Eccpn (ft) . : Angle (degr) : X-Fm^ (kips) : CONC L Magni (kips) At� (ft) . Eccen (ft) Angle (degr): . 1329 ^ ~~~~ 20.012 1.343 HOR Load Case 7 Node 4 .9000 Load Case 7 Member 7 5.800 10.006 1.343 HOR Load Case 8 - Node 4 '. -.9NNN Load Case 8 Member 7 -5.8N0 10.006 1.343 HOR >� > -.05000 -,05040 -1.311 34.153 5.512 1.542 1.917 POU POU . 1170 . 0N0N� 5.512 1.917 POU Page F- 3 > > � Member 2 Member 3 Member 5 Member 6 Member 7. .1160 .311 � ^NNWN 34.153 2N.N12 1.542 1.343 POU HOR CRC Steel Buildings Job 19230 Highest Combined Stress Ratios Highest Shear Stress Ratios Seq 1/6606 Date 06/17/99 07:55 RESULTS 1 Support Reactions kips for horizontal and vertical supports kip -ft for rotational supports Page F- 4 DL + LL Sup: 1 2 3 4 5 6 AtNode: 1 1 5 5 8 8 Direc: Horizontal Vertical Horizontal Vertical Horizontal Vertical Reac: 1.492 6.032 .0000 43.789 -1.492 0.979 DL + WL Sup: 1 2 3 4 5 6 AtNode: 1 1 5 5 8 8 Direc: Horizontal Vertical Horizontal Vertical Horizontal Vertical Reac: -2.455 -1.935 .0000 1.989 -1.529 1.938 DL + WL CASE 2 Sup: 1 2 3 4 5 6 AtNode: 1 1 5 5 8 8 Direc: Horizontal Vertical Horizontal Vertical Horizontal Reac: -2.885 1.981 .0000 11.954 -3.086 5.334 DL + MEZZ LL + 1/2 LL + WL Sup: 1 2 3 4 5 6 AtNode: 1 1 5 5 8 8 Direc: Horizontal Vertical Horizontal Vertical Horizontal Vertical Reac: -1.614 .8334 8334 .0000 33.631 -2.371 17.357 DL + MEZZ LL + 1/2 LL + WL CASE 2 Sup: 1 2 3 4 5 6 AtNode: 1 1 5 5 8 8 Direc: Horizontal Vertical Horizontal • Vertical Horizontal Vertical Reac: -2.215 4.153 .0000 37.655 -3.757 17.862 DL + MEZZ LL + SEISMIC Sup: 1 2 6 4 5 6 AtNode: 1 1 5 • 5 8 8 Direc: Horizontal Vertical Horizontal Vertical Horizontal Vertical Reac: -1.661 .2930 .0000 36.130 -5.038 17.373 DL + MEZZ LL + SEISMIC FROM RIGHT Sup: 1 2 3 4 5 6 AtNode: 1 1 5 5 8 8 Direc: Horizontal Vertical Horizontal Vertical Horizontal Vertical Reac: 3.057 3.903 .0000 33.175 3.643 16.717 Member 1 2 3 4 5 6 7 Comb Stress Ratio .3712 .4513 .2554 9195 .2553 .3351 .5599 Final Lat Sup Sp Top (ft) 6.000 5.000 5.000 26.400 5.000 5.000 6.000 Final Lat Sup Sp Hot (ft) 6.000 5.000 5.000 26.400 5.000 5.000 6.000 Station (ft) 18.229 .7150 5.254 .0000 5.254 .7150 9.417 Load Comb 7 7 1 1 1 5 6 Member 1 2 3 4 5 6 7 Shear Stress Ratio .08452 .4395 .4038 .0000 .4269 .4717 .1269 Station (ft) 18.229 34.153 5.254 27.694 5.254 34.153 .0000 Load Comb 7 1 1 3 1 1 6 CBC Steei Buildings Date 06/17/99 07:55 Final Sections Member Type Final Flange Width Final Flange Thick Final Web Thickness Final Depth at Start .Final Depth at End Length of the Member Weight of the. Member Weight of'the Frame (in) (in) (in) (in) (in) (ft) (lbs) (lbs) • • Mem 1 Mem 1 6 6 1/4 1/4 3/16 10 Ga 6.996 20.000 22.510 20.000 18.833 34.153 364.222 654.515 Mem .3 Mem 4 3 -4 6 8 1/4. 3/8 3/16 3/16 20.180 8.500 37.010 8.498 5.254 27.694 148.531 703.503 Men 5 -3 6 1/4 3/16 20. 180 37.010 5.254 148.531 Mem 6 -2 6 1/4 10 Ga 20.000 20.000 34. 153 654.515 Mem 7 -1 6 1/4 3/16 6.996 22.510 18.833 364. 222 • T 1. aNa ...r.. SMNI'i 1t! 3w z -AW MBP System - COnnection Processor, Version 1.2'(4/91) MBP file name: 19230.MBP Customer: DOWNTOWN HARLEY DAVIDSON Run title: MF-2 FRAME AT LINES "A" AND "L" Frame analyzed/designed: 06/17/99 07:54:43 This report created: 06/17/99 07:54:50 OmNECTIOw DEFINITIONS CONNECTION • 1 On member 1, At 18.198 ft, Angle: 1.97 DEGREES Min In-Plane Dim: 22.000 in, Min Transversal Dim: 6.000 CONNECTION 2 On member 2, At 34.042 ft, Angle: .00 DEGREES Min In-Plane Dim: 20.000 in, Min Transversal Dim: 6.000 in CONNECTION On member 6, At 34.042 ft, Angle: .00{}EGREES Min In-Plane Dim: 20.000 in, Min Transversal Dim: 6.000 in CONNECTION 4 On member 7, At 18.198 ft, Angle: 1.97 DEGREES Min In-Plane Dim: 22.000 in, Min Transversal Dim: 6.000 in I I 1 1 1 1 Cr• (..J r�� • or 00 aw as 1 1 1 1 1 �rri+r I .n x MD Y•O X ty■rtiJraJCJ -o r'• ONNI-GaitT.N 000, Cn•- 6Tfi +�J •-m + - ' 1 1 • I 1 ri+ N ••• 1 +- rJri+mCn6 - �` CnTt TJro .D Jr o •r a '-'ri+ x w.07 Uim o+ O W -m1 1 1 1 1 1 1 JT Cn•r`t•J rc'r or 00 aW D-a 1 r 1 1 X'11D '-'•O X TtD6 4 U i .D Cb i- Cn .D f+} aD WOW 6C•11`• -6t -J6 • w• GJ 111111 jrt�� 1 Wri+ 1- N rci - 4: J C•J 3 3 , WSI NCTiJJ or 00 sw Qa - 11 I I I I ro I 1 1 +--` �' ^ T'r1 W r� i I raj +-- � N O w GJ i-` •I • x O •Y.0 7 rJr^TWJ�D U; m &r4 JJ m SUNNI- S•A - 0 1 o t >JOpWM-P.m w n w Cn%D6C•JJTT wow CnT6kDT WOW up-'t•JJ -` -ml kr,oJSIXC•JT - i -41-c40-.INN '-m; 1 1 1 1 1 W II I 1 = W I I x' W 1 I W WflSGJr(Jr ( Y -3m }'•3m 1-1 I rc w3m CnWN Wroro Y•3m woo.> - .Mo U 0 ro Jrou1 - 1:10O 6C•J NOODC•1 U O 7 C•J56J1-1-C4 -00= • • Iaa iaa • • • • • • • Ida Ida 1.11-t`G1t`aDt•J -how. al -.1 W WCD -how- •'- 603J0bcn -hm • roNW∎1 W- - hm Y•. JTCn•-6firi+ ct0 O TCnCQCbJTCb d+•1 O i ro t,! Ul aD a+ m - ono m - m r- t.J o 5r g-•' 4D C•J 6 W T ∎- ct o r1? or 1111.11 00 JTCt �Glr ?;r. .s11 um 1 I .1 I W c J I 1-WO =MD Y•0x CnSmr • rr�,.,. CrIUSM W wow r,;ON1• -.DJ6 . --m F,. r.« "^.Gtac eLvnt T +a?£_:.. 'hm, !4�,^.f:••. - 4 (. n. - w r ►-7 aaaaaac rrrrrrr + + + + + ++ 3333££r mmmmrrr N N N N NNNNf D rrrrw rrrrm + + + +ro [n [A r+ r HHro ro (0 0) 33rr HHrr on zr rr n D Cn m '1 0 m to D -1 n 0 Z z m 0 z C? R I C7 I D F RClfriE CCJNNEc - r ION By PJP Date 06 -15 -1999 Cust DOWNTOWN HARLEY DAVIDSON USE : 3/4 in. ASTM (A325 —N) High Strength Bolts KNEE CONNECTION Plate size: 6 x .5 x 26 in. ( 50 ksi) Actual Allow Actual Allow Actual Allow Actual Allow Allow bolt tension w/ stiffener = Allow bolt tension w/o stiffener = Dead Dead Dead Dead RAFTER SPLICE CONNECTION Plate size: 6 x .5 x 20.5 in. ( 50 ksi) Allow bolt tension w/ stiffener = Allow bolt tension w/o stiffener = Dead Dead Dead Dead + Wind moment = + Wind moment = + Live moment + Live moment + Wind moment + Wind moment 14. 370 7. 185 DE I G Sheet F— Job # 19230 k /bolt k /bolt 54.00 k —ft (Outside bolts in tension) 140.16 k —ft w/ 2 rows of bolts w/ 0 stiff 1 row of bolts outside flange + Wind moment = 34.00 k —ft (Inside bolts in tension) + Wind moment = 90.78 k —ft w/ 2 rows of bolts w/ 0 stiff 14.370 k /bolt 7.185 k /bolt = 24.00 k —ft (Upper bolts in tension) = 61.07 k —ft w/ d rows of bolts w/ 0 stiff = 10.00 k —ft (Lower bolts in tension) 81.23 k —ft w/ 2 rows of bolts w/ 0 stiff 0 row of bolts below flange COLUMN BASE PLATE AT EXTERIOR COLUMNS Vertical load = 21.00 kips Column flg width = 6.00 in. * ** USE: BASE PLATE 8 x .375 x 8 in. ( 50 ksi) Min Req'd Thk : 1.6 x SQR C 21 / ( 8 x 8 x .25 x 50 ) 3 = .259 in COLUMN BASE PLATE AT INTERIOR COLUMN Vertical load = 43.80 kips Column flg width = 8.00 in. * ** USE: BASE PLATE 8 x .375 x 9.5 in. ( 50 ksi) Min Req' d Thk : .8 x SOR C 43.8 / ( 8 x 9.5 x .25 x 50 ) 3 = .172 in si CRC Steel Buildings MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 MBP Data File Name: Run Title: Customer: MBP File Creatn Date: Analysis / Desg Date: Prepared by Frame Type Bldg Width Eave Height Roof Pitch Bay Spacing Live Load Dead Load Wind Speed EXPOSURE Num of Nodes: 8 Num of Supports: 5 Num of Members: 7 Num of Member Types: 7 Num of Segs per Mem: 8 Num of Load Cases: 10 Num of Load Combs: 7 Node Coordinates Node X -Coor (ft) Y -Coor (ft) Support Locations Member Data (ft) . (ft) : (in /ft): (ft) . (psf) . (psf) . (mph) Support At Node Direction 1 1.206 .0000 Member Node at the Start Node at the End Length of the Member (ft) Member Kind Normal /Opp State End - Release Code Yield Stress Fy (ksi) Modulus of Elast, E (ksi) Job 19230 -A Seq 1/6607 F R A M E D E S C R I P T I O N 19230-A. MBP MF -2 FRAME AT LINES A G THRU K DOWNTOWN HARLEY DAVIDSON 06/17/99 14:27 :58 06/17/99 14:38:05 PJp MF -2 80.000 20. 000 3.000 0.000 `5.000 7.000 80.000 C 2 3 2.547 17.879 18.040 22.709 1 1 Horizontal 1 4 24.622 24.395 2 1 Vertical Date 06/17/99 14:39 5 40.000 28.239 6 62. 121 22. 709 3 4 4 8 Vertical Horizontal 7 8 77.453 78.794 18.040 .0000 2 3 4 5 6 7 1 2 3 4 6 7 8 . 2 3 4 5 5 6 7 18.090 16.027 6.951 15.851 22.802 16.027 18.090 : B /T /E /O B /T /E /O B /T /E /O B /T /E /O B /T /E /O B /T /E /O B /T /E /O Normal Normal Normal Normal Oppo Oppo Oppo o 00 00 00 00 00 00 50.000 50.000 50.000 50.000 50.000 50.000 50.000 : 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 Page F -10 5 8 Vertical CBC Steel Buildings Job 19230 -A LOAD CASES 1 : SELF WEIGHT Dead Load 3 Live Load 4 : Wind Load 5 : Mezzanine Live Load 6 : Wind Load From Right 7 : Wind Load Case 2 8 : Wind Load Case 2 From Right 9 : Seismic Load 10 : Seismic Load From Right LOAD 1 - ` J -4 C -J -6 - 7 COMBINATIONS DL + LL DL + WL DL + WL FROM DL + MEZZ LL . DL + MEZZ LL DL + MEZZ LL DL + MEZZ LL LOAD COMBINATION COMPOSITIONS (PERCENTS) Case 1 Case 2 Case 3 Case 4 Case 5 Case 6 Case 7 Case 8 Case 9 Case 10 1 : 100.000 100.000 100.000 100.000 - 2 : 100.000 50.000 100.000 -3 : 100.000 50.000 -4 : 100.000 100.000 50.000 100.000 -5 : 100.000 100.000 50.000 100.000 -6 : 100.000 100.000 100.000 -7 : 100.000 100.000 100.000 SELF WEIGHT loads UNIF L Magni From To Eccen Angle CONC L Magni At Eccen Angle UNIF L Magni From To Eccen CONC Magni At Eccen Angle (kip /ft): (ft) (ft) . (ft) (degr) . (kips) (ft) (ft) (degr) (kip /ft): (ft) (ft) . (ft) (degr) . (kips) (ft) (ft) (degr) : • • • • • -1. 400 14. 540 2. 284 VER -7.800 14.540 2.284 VER -. 1339 -2.663 16.027 .0000 VER Seq 1/6607 LOAD I N G RIGHT + 1/2 LL + WL CASE 2 + 1/2 LL + WL CASE 2 FROM RIGHT + SEISMIC + SEISMIC FROM RIGHT -. 1358 0000 6. 951 .0000 VER 100.000 -.1358 . 0000 15.851 . 0000 VER Date 06/17/99 14:39 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). -. 1358 0000 22.802 .0000 VER 100.000 100.000 are calculated by the program. LCase2 > ) > > ) > Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 -. 1339 -2.663 16.027 .0000 VER 100.000 -17. 800 10. 028 -1.351 VER Page F -11 Load Case 3 > ) ) ) ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 -.4783 -.4851 -.4851 -.4851 -.4783 -2.663 .0000 .0000 .0000 -2.663 16.027 6.951 15.851 22.802 16.027 .0000 .0000 .0000 .0000 .0000 VER VER VER VER VER CBC Steel Buildings Job UNIF L Magni From To Eccen Angle CONC L Magni At Eccen Angle UNIF L Magni From To Eccen Angle (kip /ft): (ft) . (ft) . (ft) . (degr) Mr (ft) (degr) CONC L Magni (kips) At (ft) Eccen (ft) Angle (degr) . UNIF L Magni (kip /ft): From (ft) To (ft) . Eccen (ft) . Angle (degr) CONC L Magni (kips) . At (ft) Eccen (ft) Angle (degr) . UNIF L Magni (kip /ft): From (ft) To (ft) • Eccen (ft) Angle (degr) . (kip /ft): (ft) (ft) . (ft) . (degr) . X -For (kips) . CONC L Magni (kips) At (ft) Eccen (ft) Angle (degr) X -For (kips) . -. 3120 ▪ 0000 20.055 . 0000 POU 2.200 14.540 2.284 VER 2.200 14. 540 2.284 VER L Case 4 > Member 1 Member 2 Load Case Member -40. 400 10.028 -1.351 VER L Case6 ) > ) ) ) ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 -.1945 2734 .2730 .2730 .3510 3515 -.3111 .0000 -1.866 .0000 .0000 .0000 -1.866 .0000 20.055 16.027 6.951 16. 278 `3.229 16.027 20. 055 1.949 2.163 1.708 1.708 1.708 2.163 1.949 HOR POU POU POU POU POU HOR L Case 7 ) > ) ) > > Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 .3111 -.1172 -.1170 -.1170 .2730 .2734 .1945 . 0000 -1.866 .0000 .0000 .0000 -1.866 .0000 20.055 16.027 6.951 16.278 23.229 16.027 20.055 1.949 2.163 1.708 1.708 1.708 2.163 1.949 HOR POU POU POU POU POU HOR L Case 8 > ) > > > > Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 -.1945 .2734 .2730 .2730 -.1170 -.1172 -.3111 . 0000 -1.866 .0000 .0000 .0000 -1.866 .0000 20.055 16.027 6.951 16.278 23.229 16.027 20.055 1.949 2.163 1.708 1.708 1.708 2.163 1.949 HOR POU POU POU POU POU HOR Load Case Node 19230 -A Seq 1/6607 Date 06/17/99 14:39 .3510 16.027 .0000 POU 5 7 9 5 2.500 Load Case 9 Member 7 13.600 10.028 1.949 HOR Load Case 10 Node 5 -2.500 . 3510 6. 951 . 0000 POU Member 3 Member 4 Member 5 Member 6 Member 7 . 3510 15. 851 .0000 POU . 2730 . 0012rer 22.802 .0000 POU . 2730 -1.996 16.027 . 0000 POU Page F -12 > > . 1950 f.JINJJ ▪ 0Q100 20.055 . 0000 POU ANNP7ATIP CPC Steel Buildings Job 19230-A Seq 1/6607 Date 06/17/99 14:39 Member 7 • CONC• L Magni (kips) -13.600 •. At (ft) : . 10.028 Eccen (ft) : ' ' ' l'.949 Angle (degr) : HOR . 4; 1. R.L•JY.L.{:WW+.Y Cer�J.+. wrw. n. ww. rr.., a..... .w� «.+.�.nx.+w.r.rvw+�.ww++lulc .t�l. +4VHVM. .�fnv'.aru»w. CPC Steel Buildings. Highest Shear Stress Ratios Highest Combined Stress Ratios Job 19230 -A Seq 1/6607 RESULTS c Support Reactions kips for horizontal and vertical supports kip -ft for rotational supports Date 06/17/99 14:39 Page F -14 DL + LL Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 14.767 31.891 9.197 - 14.767 81.016 DL + WL Sup: 1 2 3 4 5 AtNode: 1 1 4 8 . 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: -8.539 -8.511 -3.432 -.8571 3.731 DL + WL FROM RIGHT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical' Reac: 2.566 -1.678 -8.020 6.795 1.291 DL + MEZZ LL + 1/2 LL + WL CASE 2 Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: -2.778 12.744 14.197 - 11.254 65.035 DL + MEZZ LL + 1/2 LL + WL CASE 2 FROM RIGHT Sup: 1 2 3 4 5 AtNode: • 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 21.330 27.385 - 10.848 -7.298 75.439 DL + MEZZ LL + SEISMIC Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: -.5037 2.686 7.185 - 15.596 64.431 DL + MEZZ LL + SEISMIC FROM RIGHT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 15.017 20.697 - 10.912 1.083 64.517 Member 1 2 3 4 5 6 7 Comb Stress Ratio .9000 .8614 .8376 .6197 .8262 .4312 .8146 Final Lat Sup Sp Top (ft) 17.000 5.000 5.000 5.000 5.000 5.000 6.000 Final Lat Sup Sp Pot (ft) 17.000 5.000 5.000 5.000 5.000 5.000 6.000 Station (ft) 16.891 1.203 .0000 .0000 8.551 16.027 9.045 Load Comb 5 5 1 1 1 1 1 Member 1 2 3 4 5 6 7 Shear Stress Ratio .9728 .4562 .8733 .8821 .9012 .4628 .9716 Station (ft) 16.891 1.203 .0000 .0000 22.802 1.203 16.891 Load Comb 1 1 5 1 1 1 1 -Job -19e30741 Seq 1/6607 Date 06/17/99 14:39 ' Fi CSC 8tee1Buildings' Member'Type Final Flange Width Final Flange Thick Final Web ' Thickness .pi l Depth atStapt :,Final'Depth at End Length of the Member Weight of the Member Weight .of the Frame (lbs) Mem 1.' 'Mem 2 ` - :' `1� � 2 (in) : � `� '8 6 (in) . : 3/8 (in) ' : 3/16 1/4 (in) : 11.970 43.520 (in) : 44.260 24.030 (ft) : 18.090 16.027 (lbs) : 687.319 618.501 :.3503.882 Mem3 Mei'4 Paqe��F-15 ' � Mpi(5 Mpm6 � Me� � 3 4 ' -5 _6 ' -7 6 6 � `�, 6 ' 6 6 1/4 1/4 1/4� � 1/4 3/8 9 Ga 9 Ga 10 Ga 1/4 3/16 24.000 24.000 24.000 43.520 11.970 .000 24.000 24.000 24.030 44.260 6.951 15.851 22.802 16.027 18.090 154.308 351.882 478.794 618.501 594.579 Parg ) P Ariff 1 %¢ ti ri 6 - (T y j) ri4 ZAY9 yy� (ry -Are,NE y A `r9, 'k) YTivL' u L ‘ enov ct I�EzZ 16f';1 �Dut • �� ' ' Ai /e(1 ,4 A 4 Finll/ %E) I) Fite- 4,4.: (oi -tIap J (v) 4 S'b " Ftl ?. �f p zfrL P = /o ' /! ` /v/Al �c * r.�F� ti /tiF 6601, ao I II "get,' J 4 v /1 : /6 3 /b" 54 /8 4(. b D " 40° Ljc‘apr/ , ¢ : F'y)` 7)5,u Ft4e, lb° P= �o a c i e /P i lr 3 4 / 1 6 4 - 3 " D " 4 4 0 aj 9 / ff ; (0 P-- ,Er ,A-L; J 4 Ght' 14,"" 1p`�X 1g I]= 30" IA- 4 3z4 �. (ri4 L /9/6 ,f ! out - ie Ac4 /kr- -i 145 6, 41,,44) 1 i t m8P System — COnnection Processor," Version 1.2 (4/91) MBP file name: 19230-A.MBP Customer: DOWNTOWN HARLEY DAVIDSON • Run title: MF-2 FRAME AT LINES A, G THRU Frame analyzed/designed: 06/17/99 14:38:05` This report created: 06/17/99 14:38:33 CONNECTION DEFINITIONS'. CONNECTION CONNECT ON 1 On member 1, At 16.760 ft, Angle: 4.25 DEGREES Min In—Plane Dim: 42.003 in, Min Transversal Dim: 8.000 in CONNECTION 2 On member 4, At 15.851 ft, Angle: —14.04 DEGREES Min In—Plane Dim: 24.739 in, Min Transversal Dim: 6.000 in CONNECTION 3 ° On member 7, At 16.760 ft, Angle: 4.25 DEGREES Min In—Plane Dim: 42.003 in, Min Transversal Dim: 6.000 in 1 1 1 , s I , - I I-. ro'- r --i i--• r� i 000004=-4 1-.aDr0CDP-0" JJC1 -µ►•CJ 1 I 1 I Jri,r�tira).L.J .DT iTi)w iDI T.PCDJ -1`C•1 nr 00 aw tT a 1 1 1 1 1 1 JTC.n -t` 6.1r,i'-• nr 00 a as 11 1 1 1 1 -413 (31. - r 1 ro'- CO I I 1 r!' 1 1 }+ I ,--• r. - r� i I TO i x mD Cn P !` Cn 1` 7c11D CD 1 '-•fJ' Jrt' FJ•OX ' ''•oX Now t-•s i-wina WOW T� X 1 Cn 1:11m WOW vm ; w ti O i lam -top I• ct j — 05'+-610r'T i µ ►+ I IC1 •JwCDJJ� a' in -R CD J J C.n 1 I I I-• I µ in OM W-P s'in5'•t•`TCJ■ P O J C•10 s T m.P'-- TC15'CD 1 1 I rd W I r,} r� i & r' t0 C•1 1 � C 1- - ro --• T C•1 r 00 a W um x 11D Y - O X WOW `-- m Y x mw w.07 WOW • r Cn 111111 -1 J T Cn -P C•i Ti)'- .............. r rrrrrrr D 3333zZr n mmmmrrr 3 o Nmnir 1 W H rrrro z rrrr3 D H 0 z Cn zz rr nn DD COW mm ro r» O 3 GI O -n 'AAAi.Wwspi R I G I ID F R PA relE GC3 NINIEOM I C3 NI By PJP Date 06 -15 -1999 Cust DOWNTOWN HARLEY DAVIDSON USE 4 3/4 in. ASTM (A325 —N) High Strength Bolts KNEE CONNECTION Plate size: 6 x .5 x 46 in. ( 50 ksi) RAFTER RIDGE CONNECTION Plate size: 6 x .5 x 28 in. ( 50 ksi) COLUMN BASE PLATE Vertical load = 91.60 kips Column flg width = 10.00 in. * ** USE: BASE PLATE 10 x .5 x 13 in. ( 50 ksi) Job d# 19230 Allow bolt tension w/ stiffener = 14.370 k /bolt Allow bolt tension w/o stiffener = 7.185 k /bolt Allow bolt tension w/ stiffener = 14.370 k /bolt Allow bolt tension w/o stiffener = 7.185 k /bolt IDEB 16N1 Sheet F— // Actual Dead + Wind moment = 370.00 k —ft (Outside bolts in tension) Allow Dead + Wind moment = 688.04 k —ft w/ 6 rows of bolts w/ 2 stiff 1 row of bolts outside flange. Actual Dead + Wind moment = 241.00 k —ft (Inside bolts in tension) Allow Dead + Wind moment = 541.51 k —ft w/ 5 rows of bolts w/ 2 stiff Actual Dead + Wind moment = 22.00 k —ft (UpEer bolts in tension) Allow Dead + Wind moment = 125.82 k —ft w/ 4 rows of bolts w/ 0 stiff Actual Dead + Live moment = 32.00 k —ft (Lower bolts in tension) Allow Dead + Live moment = 138.31 k —ft w/ 3 rows of bolts w/ 0 stiff 1 row of bolts below flange Min Req'd Thk : 1 x SOR C 91.6 / ( 10 x 13 x .25 x 50 ) ] = .237 in i.+. A x' aht�+ hzcru. m... i»... w,._.....�......._...._.._.r:.. _._._..,..............,.,..,... u.»« rnvxw. r,«< e».........�......._.....��,... CPC Steel Buildings MBP Data File Name: Run Title: Customer: MBP File Creatn Date: Analysis / Desg Date: Prepared by Frame Type Bldg Width (ft) . Eave Height (ft) : Roof Pitch (in /ft): Bay Spacing (ft) . Live Load (psf) . Dead Load (psf) . Wind Speed (mph) . EXPOSURE Num of Nodes: Num of Supports: Num of Members: Num of Member Types: Num of Segs per Mem: Num of Load Cases: Num of Load Combs: Node Coordinates MBP Computer System - Rigid Frame Design, Node 1 X -Coor (ft) 1.206 Y -Coor (ft) .0000 Support Locations Member Data Support At Node Direction PJP MF -2 80.000 20.000 3.000 20.000 25.000 7.000 80.000 C 8 S 7 7 8 10 7 Member Node at the Start Node at the End Length of the Member (ft) Member Kind Normal /Opp State End - Release Code Yield Stress Fy (ksi) Modulus of Elast, E (ksi) Job 19230 -BF Seq 1/6608 F R A M E D E S C R I P T I O N 19230 -BF. MBP MF -2 FRAME AT LINES "B" AND DOWNTOWN HARLEY DAVIDSON 06/18/99 07:11:33 06/18/99 07:22:20 2 3 4 2.547 17.879 24.622 18.040 22.709 24.395 1 1 Horizontal 1 1 18.090 B /T /E /0 . Normal 00 50.000 : 29000.0 2 1 Vertical Date 06/18/99 07:23 Copyright by ISE, Inc., 1991 5 40.000 28.239 6 7 8 62.121 77.453 78.794 22.709 18.040 .0000 3 4 4 8 Vertical Horizontal 5 8 Vertical 2 3 4 5 6 7 2 3 4 6 7 8 3 4 5 5 6 7 16.027 6.951 15.851 22.802 16.027 18.090 B /T /E /0 B /T /E /0 B /T /E /0 B /T /E /O B /T /E /0 B /T /E /0 Normal Normal Normal Oppo Oppo Oppo 00 00 00 00 00 �0 50.000 50.000 50.000 50.000 50.000 50.000 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 Page F -20 � CPC Steel Buildings LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load :Mezzanine Live . Wind Load From . Wind Load Case . Wind Load Case Seismic Load Seismic Load J • 6 7 8 9 10 LOAD COMBINATIONS 1 : DL + LL -2 : DL + WL -3 : DL + WL FROM -4 : DL + MEZZ LL -5 : DL + MEZZ LL -6 : DL + MEZZ LL -7 : DL + MEZZ LL LOAD COMBINATION COMPOSITIONS (PERCENTS) Case 1 Case 2 Case 3 Case 4 Case 5 Case 6 Case 7 Case , 8 Case 9 Case 10 1 : 100.000 100.000 100.000 100.000 -2 : 100.000 50.000 100.000 -3 : 100.000 50.000 100.000 -4 : 100.000 100.000 50. 000 100.000 100.000 -5 : 100.000 100.000 50.000 100.000 -6 : 100.000 100.000 100.000 -7 : 100.000 100.000 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads UNIF L Magni From To Eccen An CONC Magni At Eccen Angle UNIF L Magni From To Eccen CONC Magni At Eccen Angle /ft): (ft) (ft) . (ft) . (degr) . (kips) (ft) (ft) (degr) (kip /ft): (ft) (ft) (ft) . (degr) . (kips) (ft) (ft) (degr) X -For (kips) : From Right RIGHT + 1/2 LL + WL CASE 2 + 1/2 LL + WL CASE 2 FROM RIGHT + SEISMIC + SEISMIC FROM RIGHT are calculated by the program. L Case 2 Member 1 Member 2 -2.500 14.540 2.284 VER Load Case 3 Member 1 Job 19230 -BF Load Right 2 From Right - 10.200 14. 540 2.284 VER Load Case 4 Node 5 4.500 -.1339 -2.663 16. 027 .0000 VER « ...n.uwr.wr..+a'Le•HietwMRw3e.r l�+.aw....... +�..�...,. Seq 1/6608 L O A D I N G { Member 3 Member 1358 .0000 6. 951 .0000 VER -.1358 .0000 15. 851 O VER Date 06/18/99 07:23 1358 . 0000 22.802 . 0000 VER 100.000 100.000 -.1339 -2.663 16. 027 .0000 100.000 ) ) > ) 4 Member 5 Member 6 Member 7 - 17.800 10.028 -1.351 VER Page F -21 Member 2 Member 3 Member 4 Member 5 Member 6 -.4783 -.4851 -.4851 -.4851 -.4783 -2.663 .0000 .0000 .0000 -2.663 16.027 6.951 15.851 22.802 16.027 .0000 .0000 .0000 .0000 .0000 VER VER VER VER VER CPC Steel Buildings Job 19230 -BF Seq 1/6608 Date 06/18/99 07:23 L Case 4 ) ) ) ) ) ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 UNIF L Magni (kip /ft) : -.3120 .3510 .3510 .3510 .2730 .2730 .1950 From (ft) .0000 -1.996 .0000 .0000 .0000 -1.996 .0000 To (ft) 20.055 16.027 6.951 15.851 22.802 16.027 20.055 Eccen (ft) .0000 .0000 000 .0000 .0000 .0000 .0000 .0000 Angle (degr) POU POU POU POU POU POU POU CONC L Magni (kips) 4.200 At 'l ft) 14.540 Eccen (ft) 2.284 Angle (degr) VER Load Case 5 Member 7 CONC L Magni (kips) - 40.400 At (ft) 10.028 Eccen (ft) -1.351 Angle (degr) VER X -For (kips) . Load Case 6 Node 5 X -For (kips) -4.500 L Case 6 ) ) ) > ) ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 UNIF L Magni (kip /ft): -.1945 .2734 .2730 .2730 .3510 .3515 -.3111 From (ft) .0000 -1.866 .0000 .0000 .0000 -1.866 .0000 To (ft) 20.055 16.027 6.951 16.278 23.229 16.027 20.055 Eccen (ft) 1.949 2.163 1.708 1.708 1.708 2.163 1.949 Angle (degr) HOR POU POU POU POU POU HOR CONC L Magni (kips) 4.200 At (ft) 14.540 Eccen (ft) 2.284 Angle (degr) VER Load Case 7 Node 5 X -For (kips) 4.500 L Case 7 > ) ) ) ) > Member 1 Member 2 Member 4 Member 4 Member 5 Member 6 Member 7 UNIF L Magni (kip /ft): .3111 -.1172 -.1170 -.1170 .2730 .2734 .1945 From (ft) .0000 -1.866 .0000 .0000 .0000 -1.866 .0000 To (ft) 20.055 16.027 6.951 16.278 23.229 16.027 20.055 Eccen (ft) 1.949 2.163 1.708 1.708 1.708 2.163 1.949 Angle (degr) HOR POU POU POU POU POU HOR Load Case 8 Node 5 X -For (kips) -4.500 L Case 8 > ) > > ) > Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 UNIF L Magni (kip/ft): -.1945 .2734 .2730 .2730 -.1170 -.1172 -.3111 From (ft) .0000 -1.866 .0000 .0000 .0000 -1.866 .0000 To (ft) 20.055 16.027 6.951 16.278 23.229 16.027 20.055 Eccen (ft) 1.949 2.163 1.708 1.708 1.708 2.163 1.949 Angle (degr) HOR POU POU POU F'OU POU HOR Load Case 9 Node 5 3.800 R(l'OF' 4 Page F -22 CONC L Magni (kips) At (ft) EcCen (ft) Angle (degr) CBC Steel Buildings Job 19230—BF Load Case 9 Member 7 CONC L. Magni (kip PIZ% 400 At .(ft) 10.028 Eccen (ft) ) 1.949 Angle (deg r) HOR S q 1/6608 Date 06/18/99 07:23 RESULTS CRC Steel Buildings Job 19230 -BF Seq 1/6608 Date 06/18/99 07:23 Support Reactions kips for horizontal and vertical supports kip -ft for rotational supports DL + LL Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: ,; Horizontal Vertical Vertical Horizontal Vertical Reac: 14.896 35.766 9.067 - 14.802 81.039 DL +WL Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: - 12.146 - 13.875 - .05826 -1.791 4.383 DL + WL FROM RIGHT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical. Reac: 6.160 .8608 - 11.184 7.694 .6766 DL + MEZZ LL + 1/2 LL + WL CASE 2 Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: -6.363 11.321 17.420 - 12.172 65.673 DL + MEZZ LL +.1/2 LL + WL CASE 2 FROM RIGHT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 25.100 34.025 - 14.277 -6.467 74.868 DL + MEZZ LL + SEISMIC Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: -4.485 -.7188 11.906 - 19.702 64.357 DL + MEZZ LL + SEISMIC FROM RIGHT AtNode: 1 1 4 8 8 Direc: Horizontal / Vertical Vertical Horizontal Vertical Reac: 19.156/ 26.787 - 15.752 5.090 . 64.671 Highest Combined Stress Ratios Member 1 2 3 4 5 6 7 Comb Stress Ratio .8552 1.034 .8329 .5617 .8238 .4644 .8161 Final Lat Sup Sp Top (ft) 17.000 5.000 5.000 5.000 5.000 5.000 6.000 Final Lat Sup Sp Bot (ft) 17.000 5.000 5.000 5.000 5.000 5.000 6.000 Station (ft) 13.567 1.203 .0000 .0000 8.551 16.027 9.045 Load Comb 5 5 1 1 5 1 Highest Shear Stress Ratios Member 1 2 3 4 5 6 7 Shear Stress Ratio .4669 .4632 .5431 .4506 .8996 .4631 .9741 Station (ft) 16.891 1.203 .0000 .0000 22.802 1.203 16.891 Load Comb 5 1 5 1 1 1 1 Page F -24 • Seq . �608� Da+ei'Q6/� /g9 m7: � ' - -�'� ^? Final Sectiuns • CPC Bui,ldings',�,Job19 230-PFH : Member-Type Final Flange Width (in) Final Flange Thick (in) FinalJWeb Thickness (in) ',Final:Deoth at Start <in> ' Final Depth at End (in) Length of the Member (ft) : Weight of the Member(lbs) Weight of the Frame'(lbs) Mem 1 Mem 2 Mem 3 : ` '1 2 � 3 : 8 6 6 : 3/8 1/4 1/4 : ` 1/4 1/4 3/16 : 11.970 43.520 24.000 : 44.260 24.030 24.000 : 18.090 16.027 6.951 : 792.771 618.501 175.464 : 3678.736 Mem 4 Mem 5 Mem 6 4 -5 -6 6 6 6 1/4 1/4 1/4 3/16 10 Ga 1/4 24.000 24.000 43.520 24.000 24.000 24.030 15.851 22.802 16.027 400.126 478.794 618.501 Mem 7 -7 6 3/8 3/16 11.970 44.260 ' 18.090 594.579. Page' F-25 • ' ; MBP System — COnnection Processor, Version 1.2 (4/91> MBP file name: 19230—BF.MBP Customer: DOWNTOWN HARLEY DAVIDSON Run title: NF-2 FRAME AT LINES "B" AND "" � � Frame analyzed/designed: 06/18/99 07:22:20 This report created: 06/18/99 07:22:26 CONNECTION DEFINITIONS' CONNECTION '1 On member 1, At 16.76 0 ft, Angle: 4.25 DEGREES Min In—Plane Dim: 42.003 in, Min Transversal Dim: 8.000 in CONNECTION 2 On member 4, At 15.851 ft, Angle: —14.04 DEGREES Min In—Plane Dim: 24.739 in, Min Transversal Dim: 6.000 in CONNECTION 3 On member 7, At 16.760 ft, Angle: 4.25 DEGREES Min In—Plane Dim: 42.003 in, Min Transversal Dim: 6.000 in U z O 1-4 H U ++ Uri U J J'-' r1 Z JJEE W M I - i 0.1 --11 z rn i-\WW 0 0 c + + ++ I- ff U EJJJJ OJJJJ LNNNN N N N N J J J W W W W J33EEEE +++++++ JJJJJJJ AOQAQQA 0J (')4' 171.LN 1 1 1 1 1 1 wa r �' r' °�`: '�"ru*�",�'j� .<....r�,"`�..'w �" S;:. caq,1- ia` �`' �"'' c� ::�:� s'�'"M.�� ;.YS:r:'>: °:ui« 0_I'Xi WW J7 (A a¢ UU JJ 33 z 0 F- U W z z 0 U 'G U 1n Nr L0•r1 MIL= r♦ at.. ivum X 0 •.-4 ¢Ls - on M E 0 0 JU NNr m -giN3 m- 15'4 4 x.0. -1 r'• 4 m -1 1 i 1J r•1 1 1 1 -' a-' -E N 5 (10_1 C') If)Namlr)Ir) C') J,'y m •.a m lr) 0_I . (1 iU II) (I (') W-1110.1 0-i 1 I I •-f''1J (') 4 ko N I 1 1 'I I' I rn+a N'.- iNOJma'.4 • 1 }� mC1 (')!5'x'117 (UC00JNN[0+5' 'U0 1 . • • • oa WE-.-' C-3,41 a) s 1 t vn ME O 0 JU Ii') 'S --+ (') U) (1 _I -4 I I I •r1 .. a in -1 u) --1 w r -).•c X c•ri cm= 4-a .� ,1 I (') g —p rr a14- D E 1 Cox w E•r1 s - on ms 00 JU (')I■'SW0_a0 -' (04$ a .a ko C') I 1 1 N0.0v tUN0.or5' U)(0NO_- 1:51 WiDIN-m -1.om 0_ ID O,Dko0I) It) 0 1 1 r11 1 I 1 ' (1-1 1 1 1 1 1 1 CPC Steel Buildings MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 MBP Data File Name: Run Title: Customer: MBP File Creatn Date: Analysis / Desg Date: Prepared by Frame Type Bldg Width Eave Height Roof Pitch Bay Spacing Live Load Dead Load Wind Speed EXPOSURE Num of Nodes: Num of Supports: Num of Members: Num of Member Types: Num of Segs per Mem: Num of Load Cases: Num of Load Combs: Node Coordinates Support Locations Member Data (ft) (ft) (in /ft): (ft) . (psf) . (psf) . (mph) Support At Node Direction Job 19230 -CE Seq 1/6609 19230 -CE. MBP CARRIED MF -2 FRAME AT LINES DOWNTOWN HARLEY DAVIDSON 06/18/99 08:45:30 06/18/99 08:53:21 PJp MF -2 80.000 20.000 3.000 20.000 25.000 7.000 80.000 C Node X- Coordinate (ft) Y- Coordinate (ft) Member Node at the Start Node at the End Length of the Member (ft) Member Kind Normal /Opp State End - Release Code Yield Stress Fy (ksi) Modulus of E1ast, E (ksi) F R A M E D E S C R I P T I O N 1 1.000 18.489 1 1 Horizontal 24.349 BU /TD /EF /O Normal 00 50.000 29000.000 1 1 II C II 2 24. 622 24.395 1 Vertical AND 15.851 BU /TD /EF /O Normal 00 50.000 29000.000 Date 06/18/99 08:54 Page F -29 Up, 3 3 40.000 28.239 .:J 4 78.792 18. 541 5 Vertical Horizontal 3 4 39.986 BU /TD /EF /Op Opposite 00 50.000 29000.000 4 5 78.792 .0000 5 Vertical 4 5 4 18.541 BU /TD /EF /Op Opposite 01 50.000 29000.000 CPC Steel Buildings LOAD 1 2 3 4 5 LOAD 1 - 2 - 3 CASES : SELF WEIGHT Dead Load Live Load . Wind Load .•=Mezzanine Live Load COMBINATIONS : DL + LL DL + WL : DL + MEZZ LL + 1/2 LL LOAD COMBINATION COMPOSITIONS Load Case 1 Load 1 : -2 . -3 . A negative sign wind or seismic SELF WEIGHT loads are calculated UNIF L Magni From To Eccen Angle CONC L Magni At Eccen Angle (k ip /ft): (ft) . (ft) (degr) . (kips) (ft) (ft) (degr) UNIF L Magni (kip /ft): From (ft) To (ft) Eccen (ft) Angle (degr) UNIF L Magni (kip /ft): From (ft) To (ft) Eccen (ft) Angle (degr) . CONC L (kips) Magni (ft) Eccen (ft) Angle (degr) 100. 000 100.000 1 Job 19230 -CE Seq 1/6609 in front of the load combination number indicates loading (allowable stresses may be increased 1/3). Load Case 2 Member 1 -. 1358 -1.031 24.349 . 0000 VER Load Case 3 Member 1 -.4851 -1.031 24.349 . 0000 VER Load Case 4 Member 1 .2730 -.6040 24. 349 . 0000 POU Load Case 5 Member 4 -40. 400 10.000 -. 4920 VER LOAD I N G + WL (PERCENTS) Case 2 Load Case 3 100.000 50.000 100.000 50.000 100.000 Member 2 -. 4851 .0000 15.851 .0000 VER Member . 2730 .0000 15.851 . 0000 POU by the program. ) Member 2 Member 3 -.1358 - .1358 . 0000 -1.246 15.851 39.986 . 0000 .0000 . VER VER Date 06/18/99 08:54 Load Case 4 Member 3 -.4851 -1.246 39.986 ▪ O VER Member 3 .3510 -.8180 39. 986 . 0000 POU 100. 000 100.000 Load Case 5 100. 000 100.000 Member 4 -17. 800 10. 000 -. 4920 VER Member 4 -. 3120 ▪ 0000 20.000 . 0000 POU Page F -30 CPC Steel Buildings Support Reactions DL + LL Sup: 1 2 3 4 5 AtNode:._ 1 • 1 2 5 • 5 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 1.544 .6776 37.654 -1.544 74.209 DL + WL AtNode: 1 1 '2 5 5 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 2.812 1.591 - 12.935 2.656 4.281 DL + MEZZ LL + 1/2 LL + WL Sup: 1 2 3 4 5 AtNode: 1 1 2 5 5 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 4.120 2.131 4.623 1.348 61.083 Highest Combined Stress Ratios Member 1 2 3 4 Comb Stress Ratio .9237 .9406 .8902 .5288 Final Lat Sup Sp Top (ft) 5.000 5.000 5.000 6.000 Final Lat Sup Sp Pot (ft) 5.000 5.000 5.000 6.000 Station (ft) 24.349 .0000 19.993 9.271 Load Comb 1 1 1 1 Highest Shear Stress Ratios Job 19230 -CE Seq 1/6609 Date 06/18/99 08:54 RESULTS kips for horizontal and vertical supports kip -ft for rotational supports Page F -31 Member 1 2 3 4 Shear Stress Ratio .6509 .8503 .5647 .07734 Station (ft) 24.349 .0000 .2650 17.635 Load Comb 1 1 1 3 Final Sections Member 1 Member 2 Member 3 Member 4 Member Type 1 2 -3 -4 Final Flange Width (in) 8 8' 6 8 Final Flange Thick (in) 3/8 3/8 3/8 3/8 Final Web Thickness (in) 3/16 3/16 3/16 3/16 Final Depth at Start (in) 24.000 24.000 24.000 12.000 Final Depth at End (in) 24.000 24.000 24.000 12.000 Length of the Member (ft) 24.349 15.851 39.986 18.541 Weight of the Member (lbs) 859.719 559.670 1207.405 512.463 Weight of the Frame (lbs) : 3139.258 CARRIED MF -2 FRAME AT LINES "C" AND "E" J t 4- 7- 6- / 14. 9/ 2 rave-/m vgw /m - A 1/444 %8'kp re y4)4; dg' -Z wit T� (ft-4. P-lc' C ble6,4f /o =0 Apif ) 3 t!4 - 'r 17(w ' C ..MBP System COnnection Processor, Version'l..2 (4/91) MBP file name: 19230 -CE. MBP Customer: DOWNTOWN HARLEY DAVIDSON Run title: CARRIED MF -2 FRAME AT LINES "C" AND "E" Frame. analyzed /designed: 06/18/99 08:53:21 This report created: 06/18/99 08:53:27 C O N N E C T I O N . D E F I N I T I O N S CONNECTION 1 On member 2, At. 15..851 ft, Angle:. -14.04 DEGREES Min In=- Plane. Dim: 24.739 in, Min Trans.ver.sal. Dim: 8..000, in LIST OF LOAD COMBINATIONS i :.'' DLL +.: LL DL + WL -.?,. DL + MEZZ LL +. 1/2 . "LL +. WL F. 0 RC. E S A T C O N N E C T I O N S . Axial Shear Pending Force Force Moment:• • •.(kips) .(kips).• .(kip —ft) • 1..544. ' , 11. 312 : 50. 11 . .• —4.756 - 20.68E "1:, 4.18: 542 . '1.'636: R I G I L) F Rt=1h'IE GC3 NJNIEGT I 01 NI L? 19 Nil By PJP Sheet F- ?J� Date 06 -15 -1999 Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 USE •: 3/4 in. ASTM (A325 —N) High Strength Bolts RAFTER RIDGE CONNECTION Plate size: 6 x .5 x 28 in. ( 50 ksi) Allow bolt tension w/ stiffener = 14.370 k /bolt Allow bolt tension w/o stiffener = 7.185 k /bolt Actual Dead + Wind moment = 21.00 k —ft (Upper bolts in tension) Allow Dead + Wind moment = 125.82 k —ft w/ 3 rows of bolts w/ 0 stiff Actual Dead + Live moment = 51.00 k —ft (Lower bolts in tension) Allow Dead + Live moment = 138.31 k —ft w/ 3 rows of bolts w/ 0 stiff 1 row of bolts below flange COLUMN BASE PLATE .Vertical load = 74.30 kips Column flg width = 8.00 in. ***• USE: BASE PLATE 8 x .5 x 13 in. ( 50 ksi) Min Req'd. Thk : .8 x SOR C 74.3 / ( 8 x 13 x .25 x 50 .) J • _ .191 in, CPC Steel Buildings Job 19230 -D Seq 1/6610 MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 MBP Data File Name: Run Title: Customer: MBP File Creatn Date: Analysis / Desg Date: Prepared by Frame Type Bldg Width Eave Height Roof Pitch Bay Spacing Live Load Dead Load Wind Speed EXPOSURE Num of Nodes: Num of Supports: 0 Num of Members: 7 Num of Member Types: 7 Num of Begs per Mem: 8 Num of Load Cases: 10 Num of Load Combs: 7 Node Coordinates Node X -Coor (ft) Y-Coor (ft) . Support Locations Member Data (ft) (ft) (in /ft): (ft) (psf) . (psf) . (mph) Support At Node Direction Member Node at the Start Node at the End Length of the Member Member Kind Normal /Opp State End - Release Code Yield Stress Fy Modulus of Elast, E 19230 -D. MBP MF -2 FRAME AT LINE "D" DOWNTOWN HARLEY DAVIDSON 06/18/99 10:22:11 06/18/99 11:53:11 PJP MF -2 80.000 20.000 3.000 20. 000 25.000 7.000 80.000 8 1 1.206 .0000 F R A M E D E S C R I P T I O N 2 2.547 18. 040 3 17. 879 22.709 1 1 Horizontal 4 5 28.600 40.000 25 i,J.389 28.23 2 1 Vertical • Date 06/18/99 11:56 6 7 8 62.121 77.453 78.794 22.709 18.040 .0000 3 4 4 8 Vertical Horizontal 1 2 3 4 5 6 7 1 2 3 4 6 7 8 4 5 5 6 7 18.090 16.027 11.051 11.751 22.802 16.027 18.090 B /T /E /O B /T /E /O B /T /E /O B /T /E /O B /T /E /O B /T /E /0 B /T /E /O Normal Normal Normal Normal Oppo Oppo Oppo 00 00 00 00 00 00 50.000 50.000 50.000 50.000 50.000 50.000 50.000 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 Page F -36 5 8 Vertical CPC Steel Buildings LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load 5 :•=Mezzanine Live Load 6 : Wind Load From Right 7 : Wind Load Case 2 8 : Wind Load Case 2 From Right 9 : Seismic Load 10 : Seismic Load From Right LOAD 1 -2 -4 -5 -6 -7 LOAD UNIF L Magni From To Ec An CONC Magni At Eccen Angle COMBINATIONS : DL + LL : DL + WL DL + WL FROM : DL + MEZZ LL DL + MEZZ LL DL + MEZZ LL : DL + MEZZ LL COMBINATION COMPOSITIONS (PERCENTS) Case 1 Case 2 Case 3 Case 4 Case 5 Case 6 Case 7 Case 8 Case 9 Case 10 1 : 100.000 100.000 100.000 100.000 -2 : 100.000 50.000 100.000 -3 : 100.000 50.000 -4 : 100.000 100.000 50.000 100.000 -5 : 100.000 100.000 50.000 100.000 -6 : 100.000 100.000 100.000 -7 : 100.000 100.000 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. (kip /ft): (ft) (ft) . (ft) . (degr) . (kips) (ft) (ft) (degr) • • • • • • • UNIF L Magni (kip /ft): From (ft) To (ft) . Eccen (ft) C c1e (degr) . Magni (kips) At (ft) Eccen (ft) • Angle (degr) . X -For (kips) . L Case 2 Member 1 RIGHT + 1/2 LL + WL CASE 2 + 1/2 LL + WL CASE 2' FROM RIGHT + SEISMIC + SEISMIC FROM RIGHT -2.500 14.540 2.284 VER Load Case Member Job 19230 -D -14. 100 14.540 2.284 VER -9. 100 10. 028 -1. 351 VER Load Case 4 Node 5 LOAD I N G ) ) ) ) Member 2 Member 3 -.1339 -.1358 -.1358 -.1358 -.1339 -2.663 .0000 .0000 .0000 663 16.027 11.051 11.751 22.802 16.027 .0000 .0000 .0000 .0000 .0000 VER VER VER VER VER -4.700 -1. 617 .0000 VER 100.000 Seq 1/6610 Date 06/18/99 11:56 100.000 100.000 Member 4 Member 5 100.000 100.000 Page F -37 Member 6 Member 7 - 17.800 10. 028 -1.351 VER 3 ) ) ) ) ) 1 Member 2 Member 3 Member 4 Member 5 Member 6 9.000 -.4783 -.4851 -.4851 -.4851 -.4783 - 2.663 .0000 .0000 .0000 -2.663 16.027 11.051 11.751 22.802 16.027 .0000 .0000 .0000 .0000 .0000 VER VER VER VER VER -20. 300 - 1.617 .0000 VER CPC Steel Buildings Job 19230 -D Seq 1/6610 Date 06/18/99 11:56 L Case 4 ) > ) ) ) ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 UNIF L Magni (kip /ft): -.3120 .3510 .3510 .3510 .2730 .2730 .1950 From (ft) .0000 -1.996 .0000 .0000 .0000 -1.996 .0000 To (ft) 20.055 16.027 11.051 11.751 22.802 16.027 20.055 Eccen (ft) .0000 .0000 .0000 .0000 .0000 .0000 .0000 CONC (degr) POU POU POU POU POU POU POU Magni (ki s) 3.900 8.300 At 14.540 -1.617 Eccen (ft) 2.284 .0000 Angle (degr) VER VER Load Case 5 > Member 1 Member 7 CONC L Magni (kips) - 20.700 - 40.400 At (ft) 10.028 10.028 Eccen (ft) -1.351 -1.351 Angle (degr) VER VER Load Case 6 Node 5 X -For (kips) -9.000 L Case 6 > ) > ) ) ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 UNIF L Magni (kip /ft): -.1945 .2734 .2730 .2730 .3510 .3515 -.3111 From (ft) .0000 -1.866 .0000 .0000 .0000 -1.866 .0000 To (ft) 20.055 16.027 11.051 12.178 23.229 16.027 20.055 Eccen (ft) 1.949 2.163 1.708 1.708 1.708 2.163 1.949 Angle (degr) HOR POU POU POU POU POU HOR CONC L Magni (kips) 3.900 8.300 At (ft) 14.540 -1.617 Eccen (ft) 2.284 .0000 Angle (degr) VER VER Load Case 7 Node 5 X -For (kips) 9.000 L Case 7 ) ) > ) ) ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 UNIF L Magri (kip /ft): .3111 -.1172 -.1170 -.1170 .2730 2734 .1945 From (ft) .0000 -1.866 .0000 .0000 .0000 -1.866 .0000 T o (f t) 20.055 16.027 11.051 12.178 23.229 16.027 20.055 Eccen (ft) 1.949 2.163 1.708 1.708 1.708 2.163 1.949 Angle (degr) HOR POU POU POU POU POU HOR Load Case 8 Node 5 X -For (kips) -9.000 L Case 8 > ) ) ) > ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 UNIF L Magni (kip /ft): -.1945 2734 .2730 .2730 -.1170 -.1172 -.3111 From (ft) .0000 -1.866 .0000 .0000 .0000 -1.866 .0000 To (ft) : 20.055 16.027 11.051 12.178 23.229 16.027 20.055 Eccen (ft) 1.949 2.163 1.708 1.708 1.708 2.163 1.949 Angle (degr) HOR POU POU POU POU POU HOR Load Case 9 Node 5 X -For (kips) : 5.600 Page F -38 '8c Zteel'Buildings Job 19230-D . Seq 1/6618 Date 06y18/98 11: 58.. . ```' Page F-39 Load Case 9 Membep 1 CONC L. Magni (kips) �At (ft>' �Eccen (ft). Angle (6egr) '`� X-For (kips} CONC L . �Magni ( k i s) � At. (ft ) • � . Eccen (ft) Angleldegr> : • 16.700 !10.028 1.949 HOR Load Case 10 Node 5 -5.600 Load Case 10 Member1� -16.700 10.028 '� 1.949 HOR • Member 7 16.700 10.028 1.949 HOR Member 7 -16.70W 10.028. 1.949 HOR ��� •. H .�k /iAA+rNnl::aaMS..Hx.,...w. «. ..._......, -, CBC Steel Buildings Job 19230 -D ..wA/n'1r1.s0.�UIM�slHMFUf M W:vw Seq 1/6610 Date 06/18/99 11:56 RESULTS Support Reactions kips for horizontal and vertical supports kip -ft for rotational supports DL + LL Sup: 1 2 3 4 5 AtNode:' 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 13.605 91.540 13.632 - 13.605 80.065 DL + WL Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: - 14.176 - 16.798 .5847 -4.219 6.385 DL + WL FROM RIGHT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 9.701 1.731 - 12.320 8.661 .5656 DL + MEZZ LL + 1/2 LL + WL CASE 2 Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: -8.743 55.526 19.362 - 14.289 66.920 DL + MEZZ LL + 1/2 LL + WL CASE 2 FROM RIGHT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 26.829 77.830 -9.386 -3.798 73.365 DL + MEZZ LL + SEISMIC Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertica Reac: - 17.596 30.350 13.805 - 21.403 66.681 DL + MEZZ LL + SEISMIC FROM RIGHT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 32.547 59.703 - 11.766 6.452 62.898 Highest Combined Stress Ratios Member 1 2 3 4 5 6 7 Comb Stress Ratio .7593 .7718 .7732 .4046 .5395 .4839 .4909 Final Lat Sup Sp Top (ft) 17.000 5.000 5.000 5.000 5.000 5.000 6.000 Final Lat Sup Sp Bot (ft) 17.000 5.000 5.000 5.000 5.000 5.000 6.000 Station (ft) 9.045 1.203 .0000 .0000 2.850 16.027 9.045 Load Comb 7 5 5 1 5 5 6 Highest Shear Stress Ratios Member 1 2 3 4 5 6 7 Shear Stress Ratio : .4866 .3789 .4382 .4046 .3708 .4337 .8917 Station (ft) : 16.891 1.203 .0000 .0000 22.802 1.203 16.891 Load Comb : 5 1 7 1 1 1 1 Page F -40 ` Job 1 923071Y. PadpF_41 [%BC SteelBuildings��� Final Sections MemberType Final Flange Width (in) Final Flange Thick. (in). Final .Web Thickness (in) :'FinalDeothat Start (in) Final Depth at End (in)' LenQth of the Member (ft) Weight of the Member <lbs> Weight of the Frame (lbs) : 4436.877 :Seq ` 1/661N`� -'� �w 06/18/0 ' Mem 1` Mem 2 Mpm.3 Mem 4 : 1. 2 3 4 10 6 6 6 :`' ' 3/8 3/8 3/8 3/8 1/4 1/4 3/16 3/16 : 11.970 43.520 24.000 24.000 : 44.260 24.030 24.000 24.000 : 18.090 16.027 11.051 11.751 : 885.512 697.130 333.693 354.830 • , Mem 5 -5 6 3/8. 3/16 Mem6 -6 6 3/8 1/4 24.000 43.520 24.000 24.030 22.802 16.027 688.522 697.130 Mem 7 -7 10 3/8 3/16 11.970 44.260 18.090 . MBP System - COnneotion Processor, Version 1.2 (4/91) NBP file name: 19230-D.MBP Cu tome DOWNTOWN HARLEY DAVIDSON s e�: Run title: MF-2 FRAME AT LINE "D" Frame analyzed/designed: 06/18/99 11:53:11 This report created: 06/18/99 11:55:45 -CONNECTION DEFINITIONS CONNECTION 1 On member 1, At 16.760 ft, iAngle: 4.25 DEGREES .' Min In-Plane Dim: 42.003 in, Min Transversal Dim: 10.000'in� CONNECTION 2 On member 4 At 11.751 ft, Angle: -14.04 DEGREES Min In-Plane Dim: 24.739 in, Min Transversal Dim: 6.000 in CONNECTION On member 7, At 16.760 ft, Angle: 4.25 DEGREES Min In-Plane Dim: 42.003 in, Min Transversal Dim: 10.000 in 0 '-4 I-- 2 0 H CUMIN-4 -0'a' ow}a.. OU74!tJa a 0 CC-., f')t5NIf) a0U) G D-p t:tJ4+50f•)aDaD 4•150.10f•)N4 ••-t w4- 1/404• f')OaDCO O DEI 'DEI IX Goa am 4J M1) f•)F)G*-+ Goa U7 f•) f') I.C)••4f•) LL WE -4 t:UO!iJt-0i44 W s -4 -t-4-+f•) N f•) M= I I I iUOJ WW („CO as 00 JJ O S. m.-. a a)- 4r - 40J0003a N 3 3 i t (GO tn' t 5 4 " U r o+ 4• 1G U to t5 f•) ! iJ S 0 -4 ND (11 5_ a aDa+4'00a00 a r a a+f')a)c0.1N& ++ tort r0- • • UU WLLs f•)OaDC')f') Il) Cf)LL X U7C') I -4t� If•) JJHH ' •-+ I 01 .t I I J J E E I I I COCA I- WW141 -4 2∎N.W W 0.t•1C00 r - i M + + ++ EJJJJ ..4a1.- a+a09t.o0'1!iJ , -4o-. NU)4a+ tJN[0 OJJJJ ?r O w - '.+U7ON(0 tG U to Sa+94•f•)a+4 cc •.•t .. - ta a f•) O a+ f•) aD !- U) •,•+ f- a a0 f•) -4 f•) ikJ [O c0 LLNNNN X O•rt X O•rt • NNNN QLL�C 4•a+ ONN..0 C Li..x f•)+-+f•)*- & � J J J W W W W .. -4 ..-1M .)J .. ,4,4I W •4 J33EEEE -+ I I I I 01 1 I I Cl +++++++ JJJJJJJ RRRRRRR •••tt:tJf')4 I I I I I! GE 00 JU .101f•)4•U)a)N 1 1 1 1 1 1 Dn tG E O 0 JU +-40Jf•)4•0a)N 1 1 1 1 1 1 01.p . a]J -4 0.1 N o0 1 iJ 0J G G•P a+104•aDNN& 010000IOJ 1:1s1 1 o a aa0amM.a0 dE N0J&Nf')•••10J R Y I I •1 I - (G U L 6U74 i�J• t+S4 a ; a aDa+46t5N( t 0•�+ OIL= C) I f•).•+a+4•& -41 I •1 1 I I .-r W IV U to •.•+ ;. a X 0-.4 ¢u.= •D n (Gs 00 JU 1 1 ! 1 1 1 If) 1! 1 1 1 CPC Steel Buildings MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 MBP Data File Name: - Run Title: Customer: MBP File Creatn Date: Analysis / Desg Date: Prepared by Frame Type Bldg Width Eave Height Roof Pitch Bay Spacing Live Load Dead Load Wind Speed EXPOSURE (ft) (ft) (in /ft) : (ft) . (psf) . (psf) (mph) Num of Nodes: Num of Supports: Num of Members: Num of Member Types: Num of Segs per Mem: Num of Load Cases: Num of Load Combs: Node Coordinates Member Data Node X- Coordinate Y- Coordinate Support Locations Support At Node Direction Member Node at the Start Node at the End Length of the Member Member Kind Normal /Opp State End - Release Code Yield Stress Fy Modulus of Elast, E Job 19230 -LT Seq 1/6611 19230-LT. MBP LEAN -TO FRAME AT LINES "J" AND "K" DOWNTOWN HARLEY DAVIDSON 06/18/99 12:39:54 06/18/99 12:40:56 PJp LEAN -TO 15.568 14.927 .250 20.000 50.000 7.000 80.000 C (ft) (ft) 1 1.063 . 0000 1 1 Horizontal 2 1 Vertical 1 2 1 2 2 3 (ft) 13.824 14.509 BU/TD/EF/Op BU /TD /EF /O Normal Normal 01 00 (ksi) 50.000 50.000 (ksi) 29000.000 29000.000 Date 06/18/99 12:41 F R A M E D E S C R I P T I O N 2 1.062 13.824 15.568 14. 126 3 3 Horizontal 4 Vertical 4.;'/ • CBC Steel Buildings LOAD CASES 1 : Dead WEIGHT Load 2 : 3 : Live Load 4 : Wind Load LOAD COMBINATIONS 1: DL + LL - 2 : DL + WL 1 - 2 A negative sign wind or seismic SELF WEIGHT loads UNIF L Magni (kip/ft): From (ft) To (ft) Eccen (ft) Angle (degr) UNIF L Magni (kip/ft): From (ft) To (ft) : Eccen (ft) ! Angle (degr) . UNIF L Magni (kip/ft) From (ft) To (ft) Eccen (ft) Angle (degr) : 100.000 100.000 LOAD COMBINATION COMPOSITIONS Load Case 1 Load Job 19230-LT in front of the load combination number indicates loading (allowable stresses may be increased 1/3). are calculated by the program. Load Case Member -.1400 -1.063 15.509 .0000 VER Load Case 9 Member 2 -.9998 -1.069 15.509 .0000 VER Load Case 4 Member 1 -.3120 .0000 14.927 .0000 POU Seq 1/6611 LOADING (PERCENTS) Case 2 Load Case 3 100.000 50.000 2 2 Member 2 . 2730 -1.039 15.532 . 0000 POU 100.000 Date 06/18/99 12:41 Load Case 4 100.000 1000 1.0 7-• 50/11 LL Page F-46 CPC Steel Buildings Job 19230 -LT Seq 1/6611 Date 06/18/99 12:41 Support Reactions DL + LL 2 3 4 AtNode :- 1 1 3 3 Direc: Horizontal Vertical Horizontal Vertical Reac: - .0006990 9.747 .0006949 9.497 DL + WL Sup: 1 2 3 4 AtNode: 1 1 3 Direc: Horizontal Vertical Horizontal Vertical Reac: -2.156 -1.382 -2.407 -1.626 Highest Combined Stress Ratios Member Comb Stress Ratio Final Lat Sup Sp Top (ft) Final Lat Sup Sp Bot (ft) Station (ft) Load Comb Highest Shear Stress Ratios Member 1 2 Shear Stress Ratio .07833 .3915 Station (ft) .0000 14.209 Load Comb 2 1 Final Sections kips for horizontal and vertical supports kip -ft for rotational supports • • • • • • • • • • RESULTS I 1 .5001 .8610 13. 500 5.000 13. 500 5.000 6.912 7.255 2 1 Member 1 Member 2 Member Type 1 2 Final Flange Width (in) 5 Final Flange Thick (in) 1/4 1/4 Final Web Thickness (in) 10 Ga 10 Ga Final Depth at Start (in) 8.500 10.000 Final Depth at End (in) 8.500 10.000 Length of the Member (ft) 13.824 14.509 Weight of the Member (lbs) 168.490 186.815 Weight of the Frame (lbs) : 355.305 Page F -47 LEAN-TO FRAME AT LINES "'..r" AND "IC" 1 -- %401,,e ..)(0° iff14 frotfr ridulokti/ 2.1-Z0 Z- /- CLL 11 2 4 7. .11R,J.(c3ID P" RrIttlE ICO1r1/441VE011 OINI By:P3P Date 06-15-1999 Cust DOWNTOWN HARLEY DAVIDSON USE : 6/4 in. ASTM (A325—N) High Strength Bolts' COLUMN BASE PLATE • Vertical load = 9.80 kips • Column fig width = 5.00 in. *** USE: BASE PLATE 8 x .375 x 8.5 in. ( 50 ksi) Min Req'd Thk : 2 x SOR 9.8 / ( 8 x 8.5 x .25 x 50 ) 7 EL Sheet. F— II Job # 19230 = .215 in • CBC Steel Buildings MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 MBP Data File Name: Run Title: Customer: MBP File Creatn Date: Analysis / Desg Date: Prepared by Frame Type Bldg Width Eave Height Roof Pitch Bay Spacing Live Load Dead Load Wind Speed EXPOSURE Node Coordinates Support Locations Member Data (ft) . (ft) : (in /ft): (ft) . (psf) . (psf) (mph) Num of Nodes: Num of Supports: Num of Members: Num of Member Types: Num of Segs per Mem: Num of Load Cases: Num of Load Combs: Node X- Coordinate (ft) Y- Coordinate (ft) Support At Node Direction Member Node at the Start Node at the End Length of the Member Member Kind Normal /Opp State End - Release Code Yield Stress Fy Modulus of Elast, E Job 19230 -CB 1 F R A M E D E S C R I P T I O N 1 19230 -CB. MBP CARRIER BEAM AT LINE 5 BETWEEN DOWNTOWN HARLEY DAVIDSON 06/18/99 15:12:47 06/18/99 15:13:28 PJP CARRIER BEAM 40.000 20.000 .000 .000 25.000 7.000 80.000 C 3 2 1 8 4 2 1 .2500 18.552 1 1 Horizontal 1 1 2 20.014 BU /TD /EF /Op Normal 00 50.000 29000.000 I IBII & 2 20.250 17.794 1 Vertical 2 2 20.014 BU /TD /EF /Op Opposite 00 50.000 29000.000 Seq 1/6613 Date 06/18/99 15:13 AND IIDII 11F,11 3 40.250 18.552 Vertical Page F -50 C0CSteel Buildings Job 19230-CB | LOADlNG ') Date 06/18/99 15:13 ' LOAD `�" WEIGHT ` : 2: Dead Load 3: Live Load •. 4 : Wind Load � COMB1NATIONS ` 1: DL + LL -2 : DL+ WL 'JAM COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Cate Load Case 3 Load Case 4 1 : 100.000 100.000 100.000 -2 : . 100.000 50.000 100.000 - A negative sign in front of the load combination number ,indicates 'mind seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculatp6 by the program. Load Case 2 ' Node 2 Y-For'(kips) -4.700 Load Case 3 � Node 2 Y -Fnr (kips) Load Case 4 Nude 2 Y-For (kips) 8.300 CRC Steel Buildings Job 19230 -CB Seq 1/6613 Date 06/18/99 15:1,3 Page F -52 Support Reactions kips for horizontal and vertical supports kip -ft for rotational supports DL + LL Sup: 1 2 3 AtNode: 1 1 3 Direc: Horizontal Vertical Vertical Reac: .0000 13.290 13.290 DL + WL AtNode: 1 1 3 Direc: Horizontal Vertical Vertical Reac: .0000 -2.185 -2.185 Highest Combined Stress Ratios Member 1 2 Comb Stress Ratio .9039 .9039 Final Lat Sup Sp Top (ft) 20.000 20.000 Final Lat Sup Sp Rot (ft) 20.000 20.000 Station (ft) 20.014 20.014 Load Comb 1 1 Highest Shear Stress Ratios Member Shear Stress Ratio Station (ft) Load Comb Final Sections RESULTS 1 2 .6499 .6499 20.014 20.014 1 1 Member 1 Member 2 Member Type 1 -1 Final Flange Width (in) 10 10 Final Flange Thick (in) 3/8 3/8 Final Web Thickness (in) 3/16 3/16 Final Depth at Start (in) 15.000 15.000 Final Depth at End (in) 30.000 30.000 Length of the Member (ft) 20.014 20.014 Weight of the Member (lbs) 790.044 790.044 Weight of the Frame (lbs) : 1580.088 CARRIER BEAM AT LINE BETWEEN "13" S. '"D" AND -"D" & 1 c CBC Steel Buildings MBP Data File Name: Run Title: • Customer: MBP File Creatn Date: Analysis / Desg Date: Prepared by Frame Type Bldg Width (ft) . Eave Height (ft) : Roof Pitch (in /ft): Bay Spacing (ft) . Live Load (psf) Dead Load (psf) Wind Speed (mph) . Exposure Seismic Zone Num of Nodes: Num of Supports: Num of. Members: Num of Member Types: Num of Segs per Mem: Num of Load Cases: Num of Load Combs: Node Coordinates Node X -Coor (ft) Y-Coor (ft) Support Locations Member Data MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 Support At Node Direction Member Node at the Start Node at the End Length of the Member Member Kind Normal /Opp State End - Release Code Yield Stress Fy Modulus of Elast, E J192308F.MBP MF -2 FRAME AT LINES "B" AND DOWNTOWN HARLEY DAVIDSON 09/02/99 19:38:45 09/02/99 19:45:10 CEM CLEAR SPAN 80.000 20. 000 3.000 20.000 25.000 7. 000 80.000 II C II 8 3 7 7 4 10 10 Job 19230 F R A M E D E S C R I P T I O N 1 1 1.206 2.547 .0000 18.040 3 4 5 17.879 24.622 40.000 2.709 24.395 .28.239 1 1 Horizontal Seq 3 /5441 " A LC. H1 F -Sy TIRO F - 63 AD1 D. 1 Vertical L 1 12/99 Date 20:04 6 7 8 62.121 77.453 78.794 22.709 18.040 .0000 3 4 4 8 Vertical Horizontal 1 3 4 5 6 7 • 5 8 Vertical E. :, 4 6 7 8 .: 3 4 J J 6 7 18.090 16.027 6.951 15.851 22.842 16.027 18.090 : B /T /E /O B /T /E /O B /T /E /0 B /T /E /O B /T /E /O B /T /E /0 B /T /E /O Normal Normal Normal Normal Oppo Oppo Oppo . 00 00 00 00 00 00 00 . 50.000 50.000 50.000 50.000 50.000 50.000 50.000 : 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 Page F -54 CBC Steel Buildings -9 : bEIbMiU FROM LLFT -10 : SEISMIC FROM RIGHT Job 9230 Seq 3/5441 LOAD I N G Date 09_,x 20:04 Page F-55 LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load 5 : Mezzanine Live Load 6 : Wind Load From Right 7 : Wind Load Case 2 8 : Wind Load Case 2 From Right . 9 : Seismic Load 10 : Seismic Load From Right LOAD COMBINATIONS 1 . DL + LL -2 : DL +.WL -3 : DL + WL FROM RIGHT -4 : DL + MEZZ LL + 1/2 LL + WL CASE 2 - : DL + MEZZ LL + 1/2 LL + WL CASE 2 FROM RIGHT' -6 : DL + MEZZ LL + SEISMIC -7 : DL + MEZZ LL + SEISMIC FROM RIGHT _ CoWIL 1 ,7 r^ r TABLE /LA LOAD COMBINATION COMPOSITIONS (PERCENTS) Case 1 Case 2 Case 3 Case 4 Case 5 Case 6 Case 7 Case 8 Case 9 Case 10 1 100.000 100.000 100.000 100.000 -2 : 100.000 50.000 100.000 -3 : 100.000 50.000 100.000 -4 : 100.00C 100.000 50.000 100.000 100.000 -5 : 100.000 100.000 50.000 100.000 100.000 -6 : 100.000 100.000 100.000 100.000 -7 : 100.e00 100.000 100.000 100.000 -8 : 100.000 100.000 70.000 280.000 -9 : 100.000 -10 : 100.000 A negative sign in front of the load combination number. indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. L Case 2 > > > > > > Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 UNIF L Magni (kip/ft): -.1339 -.1358 -.1358 -.1358 -.1339 From (ft) -2.663 .0000 .0000 .0000 -2.663 To (ft) 16.027 6.951 15.851 22.802 16.027 Eccen (ft) .0000 .0000 .0000 .0000 .0000 Angle (degr) VER VER VER VER VER CONC L Magni (kips) - 2.500 - 17.800 At (f t) 14.540 10.028 Eccen (ft) 2.284 - 1.351 Angle (degr) VER VER Load Case 3 ) ) ) > > Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 UNIF L Magni (kip /ft): -.4783 -.4851 -.4851 -.4851 -.4783 From (ft) -2.663 .0000 .0000 .0000 -2.663 To (ft) 16.027 6. 951 15.851 22.802 16.027 Eccen (ft) .0000 .0000 .0000 .0000 .0000 CONC le (degr) VER VER VER VER VER Magni (kips) - 10.200 At (ft) 14.540 Eccen (ft) 2.284 Angle (degri VER • CBC Steel X -For (kips) . UNIF L Magni From To Eccen Angle CONC L Magni At Eccen Angle (ft) (ft) . (ft) (degr) . (kips) . (ft) (ft) • (degr) . CONC L Magni (kips) At (ft) Eccen (ft) Angle (degr) X -For (kips) UNIF L Magni From To Eccen Angle CONC L Magni At Eccen Angle UNIF L Magni From To Eccen Angle Buildings Job Y9830 Load Case 4 Node 5 4.500 • (kip /ft) : (ft) (ft) (ft) (degr) (kips) • (ft) (ft) (degr) X-For (kips) . (kip /ft) : (ft) (ft) (ft) • (degr) . X -For (kips) . UNIF L Magni (kip /ft): From (ft) To (ft) Eccen (ft) Angle (degr) . X -For (kips) . L Case 4 > ) ) ) > ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 -.3120 3510 .3510 .3510 .2730 .2730 .1950 .0000 -1.996 .0000 .0000 .0000 -1.996 .0000 20.055 16.027 6.951 15.851 22.802 16.027 20.055 .0000 .0000 .0000 .0000 .0000 .0000 .0000 POU POU POU POU POU POU POU 4.200 14. 540 2.284 VER Load Case 5 Member 7 L Case 6 Member 1 -. 1945 0000 20. 055 1.949 HOR 4.200 14. 540 2. 284 VER - 40.400 10.028 -1.351 VER Load Case 6 Node 5 -4.500 Load Case 7 Node 5 Member 2 . 27 34 -1.866 16. 027 2. 163 POU 4. 500 Load Case 9 Node 5 2.200 Rabb' Seq 3/5441 Member 3 .2730 0000 6. 951 1.708 PQU Date 0 `2/99 20:04 .2730 :0000 16. 278 1.708 POU Member 4 Member 5 Member 6 Member 7 .3510 .0000 23. 229 1.708 POU .3515 -1.866 16.027 2. 163 POU -.3111 0001 20. 055 1.949 HOR L Case 7 > ) ) ) ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 .3111 -.1172 -.1170 -.1170 .2730 .2734 .1945 . 0000 -1.866 .0000 .0000 .0000 -1.866 .0000 20.055 16.027 6.951 16.278 23.229 16.027 20.055 1.949 2.163 1.708 1.708 1.708 2.163 1.949 HOR POU POU POU POU POU HOR Load Case 8 Node 5 -4.500 L Case 8 ) > ) ) ) ) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member 7 -.1945 2734 .2730 .2730 -.1170 -.1172 -.3111 . 0000 -1.866 .0000 .0000 .0000 -1.866 .0000 20.055 16.027 6.951 16.278 23.229 16.027 20.055 1.949 2..163 1.708 1.708 1.708 2.163 1.949 HOR POU POU POU POU POU HOR Page F -56 Page. F-57 ± , CBC Steel Buildings .. Job 9230 Load' Case 9 , . CONC L . Magni (kips) . . 16.000 M ErL ' . At (ft). 10.028 Eccen (ft) : 1.949 .Angle (degr) HOR X-For (kips) Magni (kips) 1 ' ' -16.000 h1E71 ...- CONC L At .(ft) . : ... 10.028 Eccen , .( ft )...., k 1,949 - • -.'. ... Angle . (degr) ;,.. HOR Member 7 Load Case 10 Node 5 -2.200 Rt Load Case 10 Member. 7 Seq 3/5441 CBC Steel Buildings Jo19230 • Support Reactions kips for horizontal and vertical supports kip -ft for rotational supports DL + LL Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal • Vertical Vertical Horizontal Vertical Reac: • 14.842 35.744 8.984 - 14.842 81.156 DL + WL • Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: - 12.110 - 13.854 - .01812 •-1.785 4.491 DL + WL FROM RIGHT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 6.074 .7344 - 11.024 7.788 .7127 DL + MEZZ LL + 1/2 LL + WL CASE 2 Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: -6.348 11.334 17.431 -12.184 65.791 DL + MEZZ LL + 1/2 LL + WL CASE 2 FROM RIGHT D. Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 24.942 33.859 - 14.215 -6.410 74.911 DL + MEZZ LL + SEISMIC Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: -1.314 2.933 8.352 - 16.886 64.397 DL + MEZZ LL + SEISMIC FROM RIGHT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 15.813 22.921 - 11.989 2.388 64.750 8, 1.0 DL + 0.7 MEZZ LL + 2.8 SEISMIC Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: - 17.703 - 16.180 27.801 - 33.257 51.941 SEISMIC FROM LEFT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: -8.563 -9.994 10.171 -9.637 -.1767 SEISMIC FROM RIGHT Sup: 1 2 3 4 5 AtNode: 1 1 4 8 8 Direc: Horizontal Vertical Vertical Horizontal Vertical Reac: 8.563 9.994 - 10.171 9.637 .1767 Highest Combined Stress Ratios Seq 3/5441 RESULTS Date 0 02/99 20:04 Member 1 2 3 4 5 6 7 Comb Stress Ratio .8516 1.026 .8265 .5570 .8171 .4659 1.012 Final Lat Sup Sp Top (ft) 17.000 5.000 5.000 5.000 5.000 5.000 6.000 Final Lat Sup Sp Bot (ft) 17.000 5.000 5.000 5.000 5.000 5.000 6.000 Station (ft) : 16.891 1.203 .0000 .0000 11.401 16.027 9.045 Load Comb 15 5 5 1 1 0 8 Page F -58 .'CBC`Steel Buildings:, Job Highest: Shear Stress Ratios '9530 Seq 3/5441 Date. 09 /99 1 . 2 : 3 ' 4 . J. 6 7 4627 .4625 5891 4469 .8994 .4627 4511 16.891. 1.203. 6.951 .0000 22.802 1.203 9.045 5 1 8 1 1 1 8 .. Page F -59 .Member Typpe 'Final.. Flange •.Width..(in) Final Flange Thick (in) '.'Final.Web:Thicknes '.(in) Final'Depth at Start (in) Final : Depth at End'(in). Length of the Member'(ft) Weight of-the •Member.(lbs) . Weight of'the Frame (ibs) m l Mem 2: Mem 3 1 2 6 3/8 1/4 1/4 1/4 11.970 43.520 44.560 24.030 18.090 16.027 792.771 618. 501 3784,188' Mem 5 Mem 6 3 4 -5 -6` . - 6 6 . 6 . 6 . 6 1/4.. ..1/4 1/4 1/4 3/8 3/16 3/16 10 Ga : 1/4 1/4 24.000 24.000 24.000 43.520 11.970 24.000 24.000 24.000 24.030 44.260 6.951 15.851 22.802 16.027 18.090 175.464 400.126 478.794 618.501 700.031 CRC Steel Buildings RunTit: MF -2 FRAME AT LINES "B" AND "F" Nodal Displacements DL + LL Node 1 2 3 • 4 5 6 7 8 X -Disp (in) .0000 -1.716 - 1.813 -1.724 -1.390 -1.433 -1.036 .0000 Y -Disp (in) .0000 .1024 .3806 .0000 -1.395 -1.471 -.1286 - .008116. DL + WL Node 1 2 3 4 5 6 7 S X -Disp (in) .0000 1.098 1.146 1.097 .9542 .9825 .7910 .0000 Y -Disp (in) .0000 - .07126 -.2102 .0000 .6057 .6939 .05745 .0000 DL + WL FROM RIGHT Node 1 2 3 4 5 6 . • 7 8 X -Disp (in) .0000 -.4863 -.4947 -.4815 -.5182 -.5428 -.5596 .0000 Y -Disp (in) .0000 .03549 .05742 .0000 .1502 .02395 - .03960 .0000 DL + MEZZ LL + 1/2 LL + WL CASE 2 Node 1 2 3 4 5 6 7 8 X -Disp (in) .0000 .5645 .5796 .5563 .5579 .5790 .5393 .0000 Y -Disp (in) .0000 - .04922 - .09763 .0000 - .01384 .1135 .0000 - .006579 DL + MEZZ LL + 1/2 LL + WL CASE 2 FROM RIGHT Node 1 2 3 4 5 6 7 8 X -Disp (in) .0000 - 2.772 -2.904 -2.774 -2.422 -2.531 -2.044 .0000 Y -Disp (in) .0000 .1815 .5611 .0000 -1.477 -1.829 -.1982 - .007491 DL + MEZZ LL + SEISMIC Node 1 2 3 4 5 6 7 6 X -Disp (in) .0000 .1091 .1044 .1079 .1804 .1880 .2576 .0000 Y -Disp (in) .0000 - .009800 .009617 .0000 -.2882 -.2515 - .01902 - .006440 DL + MEZZ LL + SEISMIC FROM RIGHT Node 1 3 4 5 6 7 8 X -Disp (in) .0000 -1.784 -1.717 -1.591 -1.689 -1.478 .0000 Y -Disp (in) .0000 .3011 .0000 - .5620 -.8713 -.1477 - .006475 1.0 DL + 0.7 MEZZ LL + 2.8 SEISMIC Node 1 2 3 4 5 6 7 8 X -Disp (in) .0000 1.855 1.914 1.856 1.875 1.987 1.918 .0000 Y -Disp (in) .0000 -.1253 -.2702 .0000 - .01882 .3611 .1110 - .005194 SEISMIC FROM LEFT Node 1 2 3 4 5 6 7 8 X -Disp (in) .0000 .9114 .9444 .9125 .8856 .9386 .8677 .0000 Y -Disp (in) .0000 - .06028 -.1457 .0000 .1369 .3099 .06434 .0000 SEISMIC FROM RIGHT Node 1 2 3 4 5 6 7 8 X -Disp (in) .0000 -.9114 -.9444 -.9125 -.8856 -.9386 -.8677 .0000 Y -Disp (in) .0000 .06028 .1457 .0000 -.1369 -.3099 - .06434 .0000 011(.163M DRIFT Job`°19230 -1.714 .1108 Seq 3/5441 Date 0,;`:=/99 20:04 As = 1. 7 /y" (§/630,9.1) R ; (T D M = t9,7 015 n/• 7J' z 51. 180342,) CMLcoLATED = 0,0Z5" 2.0 =G,6 (§)630,1 51c/0 < ‘.0 OK Page F -60 MF -2 FRAME AT LINES "Iv'. 'AND "F"' ..1 �. 851 ft, Min 'In- i=lane .L'lc. E4.739 in, f ile name : MBP Cus'bonier:. DOWNTOWN HARLEY DAVIDSON Run title: MF4 FRAME AT LINES,. "B" Frame carnalyzed /.d 09/02/99 This report r'Eatcd': 09/02/99 AND F " 19:45 :10 C O N N E` C: T, I D E,. I:r I N I At it. 7E60 ft.., Angle': 4.25 DEGREES Min Iii -Plane : 4. .'03 in, Mini Transversal Dim: 8 000 in An g I e : -14.04 DEGREES Min Transversal Dim:. 6. 000 CONNECTION: On member 7,' At .16 760: ft, Angle: 4.25 DEGREES Min In —Plane Dim 42.003 in, Min Transversal Dim: 6.0000 in F O R C E S AT C O N N E C T I O N S LIST OF LOAD COMLBINATIONS 1 : DL ± LL -2 . DL + WL -3 : DL + WL FROM RIGHT -4 : DL •1- MEZZ LL ± 1/2 LL WL CASE C -5 : DL + MEZZ LL + 1/2 LL + WL CASE 2 FROM RIGHT -6 : DL + MEZZ LL 1- SEISMIC - : DL + MEZZ LL + SEISMIC FROM RIGHT --8 : 1.0 DL +- 0.7 MEZZ LL ± 2.8 SEISMIC -9 : SEISMIC FROM LEFT -10 : SL:IS;IIC FROM r ? :c3HT CONNECTION 1 Load Axial Comb Force (kips) 1 -26.043 -2 12.506 -2.082 -5.234 ..J4 -5 -27.759 - -.434 -7 -20.421 -8 18.679 -9 9.994 -10 -9.994 CONNECTION Load Axial Comb Force (kips) 1 - 14.842 -2 9.329 -3 -4 - -1.047 -5 -18.345 3i 6 1.,:,14 - -7 . -15. 813 -;3 17. 704 -9 8.563 -10 -8.563 CONNECTION Shear - Force (kips) -14.343 6.88E -2. 814 1.134 -21. 683 1.314 -15. 813 .17./04 8.564 -8. 564 Sh (kips) 4 441 -1. 807 - 1.34.1 --1.04 5. 244 1. 199 . 846 1. 5.::;b . 116 -. 176 Bending Moment; (kip -ft) -226.910 145. 670 -68.590 62. 608 -361.735 20.655 -240. 766 270.847 130.711 -130.711 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip -ft) 1 - 22.307 - 14.843 - 98.279 -2 5.057 1.483 1 0. 605 - 3 8.836 2.574 94.716 -4 -6. 942 -8.925 -45. 763 -5 -16.063' -11.624 -8.583 -6 -5.548 -.886 - 48.165 -7 -5.901 - 13.613 64.208 -8 -5.213 11.543 -158.354 -9 . 176 6.363 - 56.186 -10 -. 176 -6. 363 56. 186 RuLUNL SE M/C Me,M4NT CH& CONNECT /on! iQWL Sib xSOSMk MOMEar _ LO =2_.g SCISMfGNome 37 Z - 270,8SG.Z+Z,0 , 2] Bending Moment (kip-ft) 30.727 -10. 465 -8.217 5.949 372_.0" 12. 350 - 8._679 _ 32/9,:; FROM SHIO F - / THE 10. 515 f -10.515 NE&ATWVE MoMEN'i CAPIJCIV (Oi1 PPLIS )N TENS)01f S G0200 > 32.0 £7I < L[JPA IS I ?"U / D I NRL L� R c I NJC C /01 /P i '74 /4) Max tension seismic Allow tension seismic = Seismic Load / X- braces ( 33,05/z COS s%1 ( 1.7 x 22.8 ) ) = 38.76 kips 7:0. .7,567" /-A0P = /Z` 661/21,-/0 -2p) �(b) 3/¢'1 /1W goti A 5;V0 / 0.707 = Z347 kips C Sheet G- By PJP Date 06 -15 -1999 Cust DOWNTOWN HARLEY DAVIDSON Job # 19230 BLDG DATA Bldg width = 80.00 ft Bldg length = 228.00 ft Bay space = 20.00 ft Eave height = 20.000 ft Ave EW height = 12.500 ft LOADS Wind Pressure = 25.37 psf AA .DO kNNvi �410N Wind Load = 25.37 ( 80.00 x 12.500 ) / 1000 = 25.37 kips Seismic Zone = 3 Ca =0,3/p Importance Factor = 1.00 f- KG - 2 %.Z 1/7 W = ( 4 + 5 ) x ( 80 x 228 ) + ( 6 ) x ( 80 x 12.500 ) = 170160 lbs Seismic Load = 2 7Zrx . . ( 2 0 - i.iJ / ,000 = L 0. /k / 2. Z X / oo' rc /7 /(ooJ / /000 = Go. 70 kips (ieavi) S IDEWALL BRACING 4 (.? 1 � ] 25 77 itf'�LyG�jG ,pie a 42-7 b/fy USE ( /o ) X- braces : SINGLE 3 x 3 x 3/ 16 in. STRUCT. ANGLE GA/6"r S (see sheet B - 1) c %Lo,,v ,[ o7tk Mcm 1E0 t Lb COS 0 = 20 / SQR ( 20^2 + 20 "2 ) = 0.707 Wind Load / X- braces Max tension wind COS 0 ( /7,06/Z ) / 0.707 = /2.02 kips Allow tension wind = ( 1.3333 x 22.8 ) > = 30.40 kips >OK( )OR<" / l 4CV4 /17 6Q7 4/(04 Oa �Ij P PBS 3/!0 /,v. vi/c AA4cE 4, ,1 3 I Au )4 4 ,g ee A/(4) %¢` x31,4 evo ENj.t /& rzn..eiowto ..:... n PoO2owoh000 oOsoly....a..ow,.,r e.wm•Max».inehlO ONSOOMr.iev.eraw.wrmrnu OSOoO . - , ....... - .. .«.»..00..,...._._...,...... o Woo. CBC Steel Buildings MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 I MBP Data File Name: Run Title: Customer: MBP File Creatn Date: Analysis / Desg Date: Prepared by Frame Type Bldg Width Eave Height Roof Pitch Bay Spacing Live Load Dead Load Wind Speed EXPOSURE Num of Nodes: Num of Supports: Num of Members: Num of Member Types: Num of Segs per Mem: Num of Load Cases: Num of Load Combs: Node Coordinates Node X- Coordinate (ft) Y- Coordinate (ft) Support Locations Member Data (ft) • (ft) (in /ft): (ft) . (psf) . (psf) . (mph) Support At Node Direction Member Node at the Start Node at the End Length of the Member Member Kind Normal /Opp State End - Release Code Yield Stress Fy Modulus of Elast, E 19230POR.MBP PORTAL /CARRIER FRAME AT LINE 6 DOWNTOWN HARLEY DAVIDSON 06/18/99 14:21:56 06/18/99 14:22:46 PJP MF -2 39.823 14.700 . 000 . 000 25.000 7.000 80.000 C Job 19230POR Seq 1/6612 I F R A M E D E S C R I P T I O N I 1 1.208 .0000 1 1 Hor 2 1.208 13. 492 2 1 Ver Date 06/18/99 14:24 Page 3 23. 833 13. 492 4 Hor 4 23.833 .0000 4 4 Ver 5 38. 615 13.492 5 6 Hor 6 38.615 .0000 6 6 Ver 1 2 3 4 1 2 4 3 6 o 3 5 5 13.492 22.625 13.492 14.782 13.492 : BU/TD/EF/Op BU/TD/EF/Op BU /TD /EF /Op BU/TD/EF/Op BU /TD /EF /Op Normal Normal Opposite Normal Opposite 5 00 00 00 00 00 50.000 50.000 50.000 50.000 50.000 29000.000 29000.000 29000.000 29000.000 29000.000 CBC Steel Buildings LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load LOAD COMBINATIONS 1 : DL +LL -2 DL + WL LOAD COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case 2 Load Case 3 Load Case 4 1 : -2 . 100.000 100.000 Job 19230POR Seq 1/6612 Load Case 4 Node 2 X -For (kips) 4.400 Load Case 4 Member 2 CONC L (kips) Magni (ft) .2080 Eccen (ft) .0000 Angle (degr) VER 100. 000 50. 000 LOAD I N G .1 1 00. 0 00 Date 06/18/99 14:24 Page404'' 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. Load Case 2 > > ) Member 2 ) Member 4 > CONC L Magni (kips) -.6000 -1.800 -2.600 -.8000. At (ft) -.2080 7.192 4.567 14.967 Eccen (ft) .0000 .0000 .0000 .0000 Angle (degr) VER- VER VER VER Load Case 3 > ) > Member 2 ) Member 4 ) CONC L Magni (kips) -1.900 -6.300 -8.800 -2.700 At (ft) -.2080 7.192 4.567 14.967 Eccen (ft) .0000 .0000 .0000 .0000 Angle (degr) VER VER VER VER > ) ) > Member 4 ) 2.800 3.900 1.100 7.192 4.567 14.967 .0000 .0000 .0000 VER VER VER CBC Steel Buildings Support Reactions DL + LL AtNode: Direc: Reac: DL + WL AtNode: Direc: Reac: 1 1 Horizontal .8564 1 1 Horizontal -1:291 Highest Combined Stress Ratios Member Comb Stress Ratio Final Lat Sup Sp To Final Lat Sup Sp Pot Station Load Comb (ft) (ft) (ft) Highest Shear Stress Ratios Member Shear Stress Ratio Station (ft) Load Comb Final Sections Member Type Final Flange Width Final Flange Thick Final Web Thickness Final Depth at Start Final Depth at End Length of the Member Weight of the Member (in) (in) (in) (in) (in) (ft) (lbs) Weight of the Frame (lbs) Job 19230P0R kips for horizontal and vertical supports kip -ft for rotational supports 2 3 1 4 Vertical Horizontal 7.983 -.1485 2 3 1 4 Vertical Horizontal -2.496 -1.878 1 . 2637 13.000 13.000 12.992 1 1• .05273 . 0000 2 Member 1 1 8 1/4 10 Ga 12.000 12.000 13.492 255.069 1472.392 Seq 1/6612 Date 06/18/99 14:24 RESULTS 2 . 9795 22. 100 22. 100 22.625 1 2 . 2843 . 5000 1 4 5 4 6 Vertical Horizontal 12.346 -.7079 4 5 4 6 Vertical Horizontal -3.103 -1.232 3 . 3193 13.000 1:3.000 13.492 2 .07671 .0000 2 4 .4421 14. 300 14.300 . 0000 1 4 . 4789 . 0000 1 a•¢ Page AR,t 6 6 Vertical 6.643 6 6 Vertical 1.271 5 .2180 13.000 13.000 12.992 1 5 .05032 .0000 2 Member 2 Member 3 Member 4 Member 5 2 - 3 -4 8 8 8 8 1/4 1/4 1/4 1/4 10 Ga 10 Ga 10 Ga 10 Ga 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 22.625 13.492 14.782 13.492 427.730 255.069 279.456 255.069 ^ _ � ` • ` , �����'�� CONNECTION On member MBP file name: • '` MBP System - COnnection Processor, Version 1.2 (4/91) 19230POR.MBP Customer: DOWNTOWN HARLEY DAVIDSON Run title: PORTAL/CARRIERFRAME AT LINE 6 Frame analyzed/designed: 06/18/99 14:22:46 This report created: 06/18/99 14:22:53 s repo �re m� � CONNECTION DEFINITIONS =�^ CONNECTION 1 : ' On member 1, At 12.992 ft, Angle: .00 DEGREES - i I Pl Dim: 1P 000 in, Min Transversal Dim: 8 000 i Min In-Plane m: . n, n ransversa m: . n CONNECTION 2 . On member 3, At 12.992 ft, Angle: .00 DEGREES Dim: 12 0�N in, Mi Transversal Dim: 8 �00 i Min In-Plane m: . n, n ransversa m: . n 3 5, At 12.992 ft, Angle: . 00 DEGREES Min In-Plane Dim: 12.000 in, Min Transversal Dim: 8.000 in 0 ,CES AT CONNECTIONS LIST OF LOAD COMBINATIONS 1 : DL + LL -2 : DL + WL CONNECTION 1 • Load AXial „ Shear Comb . .Force, - Force, (kips) , (kips) 1 -7738 -. 856 742 1,291 CONNECTION 2 CONNECTION 3 Load Comb 1 Load Axial Shear Bending Force • Force Moment (kips) (kips) (kip-ft) -12.100 -. 148 -1.929 3.348 -1.878 -24.393 Axial Comb Force (kips) -6.398 -1.026 Shear Force • (kips) -. 708 Bending • • Moment (kip-ft) -9.197 -16.003 FR I e I ID F RC4 E CQhl I CI DES I G By PJP Sheet A- L;.- pj Date 06 -15 -1999 Oust DOWNTOWN HARLEY DAVIDSON Job # 19230 USE 3/4 in. ASTM (A325 -N) High Strength Bolts KNEE CONNECTION ToP /NT (,o' e N av4/17 Plate size: 6 x .5 x /9 in. ( 50 ksi) Allow bolt tension w/ stiffener = 14.370 k /bolt Allow bolt tension w/o stiffener = 7.185 k /bolt Actual Dead + Wind moment = 25.00 k -ft (Outside bolts in tension) .Allow Dead + Wind moment = 76.45 k -ft w/ e rows of bolts w/ 0 stiff 1 row of bolts outside flange Actual Dead + Wind moment = 25.00 k -ft (Inside bolts in tension) Allow Dead + Wind moment = 76 k -ft w/ �� 2 rows of bolts w/ 0 stiff Kow o f joi Ovr /1.E/ • COLUMN BASE PLATE Vertical load = 12.40 kips Column flg width = 8.00 in. * ** USE: BASE PLATE 8 x ..375 x 13 in. ( 50 ksi) Min. Req'd Thk : • .8 , x SOR C 12.4 / ( 8 x 13 x .25 x 50 ) ] .078 in • 11 441., GANG - �.... �.. u... ..r�...+.n•x..+t��nwNUWCRpw1M.W Vv�� STEEL BUILDINGS • - 0/t7; f 64/. cr / 4 4- 1 1 1700 E. Louise Avenue • Lathrop, CA 95330 Tel: (209) 983 -0910 • Fax: (209) 858 -2354 S1-1.T„ N-'IrHRU N -6 AIJ2U 1 7/4: ( %6 oip g -'1 4) V4 1 Patie6e ffc �Z 4 thG6-72g ��� r y u aD tet`i '4/3 Poufrc • 6,c lcx 41101--14448- ?Wel= 44 /Fj:7 2Z.6 ✓1 e 71 1 7 q6 6 /1 7¢` ab yd.:/ STEEL BUILDINGS -7- 7M )(-0)6. poi) y 4 SH i . H-2.. 1700 E. Louise Avenue • Lathrop, CA 95330 Tel: (209) 983 -0910 • Fax: (209) 858 -2354 I • 061) .)//✓ jj0,kl P / ' H/(1 zeta ZM47 " Mval) = � 2- O. 9 /44 0 )(v. (7O /) a 0.2 /('p /1 - /4 :1- /P /, • f (// •'t �� {,r ( /ft) fi .5 CBC Z4/ Af 44 - Zs -' 2 w, ,.y S , STEEL BUILDINGS • •x , C ' ‘ y = / r i b 7 J y � (n/4 ° / . Yb v JP, Lt.fi 1 /¢y 14 7/, Gt/pit = O 46/1- /// 7 �� t 33� �� = //z , 4 x^, ; ce /4 4*I •'nfe.atMnnww,...yr...w ... .. ..........,�...w....aw.r..r.Rn1 , 1 SR r 3 1700 E. Louise Avenue • Lathrop, CA 95330 Tel: (209) 983 -0910 • Fax: (209) 858 -2354 (() /2 cea "I 6 i w/ 4 " (1)/4" fe , 0) �¢A32s fikr , fi, T1 Agpri STEEL BUILDINGS wNt-'e ,5 J ) 1 Z. 1700 E. Louise Avenue • Lathrop, CA 95330 Tel: (209) 983 -0910 • Fax: (209) 858 -2354 � 7 /1/ ir // - i(0.-/-4(/: _ v) * 4.Z ��� �fI / 0, , -;)/ ? lZ . � = /oiz / 1 /714// 0, fr,,�,e = 2, y ry .= /, a r ZB' 2 !J., /96" Z%:t T) A (7k)< g �� ( ;o) %.00 = U 1 28.2 v;-- :. 4 (o.,)(:07/0,7-9/ - .0'` 4 0 /6Z4k /7 3 ' / f T�J #54. 6/ ;4-4,3, .../.4)Xai, Aro / SWF.,H - /y % y,/ 69 -- Al' a.7- /72, STEEL BUILDINGS r h701 4 / 1 7 6 E7 71b /. 4 Yl4lAy = lep x /Fb ;., ./64 tedb DWI Ag mid- Z / �'G =3p/ //I14?' 4Peg 1 bo / Y1 U ` �� O !G % ) /41 Ai 4( / ? l am')" X7 / �'� Al/17' z ' "NE 4D a a; ,v 4 3 3 ¢ u v /t1, / ./„ Ye. I / P. v ' ,o / % )1?4 < Z40 , 14"/ / on. / ill S/?E - 7osv¢ /5.7 (.0t) SST, N - -S 1700 E. Louise Avenue • Lathrop, CA 95330 Tel: (209) 983 -0910 • Fax: (209) 858 -2354 oo * h • IZ/ U = ft o g *4w:b. .4" • CBC STEEL BUILDINGS ni z-# 0 r;,,1-6v, D pi/ P w� = /s.% ! i ,4ti , 1Ve 12 1 6pf/M ,3f /2- I 7 e fr - -1-c y K H (/60 ( r y 77,74 r•/L ^� : = � % U x ; ,1 / / irifir = 97 ¢ J 1700 E. Louise Avenue • Lathrop, CA 95330 Tel: (209) 983 -0910 • Fax: (209) 858 -2354 ---- /2,- /gzz i/e 0- /4-4 S //1/ I, ^ � 6 Ybb P- 5v' I t • ek/N 44 Po,r7 • CBC STEEL BUILDINGS Building Specifications GENERAL DESIGN: • Structure shall be designed in compliance with these CBC specifications and standards utilizing the pertinent provisions and recommendations of the American Institute of Steel Construction (AISC), International Conference of Building Officials (UBC), American Iron and Steel Institute (AISI), the Metal Building Manufacturers Association (MBMA) and their publications: • Standard design loads: Live load, Wind load and Seismic per the Uniform Building Code, or as determined by the local building official. Primary Framing: • Rigid frames: Shall be either tapered or constant depth "I" beam sections fabricated by automatic welding. Rigid frames shall be bolted together where required with A325 -N bolts: • Post and Beam End Frames:. Shall be fabricated of either cold formed sections or built -up sections, fabricated by welding, as dictated by design loads. Anchorage:, Shall be anchored to concrete foundations at the base of frame columns with anchor bolts cast in place. Column base reactions are indicated in the structural calculations for use in preparing foundation design by others. Secondary _Framing: • Purlins and gins shall be fabricated of cold formed steel 8 1/2" deep with a 2 3/4• wide stiffened flange. Minimum thickness is 16 U S gage. Spacing and gage of these members shall be as determined by design and shown on the plans. Purlins and girts shall be attached to the primary framing members with 1/2" diameter A -307 bolts. Primary and Secondary Framing Paint: • All frames, purlins and girts shall receive one(1) shop coat of rust inhibitive primer after being thoroughly cleaned of all loose mill and scale rust. Primary and Secondary framing Material Specifications: • Plates and bars used fabricating automatically continuous welded beams and columns. Materials conform to the requirements of ASTM A -529, A -572 and A -570 (Minimum Yield Point = 50.0 ksi): • Structural Pipes Materials conform to the requirements of ASTM A -53. • Cold Formed Steel: Steel used to form purlins and girts shall be hot rolled steel. Materials conform to the requirements of ASTM A446. Roof and Wall Covering: ▪ Roof and wall covering shall be formed from galvanized steel of minimum 26 U S gage with not less than 1.25 ounce per square foot (G 90) of zinc coating. • Materials all conform to the chemistry requirements of ASTM A446. • Roof and wall panels shall be fastened to framing members with *12 hex -head cadmium plated self- tapping, self - drilling screws. • Factory coated baked enamel colored roof and well sheets will be provided optionally with colors to be selected from available colors. • High ribs of the panel shall be spaced at 12" on center. These ribs shall be 1 1/4" in depth. Roof and wall panels shall be made to overlap one rib. The panels shall provide a net coverage of 3' -0 ". • Fiberglass Reinforced Translucent Panels: Where translucent roof or sidewall panel are indicated, they shall have a profile matching the adjacent steel panels. Nominal weight of panels shall be 8 ounces per square foot and a nominal thickness of .060 inches. Walk Doors: • Standard walk door shall be 3' -0" x 7' -0" x 1 3/4 inch thick single swing flush type steel construction. Doors shall be galvanized and bonderized for maximum rust protection. Ridge Ventilators: • Where specified, ventilators shall be either continuous or circular ridge mounted. Circular vents may be either stationary or rotary type, Gutter, Trim and Downspouts: • Gable, corner, door, window, cave and gutter shall be of 26 U S gage galvanized steel. All gutter splices shall be field riveted and caulked to provide leakproof joints. Ridge Cap: • The standard formed ridge cap shall be formed to match the roof slope and shall be of the same materials, color and configuration as the roof panels. Sealants: • Closure Strips: Closures shall be constructed of semi -rigid polyethylene foam. • Tape Sealant Ribbon mastic 1" x 3/32" shall be provided for side and end laps of roof panels. • Gutter Sealant: Acrylic base polymer applied with open barrel caulking gun. PROJECT NAME: HARLEY DAVIDSON STORMWATER VAULT PAGE 1 OF PROJECT No.: 99230 DATE: 09/01/99 STRUCTURAL CALCULATIONS FOR PERMAFORM WALLS ONLY ENGINEER: DALE A. KVAMME KVAMME CONSULTING 4625 72ND AVENUE W. UNIVERSITY PLACE, WA 98466 ARCHITECT: ROSS DECKMAN ARCHITECT 4121 SOUTH MERIDIAN, SUITE 2B PUYALLUP, WA 98373 JURISDICTION: CITY OF TACOMA SITE ADDRESS: 13001 - 48th AVENUE SOUTH CODE: 1997 U.B.0 LOADS: LATERAL SEISMIC: ZONE 3 VERTICAL HS20 -44 TRUCK LOADING SOIL WEIGHT = 110 PCF CORRECTION LTR # _ �- EXPIRES lo/23/ 00 SOILS (PER GEOTECNICAL REPORT BY GILES ENGINEERING ASSOCIATES, ALLOWABLE SOIL BEARING PRESSURE 2000 PSF ALL RECOMMENDATIONS OF GEOTECHNICAL REPORT MUST FOLLOWED FOR BACKFILL AND DRAINAGE c Sp l 1999 PERMn0 R p PROJECT NAME: HARLEY DAVIDSON STORMWATER VAULT PAGE 1 OF PROJECT No.: 99230 STRUCTURAL CALCULATIONS FOR PERMAFORM WALLS ONLY ENGINEER: DALE A. KVAMME KVAMME CONSULTING 4625 72ND AVENUE W. UNIVERSITY PLACE, WA 98466 ARCHITECT: ROSS DECKMAN ARCHITECT 4121 SOUTH MERIDIAN, SUITE 2B PUYALLUP, WA 98373 JURISDICTION: CITY OF TACOMA SITE ADDRESS: 13001 - 48th AVENUE SOUTH CODE: 1997 U.B.0 LOADS: LATERAL VERTICAL SEISMIC: ZONE 3 HS20 -44 TRUCK LOADING SOIL WEIGHT = 110 PCF DATE: 09/01/99 !EXPIRES 10/23/ 0 ° SOILS (PER GEOTECNICAL REPORT BY GILES ENGINEERING ASSOCIATES, ALLOWABLE SOIL BEARING PRESSURE 2000 PSF ALL RECOMMENDATIONS OF GEOTECHNICAL REPORT MUST FOLLOWED FOR BACKFILL AND DRAINAGE REID MIDDLETON 25 -9503 4.2 40' • a - $4 4 a 4 VOLUME REQUIRED =1696 CF VOLUME PROPOSED =2720 CF VAULT D ETA I L NOT TO SCALE TOP =8.6 PROFILE VIEW FLOOR =5.2 40 ' I I I I_ I I I 1 I I I I I 1 1 1 1 I I I I I I I 1 1 1 l I I_ 1 1 I I 1 I TTTTTTTTTTTTTTTTTTTTTTTTTTT ITT TTTTTT I I I I I I 1. 1 1 1 1 1 1 1 1 1 1 VrT PER M"1" 11 t I 1 t 1 1 1 1 I 1 1 1 11111111111111 VAULT SECTION VAULT FLOOR PLAN 1 SCALE: ,/Y'_,•-C . 1 i - v 'I Ste: 1n -_r-o e TIP Ja 73 ( et- F44 4-4—Y //J P oa . Ta m ►c u.�. -) L NOTE: LID MANUF. TO VERIFY BEARING LATERAL CONNECTION REQUIREMENTS LID CONNECTION TO CARRY 24" #5 24" O.C. 2" (2) #4 BARS (HORIZ.) ® TOP #4 BARS (VERT.) © 12" O,C. #4 BARS ( HORIZ. ® O.C. 411P I P MT J1 . PARC (� 17 r f W WATER STOP DRAIN BEARI \G WALL 3' -0" POUR SLOTS PER MANUF. VOID DAM BY MANUF. TYP. DESIGN LID TO HS20 -44 LOADING SCALE: 1 /2 " =1' -0" 10 10 -4.60k )e/lr NOTE: LID MANUF. TO VERIFY BEARING LATERAL CONNECTION REQUIREMENTS LID CONNECTION TO CARRY .2154:4/FT. LATERAL LOAD 3coo up/Fr PER MANUF. #4 BARS (VERT.) © 12" O.C. #4 BARS (HORIZ.) © 12" O.C. WATERSTOP DRAIN E\D WALL 41 ■ S-0" 1' SCALE: 1/2"=V-0" WATERSTOP — RX 101T (1 -1/4 "x1/2" STRIP) BY VOLCAY INSTALLED IN STRICT CONFORMANCE w/ MANUF. SPECIFICATIONS I • ds� • • •� • te � ,� — i d. a • 4 ` • C6) WATERSTOP DETAIL SCALE: 1/2 " =1' -0" • pp,ig 5,-KAI/J60/ GALVANIZED LADDER RUNGS © 1'.-0" APART Der 0 e Forz ja ..) ACCESS POI\T SCALE: 1 /2"=1'-0" lLttl•JC.�.sit:5tr3'�3L1FL ^'!' aS" 3w' tt': s: P'? Sr ` ^�ii'£i,�C:r-- a�:1""�1 '��".�'.`���`n:Y..;`�".�'� ....d« _ viCaiw.� _a -,�t.. .: i #5 BARS 0 12" O.C. (HORIZ.) INTERLOCKING U -BARS CORNER SCALE: 1/2"=1'-0" • . • , . . • ■ • „ #5 BARS © 12" O.C. (HORIZ.) INTERLOCKING U -BARS #4 ADD #4 ADD x FULL HEIGHT , ,;, ••• , ; ,;,;,„ • • ' . ; .z PIPE THRU WALL SCALE: 1 /2"=1'-0" 2'-6" t EACH WAY SCALE: 1 /2"=1'-0" I — U I I — U I I 1 I I I I I I I O 0 / 1 o . I I I II II Mk / i.� 1 iii /ii /i/iii ii // i% /iii „��z "/.2372i// -1 / /iii�i� I — U I — U I — U I — U I — U I — U I — U 12” 1 p IDE VQD #5 IN EACH VOID ( #5 2' -3" VA\ 1 X 11 A l t. I/ A l ts yl A I #. Il A l 1s 6 „C.I #5 IN EACH VOID 1' -0'1 5' -3” P. CONCRETE HOLE PLA\ ILL.. I / A.. — 1 SCALE: 1 /2 " =1 is = 0.49 * W (DEAD LOAD) PROJECT NAME' HARLEY DAVIDSON STORMWATER VAULT PAGE 1 I OF • PROJECT No 99230 DATE: 09/01/99 SEISMIC FOR ZONE 3 V= 3.0*Ca*WIR Ca = 0.36 SOIL PROFILE TYPE SD R = 2.2 NONBUILDING STRUCTURES - TANKE ' PROJECT KVAMME CONSULTING ENGINEERING DESIGN NARLE»I DAVIDSon! STCRm\uArER VACH C E HECKED JOB # ... c 3© SHEET IA._ DESIGNED DK DATE 9'/59 DATE �... I yip') G = 1 <=> PS iv* -+- ZJ7 Ps n C~ z" „Sort (8 /2. zo) 141‹:, 'Li n L-ol.) G pis • 4625 72nd Avenue W. • University Place, WA 98466 • Phone: (253) 566 -4936 • Fax: (253) 566.5413 • E•Mail: DKvamme @Compuserve.com �3th"G,fY..e v,n k••.n t Kvamme Consulting 4625 72nd Avenue W. University Place, WA 98466 Ph (253)566-4936 Fax (253)566 -5413 Description Criteria I Retained Height Wall height above soil Slope Behind Wail Height of Soil over Toe Soil Density Wind on Stem = 0.0 psf Design Summary Total Bearing Load = ...resultant ecc. _ Soil Pressure @ Toe = 749 psf OK Soil Pressure @ Heel = 48 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable AC1 Factored @ Toe = 974 psf ACI Factored @ Heel - 62 psf Footing Shear @ Toe - 9.0 psi OK Footing Shear @ Heel = 6.2 psi OK Allowable - 76.0 psi Wall Stability Ratios Overturning = 1.92 Sliding = 0.54 Sliding Calcs (Vertical Component NOT Lateral Sliding Force = 778.5 less 100% Passive Force = - 84.4 less 100% Friction Force = - 333.1 Added Force Req'd = 361.0 lbs NG ....for 1.5:1 Stability - 750.2 lbs NG Ltooting Design Results I Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 3.50 ft = 0.50 ft • 0.00: 1 = 0.00 in = 110.00 pcf Toe • 974 • 743 139 = 603 = 9.04 76.03 = None Spec'd = None Spec'd = None Spec'd 1 1,196 lbs 5.28 in OK UNSTABLE! Used) lbs lbs lbs Heel 62 psf 82 ft-# 351 ft-# 268 ft-# 6.20 psi 76.03 psi Scope : WN1 51 5, .1, 3• WCIS C3 Warn: Cantilevered Retaining Wall D S1a tCWC6 1 71. I. V[II t f �u "•1999. W,,.37 Cantilevered Page 1 Icl 1 983.99 E`1ERCALC L T ;C}RII�j AM FILES \ENER \99230.ECW;CALCULATI Outward Loading to Wall - Use equivalent height Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 Toe Active Pressure = 0.0 = 300.0 = 3.5 ft Passive Pressure Water height over heel FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in L Stern Construction I Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa - 0.459 Total Force @ Section lbs = 897.6 Moment....Actual ft-#= 1,047.2 Moment Allowable = 2,282.0 Shear Actual psi= 18.7 Shear Allowable psi= 76.0 Bar Develop ABOVE Ht. in = 13.95 Bar Lap /Hook BELOW Ht. in = 6.00 Wall Weight = 96.7 Rebar Depth 'd' in = 4.00 Masonry Data fm Fs Solid Grouting Special Inspection = Modular Ratio 'n' Short Term Factor Equiv. Sdiid Thick. Masonry Block Type = Medium ▪ Weight Concrete Data fc Fy Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S • Fr Key: No key defined "Jtq } :st /3 Title : Harley Davidso 'lit Job N 99230 Dsgnr. Dale Kvamme Date: 5:47AM, 1 SEP 99 Description : Retension Pond Wall psi = psi = psi= psi = Top Stem Stem OK ft= 0.00 = Concrete = 8.00 # 4 • 12.00 • Center 2,000.0 40,000.0 Footing Strengths & Dimensions fc = 2,000 psi Fy = 40,000 psi Min. As % = 0.0018 Toe Width = 1.33 ft Heel Width = 1.67 Total Footing Width = 3.00 Footing Thickness = 9.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 2.00 in © Btm.= 3.00 in hs� , `•• Kvamme Consulting - 4825 72nd Avenue W. University Place, WA 98466 Ph (253)566-4936 Fax (253)566.4413 Description 'Item OVERTURNING Force Distance Moment lbs ft ft-# 1,102,9 Heel Active Pressure = 778.5 1.42 Toe Active Pressure = 0.25 Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load Stem Above Soil = Seismic Load Total = 778.5 O.T.M. = 1,102.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Vertical component of active pressure used for soil pressure = 1.92 1,195.7 lbs Tltl Harley Davidson Davldso4jt Job # 99230 Degnr: Dale Kvamme Dab: 5:47AM, 1 SEP 99 Description: Retenslon Pond Wall Scope : 1:10/1910002 Page 2 Qom KW-0803171. Vat 5.1.2. 12..1u...1999. Vitm32 Cantilevered Retaining Wall D9sian 1511953-99 tovErICALC : FILIMCNVICALC\99230.ECW:CALCULATI Outward Loading to Wall - Use equivalent height _ Summary of Overturning & Resisting Forces & Moments I Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Mal Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component = • Total s RESISTING Force Distance lbs ft 386.3 2.50 0.00 1,110.4 lbs R.M. Moment ft-# 965.1 386.7 1.66 643.2 337.5 1.50 506.2 2,114.5 7 9H V @Toe • Designer select horiz. reinf. @ Heel See Appendix A m*.a7paf .748psf 77V.o90 ' i• Description Wind on Stem Footing Desi Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Kvamme Consulting 4625 72nd Avenue W. University Place, WA 98466 Ph (253)566-4936 Fax (253)566-5413 Page 1 1RE': 510E102 (W.D6"17‘ V" 5 ' 1 ' 2 ' 3."v" 999. '1'32 Cantilevered Retaining Wall D9sian AM ICI 19E13.99 ENCKICALC car‘ FILES ENERCALM9 9 230.ECW: CALCULATI Inward Loading to Wall Criteria • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Soil Pressure @ Toe Soil Pressure @ Heel = Allowable Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear © Toe Footing Shear @ Heel Allowable Wall Stability Ratios n Results veoutooc • 3.50 ft 0.50 ft 0.00: 1 0.00 in 110.00 pcf Design Summary 1 Total Bearing Load = 989 Ibs ...resultant ecc. = 3.96 in 6.1 psi OK 4.1 psi OK 76.0 psi Overtuming = 1.89 OK Sliding = 0.81 UNSTABLE! Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 496.7 lbs less 100% Passive Force = - 84.4 Ibs less 100% Friction Force = - 316.5 Ibs Added Force Req'd = 95.9 Ibs NG ....for 1.5 : 1 Stability = 344.2 lbs NG Toe 1,005 • 436 79 358 = 6.07 76.03 = None Spec'd = None Spec'd = None Spec'd C 0.0 psf 785 psf OK 64 psf OK 2,000 psf Allowable 1,005 psf 82 psf Heel 82 psf 37 ft-# 153 ft-# 116 ft-# 4.11 psi 76.03 psi Scope : Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55,0 Toe Active Pressure = 0.0 = 300.0 = 0.0 ft Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure Stem Construction 1 Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa = 0.293 Total Force © Section lbs = 572.7 Moment....Actual ft-#= 668.1 Moment....Allowable = 2,282.0 Shear Actual psi = 11.9 Shear Allowable psi = 76.0 Bar Develop ABOVE Ht. In = 13.95 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 96.7 Rebar Depth d in = 4.00 Masonry Data fm psi = Fs psi = Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Medium Weight Concrete Data fc Fy = 0.350 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S Fr Heel: Not req'd, Mu < S Fr Key. No key defined heffi. 11 Title : Harley Davidkdault Job # 99230 Dsgnr: Dale Kvamme Date: 5:47AM, 1 SEP 99 Description: Retension Pond Wall = 0.00 in Top Stem Stem OK ft = 0.00 = Concrete 8.00 # 4 12.00 Center psi = psi = 2,000.0 40,000.0 Footing Strengths & Dimensions fc = 2,000 psi . Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy Key Width Key Depth Key Distance from Toe = Cover © Top = 2.00 in = 40,000 psi 0.0018 1.00 ft 1.33 2.33 9.00 in 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in Kvanune Consulting 4625 72nd Avenue W. University Place, WA 98466 Ph (253)566-4936 Fax (253)566-5413 L 9W; 51 C11302 Ustmt SW.0603171. VCR 9.1.2. 1 3...lura• 1 999. 90932 191 1992.99 ENC9CALC Cantilevered Retaining Wall DIVS111Am riLcs\ENsptcALM99230.ccw:LCULA Description Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load © Stem Above Soil = SeismicLoad Inward Loading to Wall 'Summary of Overturning 8, Resisting Forces & Moments 1 496.7 1.42 =. • • = RealatinglOvertuming Ratio OVERTURNING Force Distance Ibs ft 0.25 Moment ft4 703.7 Total = 498.7 0.T .M. = 703.7 = 1.89 Vertical Loads used for Soil Pressure = 989.4 Ibs Vertical component of active pressure used for soil pressure Scope : Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Mal Dead Load on Stern Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Total 22 / Title : Harley David Ault Job # 99230 Dsgnr: Dale Kvamme Date: 5:47AM, 1 SEP 99 D•scriPtion Retension Pond Wall RESISTING Force Distance Ibs ft 255.4 2.00 386.7 262.1 0.00 904.2 Ibs R.M.22 Moment ft4 510.3 1.33 515.6 1.17 305.4 1,331.3 • ' ' #0@0.in , @Toe Designer select . , #° all horiz. reinf. @ Heel. See Appendix A l'-0" 2r-4" mg 785.46psf • Pp= 84.375# .817Psf 496.72# Description Criteria Retained Height = Wall height above soil = Total Wall Height = Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Total Bearing Load = ...resultant ecc. _ Soil Pressure @ Toe = Soil Pressure © Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Reaction at Top Reaction at Bottom = Footing Design Results Toe Factored Pressure = Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Kvamme Consulting 4625 72nd Avenue W. University Place, WA 98466 Ph (253)566 -4936 Fax (253)568.5413 Inward Pressure on Wall I 3.50 ft 0.50 ft 4.00 ft 3.50 ft 0.00 :1 0.00 in 110.00 pcf 0.0 psf Design Summary 963 lbs 0.00 in 362 psf OK 362 psf OK 2,000 psf Allowable 507 psf 507 psf 3.6 psi OK 6.3 psi OK 93.1 psi 112.3 lbs 404.1 lbs Sliding Calks Slab Resists All Sliding I lateral Sliding Force = 404 lbs 507 507 psf 448 0 ft-# • 155 157 ft-# • 294 157 ft-# = 3.58 6.31 psi 93.11 93.11 psi Soil Data I Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingliSoil Friction Soil height to ignore for passive pressure Thickness = 8.00 in Wall Weight = 96.7 pcf Stem is FIXED to top of footing Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data i C 111.41 Title : Harley David(' iault Job # 99230 Dsgnr: Dale Kvamme Date: 5:53AM, 1 SEP 99 Description : Retension Pond Wall Scope: pry: 51=02 Ue[e: CWC6C3171. VCR 5.1.2. 13•.1um•1999. WIN34 ICI 1983.99 ENCRCAI.0 Restrained Retaining Wall Deslgn FILE9 \ENCRCALC \99230.ECW:CA CUL TI = 2,000.0 psf Method = 55.0 = 55.0 300.0 = 0.0 ft = 0.350 = 0.00 In Fy fc @ Top Support Stem OK • 3.50 ft _ # 4 12.00 in = Center = 4.00 in fb/FB + fa/Fa = 0.000 Mu....Actual = 0.0 ft-# Mn * Phi Allowable = 2,321.3 ft-# Shear Force @ this height = 0.0 lbs Shear Actual = 0.00 psi Shear Allowable = 93.11 psi Rebar Lap Required = 12.00 In Rebar embedment into footing = Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- aI Footing Strengths & Dimensions fc = 3,000 psi ' Fy = 40,000 psi Min. As % = 0.0014 Toe Width = 1.33 ft Heel Width = 1.33 Total Footing Width = 2.66 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.25 in @ Btm.= 3.25 in Concrete Stem Construction I = 40,000 psi 3,000 psi Mmax Between Top & Base Stem OK 1.48 ft # 4 12.00 in Center 4.00 in Not req'd,Mu <S`Fr Not req'd, Mu < S ' Fr No key defined 0.111 257.2 ft-# 2,321.3 ft-# 12.00 in at Base of Wail Stem OK 0.00 ft # 4 12.00 in Center 4.00 in 0.000 0.0 ft-# 2,321.3 ft-# 381.8 lbs 7.95 psi 93.11 psi 6.00 in 8:00005 ".Concrete . w / #4 .Lateral Restrant 112.3 #.- 8.00005". Concrete w/. #4 8.00005" Concrete w/ #4 @ 12. V Sliding Restraint. #0 @0.in 3 1/4" 3' -6" Lateral Restraint 112.3 # Sliding Restraint Pp= 104.17# 362.21psf 362.21psf 516.39# Structural Calculations For Downtown Harley Davidson 1300148 Ave South, Tukwila, WA for Foundation and Limited Mezzanine Design Prepared for: CHG Building Systems Inc By peLSOf copsuLdpq EpgfpQFRtnq Ps Job Number: 99071 July 16, 1999 f EXPIRES MARCH23 . J,V� ( TECIME AUG 3 1 1999 REID MIDDIETON • Contents: Page: Statement of Task, Code, Client, Loads, Liquefaction 1/Design Mezzanine Loads 1/Mezz Mezzanine Man 2/Mezz Mezzanine Bar Joist Selection . 3/Mezz Mezzanine Header Beams 4,5/Mezz Foundation Man 1/Fdn Summary of Footing Loads 2/Fan Design of Footings 3-38/Fdn • Footing Schedule 39/Fdn Anchorl3olt Detail for F-9,0 Footings 40/Fdn Foundation Thru Tie Calculation 41/Fdn Trellis Calculations 1-3/Trellis „.. u co .t. (Q l' a 0 Mi vori TOM Ong EXPIRES MARcHz j •■•■•■•■•••■•••■••••••■■. Nelson Consulting Engineen g PS' 19221 58th Ave NE . . Kenmore, Washington 98028-3118 ( 425) 483 -9126 Fa= : (425) X1136 Task:` Design of foundation for pre engineered metal building - to loads provided by metal building designer. Design of certain structural 'elements of the interior mezzanine. Balance of mezzanine structural members are being designed and provided by CBC Metal Buildings. .._ i ;..... -. Calculation of lateral loads imposed on the metal building structure by the mezzanine. Design; of lateral load resisting elements for the building and mezzanine s by CDC Metal Buildings. Design of miscellaneous structural elements as'enclosed herein. Disclaimer: ;The limite, of this engineer's design is contained herein. Balance of _ design on this projectis by others and this engineer'accepts no r for their work.' ; i a Code:. 1997 Uniform Building Code: differential settlement. To prevent this risk of set installation of a pile supported foundation. 'no Or Client: CHG Buildin 5 Stems Inc.,:5eattle,WA Foundation Design: The design of this: foundation meets the riecd.rn Me n,lecf d ': criterea in soils report #J -370 dated June 4th,1,999, by John E Zipper PE of Zipper Zeman A ssociates Inc .. of_ WA. Liquifaction Potential Geotech engineer has identified this site as having , a potential for liquifaction during seismic events. (This building is expected to experience up to four and one half (41/2) inches) , The client . is advised that some repair to the structure may be necessary after seismic event and subsequent differential . er a su ....- . . . EXPIRES MARCH 23, /.- 'tiA(f J would require the 7 is f� Nelson C onsulting Enginee . ;S r1922 Ave NE x ' K enmore, Wahington 98028 -3118 (42 (425)'485 1136: F . L24 1)S Job ant!; i Dow Harl s on cript1on, i+ ; Job, No: .99271. Page Number ' r�2 E_ CL.. ' .:_.w.:..... . + _ _ • - 1. o_ ' .. • 155 ._ -' I 1 • .. 1 ' I 1 ! i 1 .1 ; 1 • , . I 1..-.1 ■ zxfii .-.L ' i ____ .. 1 • ,. - ...:1 .. .,"' • ''' s, .. 11 �� .. . z1 ' b ...., .............„..... ._..........,_:_....._.• ... .... 1 , . .. • C elsonConsulting:Enginee y PS 28221 58th 'AieNE • .•'„ Kenmore, Washington '',98028-3118 (425)483- i•-';' :! • : • • . . , N) . r.4 CY) Job Name: Oowntown Harley Pavison !hi o 0: 99Q71 • • • - -• • • • t • ; • 1 • • I . • • ; I ; 1 • 1 -; • I • • I I I 1 i I ; i , 1 1 r / — 7 - .L..... _ .... _i ____.,_ i. ,__ f- 1 I ! .., 1 . ,......,..__;... i. .. , ! , 1 ---i •-i--- -, -4 • ' I ■ , i ; i , , 1 1 I ; ,....— f. -i i ! 1 ......._, .._ , t . 1 I , , I i I i . 1 . .i.. : ., S . -I ....: .....,_ ! ; ' '''' • U.. ■ , -,.. •• --• 0 • v y. • - -; I ' •C __. 0 ' . ; .....3 " i• .....,.; ! • ' ....] n" • 1 • i , • t • I' ; • I. i • ; ; ; lo 1.7 ' ' 1 • ^ 1 i ' _,..,:•_, .,:_•, _•.1 ; . __ •;e_;. 1 ...3... T 7._;...:1 4 .4... •,•._.... ...•. _-_ ... 1. 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'. • 4, - . -4 .. .: :,. ,...i.., . 1 . ---i• .y.-7.::. ..i E_ .../ ..:. til..... • • :, 5.S - -• .,' ••:.:1•-•-_ • • 1.-- . i , ••:• • : , . i 4 • 1 • I , • i .: • ' , •• •.;. : :- :.••-• :.L.':. c_4-.R...o_Dpi.2._..4..p_Er-..,L -..,..0- :. -..1. .7,....a.:_ -.• : :- •:..... . • ••• I r • — " 7 • • • Nelson Coi suiting Engines ny PS,' 1922 158th Ave NE ' •Kenmore, Wadhington 98028 -3118 425) 4839126: . , : Fa ': (425) 485- 1136 ik \\,./ Nelson Consulting Engineering- 19221 58th Ave NE Kenmore, Washington 98028-3118 425) 483-9126 Fax (425) 485-1136 IIN 5" /1" W6Y1 OFEN FOR STAIRS . • • OSC.. FSNR-. P(S1 . a r rf .,•■••td• 5•1.41..1•••■• Nelson Consulting Engineers yP 922158th NE . enn oie Waihington ' = 3118 . 4.2 483.9126 Fawc,`(425) 485 - 1136`: Q N PrePared by: JN ,! :7/ � /99 Job Name ;Downtown David6on` li N Nelson Consulting EnglneenngL • 1 58th A ve NE ,• , Kenmore, Wuhington 98028-3118 (425) 483-9126 Fax: (425) 485-1136 F . : 007.(11j9 LS Fp C-1;1 19'230 ..0 - 1. 1 ). . . . SIAP?06-T 1-1;, ;H,A . \/. • Vt • • lei3k 2'1 2,1 . L LIS I Ft_A_ " ! --• . •/.N3 1_ 1 k 07. 14. (9-, A ; Itt 1 1 I r 11. KS • t3I F:V1 53 :F 2-1. Fit F 3 F F 72,1 1 F-3 : .1 • I, 5 Ei F I .191 . 10 0 P3 F-Ao. D-1 F I 5. 40 I c okrr R 3 -r 11 01.1 8 , 2_ owritokilH 0 iirfey ; . •I , ' — 21..4 /FD 41/11 6(1' 12.11' 13/ 1 I; 117.. /" ; L-„ 1W" • 2,07.1 v, 21// 2 2i" V .24/" 25/ `/ . 2( 2_q " .26/" V )7/ 3cV 51/" 32/" 33/( Footing Loads (Kips) Mot Hyy Vzz Vzz Load Parallel to Frame Load Perp to Frame downwards uplift 6 0 21 0 Footing Variables (Ft & Kips) Footing Footing Width Length 3.5 3.5 Footing Depth 1.0 Anchor Bolts (inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 2.00 0.75 4.00 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 1.84K Eccentricity of Col along length of Ftg 0.00 P/A + McA (KSF) 1.72 15 Area (SF) 12.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 2.50 0.00 1.90 0.00 Ftg + Collateral Wt 2.84 , Minimum Wt Req'd 0.00 ' Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle (PsiPq " " w/ deep embedded AB & Deep ParalleUPerp A Bolts Embedded Bolts Std A Bolts OK? ParalleUPerp Deep A Bolts OK? ParalleUPerp 0.67 OK 0.67 OK 0.39 0.00 OK 0.00 OK 0.00 Deep A Bolts wl relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 608 Shear Stress (PSI) 30.2 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Shear Area: (SQIN) 336 Allow Shear Stress Beam shear stress: 17.9 55 Shear Stress OK? OK 336 16.4 OK PSI Flexure Design Bottom Steel: Kip Ft Long Direction: Positive Moment: 9.2 Short Direction: Positive Moment: 9.2 As Req'd (SQIN) 0.191 0.191 Minimum Steel: 1.008 1.008 Nelson Cansultlr>,( E;rglneerlrq P5 19221 58th Ave NE Kemure, WA 98028 -'118 (425) -483 -9126 Fax: 0120 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 3/Fdn 99071 7110/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Connection Ref Ott: A'1 None Allowable Soil Bearing Pressure: Concrete fc (fc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B 1.33 Reinf Bar Grade 40 40 or 60 2 2.6 [Yes INo KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 44 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.0 5.0 Footing Depth 1.3 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 4.99K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 1.76 15 Area (SF) 25.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 5.99 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Ps/PteN(Nt)" w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? Para llel/Perp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Botts OK? Para llel/Perp OK 0.00 OK 0.00 Deep A Botts w/ rein( angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 36.9 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear Allow Shear Stress 55 Shear Area: (SQIN) 717.6 Beam shear stress: 19.4 Shear Stress OK? OK 717.6 18.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 27.5 Positive Moment 27.5 As Req'd (SQIN) 0.383 0.383 Minimum Steel: 1.9152 1.9152 Nelson Consulbrtq Er>gineerinq P5 1922158th Ave PE Kenmore. WA 9802 &9118 (425) -48, -9126 rat: (429) 485-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 4/Fdn 99071 7/10/99 Metal Budding Footing Design Program 1997 Uniform Building Code Footing Location: Connection Ref Dtl: A' -3 None Allowable Soil Bearing Pressure: Concrete fc (rc = 2, 2.5, 3, 4 ksi) Special Inspection for Bolts? Duration factor for A B 1 Rein( Bar Grade 40 40 or 60 2 2.5 [Yes No KSF KSI Footing Loads (Kips) Hxx Hyy Va Load Parallel to Frame Load Perp to Frame downwards 0 0 24 Vrz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 3.5 3.5 . Footing Depth 1.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 1.84K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/1(KSF) 1.96 15 Area (SF) 12.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) . Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallet/Perp (Standard Embedment) ParalieUPerp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 2.54 Minimum Wt Req'd 0.00 Ftg • Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation . 0 w/ deep embedded Parallel!Perp A Bolts SW A Botts OK? ParalleUPerp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Botts OK? ParalleUPerp OK 0.00 OK 0.00 Deep A Botts WI mint angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 608 Shear Stress (PSI) 34.5 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 336 Beam shear stress: 20.4 Shear Stress OK? OK 336 18.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 10.5 Positive Moment: 10.5 As Req'd (SQIN) 0.219 0.219 Minimum Steel: 1.008 1.008 Nelson Ccnsultirg engIneerirq P5 192215% Ave NE Kenmore. WA 98028-5118 (925)- 9839126 FaK: <425) 985 -1136 Prepared by: Job Name: Description: JN Downtown Harley Footing Design Page: Job Number: Date: 5/Fdn 99071 7/10/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: A'4 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 1Yes No (40 or 60) 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 3 0 6 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 2.0 2.0 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight .60K Eccentricity of Col along length of Ftg 0.00 P/A • Mc/I (KSF) 1.50 15 Area (SF) 4.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Paralle/Perp Ps 3.17 1.25 1.50 0.00 1.90 0.00 Ftg + Collateral Wt 1.60 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (parpooN vs.tve w1 deep embedded Paraliel!Perp A Bolts Std A Bolts OK? Paralle/Perp 0.29 OK 0.29 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Paranet/Pero OK 0.17 OK 0.00 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 608 Shear Stress (PSI) 6.0 4ltow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 192 Beam shear stress: 3.9 Shear Stress OK? OK 192 2.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 1.5 Positive Moment 1.5 As Req'd (SQIN) 0.031 0.031 Minimum Steel: 0.576 0.576 Nilson Consulting er f 5 192215% Ave ICE Kemiore. WA 9802B-4II6 (429)-48'5-9126 Fax: ( 425) 485 -1146 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 6/Fdn 99071 7110199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Connection Ref DU: A'5 None Allowable Soil Bearing Pressure: Concrete fc (fc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 40 or 60 2 2.5 Ives No KSF KSI Footing Loads (Kips) Hxx Hyy Viz Viz Load Parallel to Frame Load Perp to Frame downwards uplift 5 0 21 0 Footing Variables (Ft & Kips) Footing Footing Width Length 3.5 3.5 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 2.00 0.75 4.00 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 1.84K Eccentricity of Col along length of Ftg 0.00 P/A + Md l (KSF) 1.72 15 Area (SF) 12.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 2.50 0.00 1.90 0.00 Ftg + Collateral Wt 2.84 s Minimum WI Req'd 0.00 Ftg + Collateral Wt Required OK A Boit Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ (psay lr" w/ deep embedded AB & Deep Parallel/Perp A Bolts Embedded Bolts Std A Bolts OK? Parallel/Perp Deep A Botts OK? Parallel/Perp 0.67 OK 0.67 OK 0.39 0.00 OK 0.00 OK 0.00 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 808 Shear Stress (PSI) 30.2 Allow Shear Stress (PS( Punching Shear OK? 100 OK Beam Shear: Shear Area: (SQIN) 338 Allow Shear Stress Beam shear stress: 17.9 55 Shear Stress OK? OK 338 16.4 OK PSI . Flexure Design Bottom Steel: Kip Ft Long Direction: Positive Moment: 9.2 Short Direction: Positive Moment 9.2 As Req'd (SQIN) 0.191 0.191 Minimum Steel: 1.008 1.008 C. Nelson Cansultlrq en P5 19221 58111 Ave td: Kenmore, WA 98028 -3118 ( 425) -48'5 -9126 Fa:: ( 425) 485 - 11% Prepared by: Job Name: Description: JN Downtown Harley Footing Design Page: Job Number: Date: 7/Fdn 99071 7/10/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Connection Ref Dtl: LI None Allowable Soil Bearing Pressure: Concrete fc (ft = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 40 or 60 2 2.5 IYes No KSF KSI Footing Loads (Kips) Hxx Hyy Vu Load Parallel to Frame Load Pep to Frame downwards 0 0 44 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.0 5.0 Footing Depth 1.3 Anchor Botts (inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 4.99K Eccentricity of Col along length of Ftg 0.00 PIA + Mc/i(KSF) 1.76 _ 15 Area (SF) 25.0 Bearing Pressure OK Base Plate WldthlLength 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Paralle&Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 5.99 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Boit Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Ps/P " " +NsM) wI deep embedded Parallel/Fern A Bolts Std A Botts OK? Parallel/Pero 0.00 OK 0.00 0.00 OK 0.00 Unity Equation • With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParalieUPerp OK 0.00 OK 0.00 Deep A Bolts w/ relnt angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 36.9 Allow Shear Stress (PS( Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 717.6 Beam shear stress: 19.4 Shear Stress OK? OK 717.6 18.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 27.5 Positive Moment 27.5 As Req'd (SQIN) 0.383 0,383 Minimum Steel: 1.9152 1.9152 Nelson Consulting Englneerlrg P5 19221 58th Ave NE Kermore, WA 98028 -118 ( 425) -48 -9126 Fax: (425) 485-1196 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: BIFdn 99071 7/10199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Connection Ref DtI: L3 None Allowable Soil Bearing Pressure: Concrete fc (rc= 2,2.5,3,4ksi) Special Inspection for A Botts? Duration factor for A B Relnf Bar Grade 1 40 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 24 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 3.5 3.5 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 1.84K Eccentricity of Col along length of Ftg 0.00 P/A + Mcll (KSF) 1.96 15 Area (SF) 12.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 2.84 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Papi)" ".N+NO"" w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? Parallet/Perp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Para liel/Perp OK 0.00 OK 0.00 Deep A Botts w/ mini angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 608 Shear Stress (PSI) 34.5 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 336 Beam shear stress: 20.4 Shear Stress OK? OK 336 18.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 10.5 Positive Moment 10.5 As Req'd (SQIN) 0.219 0.219 Minimum Steel: 1.008 1.008 Nelson Ca/suiting E;rgIr erinq 1 19221 58th Ave It Kenmore, WA 9802 &'118 (425) -465-9126 Fax: ( 425) 485 - 1156 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 9/Fdn 99071 7/10199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: L4 Allowable Soil Bearing Pressure: Concrete fc (Pc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Va Load Parallel to Frame Load Pep to Frame downwards 3 0 6 Va uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 2.0 2.0 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight .60K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 1.50 15 Area (SF) 4.0 Bearing Pressure OK Base Plate Widthngth 10.00 M 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallei/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 1.50 0.00 1.90 0.00 Ftg + Collateral Wt 1.60 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P )" w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? Para llellPerp 0.29 OK 0.29 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Para llel/Perp OK 0.17 OK 0.00 Deep A Bolts w/ rein( angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SOIN) 608 Shear Stress (PSI) 6.0 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 192 Beam shear stress: 3.9 Shear Stress OK? OK 192 2.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 1.5 Positive Moment 1.5 As Req'd (SQIN) 0.031 0.031 Minimum Steel: 0.576 0.576 Nelson Consultirq Prglneerlrq P5 19221 58th Ave tt Kermore, WA 98028 -N18 (425) -483 -9126 Fax: (425) 465 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 101Fdn 99071 7110/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Connection Ref DU: L5 None Allowable Soil Bearing Pressure: Concrete fc (rc = 2, 2.5, 3, 4 ksi) Special Inspection for A Botts? Duration factor for A B Rein/ Bar Grade 1 (40 or 80 2 2.6 Yes No KSF KSI �,f Footing Loads (Kips) Hroc Hyy Vu Load Parallel to Frame Load Perp to Frame downwards 15.5 0 81 Vu uplift 0 Footing Variables (Ft 8, Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Bolts A Bole Diameter A Bolt Edge Dist 4.00 1.00 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mcl (KSF) 1.92 15 Area (SF) 42.3 Bearing Pressure OK Base Plate WidthILeyth 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) Parallel/Perp Ps 2.75 1.02 3.88 0.00 1.37 0.00 Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation ( Y "+NAY" w/ deep embedded ParalleUPerp A Bolts Std A Bolts OK? ParalleUPerp . 1.78 No Good 1.78 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallet/Perp No Good 0.30 OK 0.00 Deep A Bolts wl rein? angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 54.8 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 25.7 Shear Stress OK? OK 1092 24.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 65.8 Positive Moment 65.8 As Req'd (SQIN) 0.783 0.783 Minimum Steel: 2.808 2.808 Nelson Consultlrq E rgineerlrq P5 1922158th Ave tE Kenmore. WA 98028 -5118 ( 42)- Fax: ( 425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 11/Fdn 99071 7/10/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Connection Ref Dtl: Al None Allowable Soil Bearing Pressure: Concrete fc (ft = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 f Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 91 Viz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 7.0 7.0 Footing Depth 1.3 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.78K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/l (KSF) 1.86 15 Area (SF) 49.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) ParalleUPerp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 10.78 _ Minimum Wt Req'd 0.00 Ftg + Collateral WI Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P ) y"*(vim) r" wl deep embedded ParalleUPerp A Bolts Std A Bolts OK? ParallettPerp 0.00 OK 0.00 0.00. OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.00 OK 0.00 Deep A Bolts wl reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 79.5 Allow Shear Stress (PSI, Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1004.64 Beam shear stress: 33.4 Shear Stress OK? OK 1004.64 32.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 79.6 Positive Moment: 79.6 As Req'd (SQIN) 1.110 1.110 Minimum Steel: 2.68128 2.68128 Nelson Consull;ir rglneerinq P5 19221 58th Ave IE Kenmore. WA 98028 -5118 (425) -485 -9126 Far.: (425) 485-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design bate: 121Fdn 99071 7/10/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Caic Ref Page: A3 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 56 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.5 5.5 Footing Depth 1.3 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 6.03K Eccentricity of Col along length of Ftg 0.00 PIA+ Mcli (KSF) 1.55 15 Area (SF) 30.3 Bearing Pressure OK Base Plate width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParallellPerp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 7.03 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Psrpr) ""•NsM)'" w/ deep embedded Parallel/Pero A Bolts Std A Bolts OK? Parallel/Pero 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.00 OK 0.00 Deep A Bolts w/ rein! angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 47.6 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 789.38 Beam shear stress: 23.7 Shear Stress OK? OK 789.36 22,6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 38.5 Positive Moment 38.5 As Req'd (SQIN) 0.537 0.537 Minimum Steel: 2.10672 2.10672 C„ Nelson Consulting rglneerlrg P5 1922158th Ave It Kenmore. WA 98028-3118 (425) -483 -9126 Far: ( 425) 485-11% Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 13/Fdn 99071 7110/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Cale Ref Page: A4 F.14 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A 8 Re in! Bar Grade 1 40 40 or 60 2.5 [Yes No KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 21.3 8.3 31.8 Vzz uplift 8.5 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FON Collateral Wt (Kips) 2.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 PIA + Mcli (KSF) 0.75 , 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parailel/Perp (Standard Embedment) Parallel/Perp Ps 4.12 1.53 5.33 2.13 2.06 2.08 Ftg + Collateral Wt 11.51 _ Minimum Wt Req'd 10.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P 1""'•N1M) "'" w/ deep embedded ParalleUPerp A Bolts Std A Bolts OK? ParalleUPerp 3.28 No Good 1.57 2.75 No Good 1.05 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel!Perp No Good 0.55 OK 0.14 Deep A Bolts w/ mint angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 21.5 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 10.1 Shear Stress OK? OK 1092 9.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 25.8 Positive Moment: 25.8 As Req'd (SQIN) 0.308 0.308 Minimum Steel: 2.808 2.808 Nelson Consultlrq erglneerlrq P5 19221 58th Ave It Kenmore. WA 98028-5118 ( 925) -483 -9126 Fax: (925) 485 -1136 Prepared by: Job Name: Description: JN Page: • Downtown Harley Job Number: Footing Design Date: 141Fdn 99071 7112/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: A5 Calc Ref Page: F -14 8. A -7 Allowable Soil Bearing Pressure: Concrete fc (ft = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Rein! Bar Grade 1.33 40 iYes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vu Load Parallel to Frame Load Pep to Frame downwards 15.5 8.6 81 Vu uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I(KSF) 1.92 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 4.12 1.53 3.88 0.00 2.06 2.15 Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation () ^" +N )^" w/ deep embedded Parallel/Pero A Bolts Std A Bolts OK? Parallel/Perp 0.90 OK 0.90 1.07 OK 1.07 Unity Equation With Angle AB 8 Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.30 OK 0.11 Deep A Bolts w/ relnt angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1400 Shear Stress (PSI) 54.8 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 25.7 Shear Stress OK? OK 1092 24.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 65.8 Positive Moment 65.8 As Req'd (SQIN) 0.783 0.783 Minimum Steel: 2.808 2.808 Footing Location: G1, H1, I1, J1 Calc Ref Page: F -14 Nelson CansuII lrlq Erglneerinq P5 19221 58th Ave !NE Kenmore, WA 98028 - 3118 (425) -483 -9126 Pax: (125) 485 - 1136 Prepared by: Job Name: Description: JN Downtown Harley Footing Design Page: Job Number: Date: 15/Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete fc (t'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1.33 40 40 or 60 2 2.5 Tres No KSF KSI Footing Loads. (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 91 Vzz uplift 0 Footing Variables (Ft 3 Kips) Footing Footing Width Length. 7.0 7.0 Footing Depth 1.3 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Boit Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.78K Eccentricity of Col along length of Ftg 0.00 PIA + McII (KSF) 1.86 15 Area (SF) 49.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 10.78 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation ( )oN(v e wI deep embedded ParallellPerp A Bolts Std A Bolts OK? ParaileUPerp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParallellPero OK 0.00 OK 0.00 Deep A Botts WI rein( angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 79.5 Allow Shear Stress (PSI; Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1004.64 Beam shear stress: 33.4 Shear Stress OK? OK 1004.64 32.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 79.6 Positive Moment 79.6 As Req'd (SQIN) 1.110 1,110 Minimum Steel: 2.68128 2.68128 Nelson Cansultinq Pnglneerinq P5 1922158th Avert Kermore. WA 98028-3118 ( 425)-4E35-9126 fax: ( 425) 485-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 16IFdn 99071 7110199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: G3, H3,13,.13 Calc Ref Page: Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 2 Yes No 40 or 60 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 56 Vzz uplift 0 Footing Variables (Ft i Kips) Footing Footing Width Length 5.5 5.5 Footing Depth 1.3 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 6.03K Eccentricity of Col along length of Ftg 0.00 P/A + Mcli (KSF) 1.85 15 Area (SF) 30.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Paraliel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 , Ftg + Collateral WI 7.03 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation ( tY I NV N w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? ParalleUPerp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? ParallelPerp OK 0.00 OK 0.00 Deep A Bolts w/ rein! angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 47.8 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 789.36 Beam shear stress: 23.7 Shear Stress OK? OK 789.36 22.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 38.5 Positive Moment 38.5 As Req'd (SQIN) 0.537 0.537 Minimum Steel: 2.10672 2.10672 C Footing Location: G4, H4, 14, 44 Calc Ref Page: F -14 Nelson Corlsultlrlq Erlrllnecrinq P5 19221 58th Ave NE Kenmore, WA 98028 -3118 (425) -483 -9126 Fax: (425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 17/Fdn 99071 7/10199 Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete fc (rc = 2, 2.5, 3, 4 ksl) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 40 or 60 2 2.5 Yes No KSF KSI Footing Loads (Kips) Mx( Hyy Vu Load Parallel to Frame Load Perp to Frame downwards 21.3 8.3 31.8 Vu uplift 8.5 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 2.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mc1I (KSF) 0.75 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) Parallel/Perp Ps 4.12 1.53 5.33 2.13 2.06 2.08 Ftg + Collateral Wt 11.51 _ Minimum Wt Req'd 10.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Ps/P) sCliNt1 " wl deep embedded ParallellPerp A Bolts Std A Bolts OK? ParalleUPerp 3.28 No Good 1.57 2.75 No Good 1.05 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp No Good 0.55 OK 0.14 Deep A Bolts wl relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1400 Shear Stress (PSI) 21.5 Allow Shear Stress (PSI, Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 10.1 Shear Stress OK? OK 1092 9.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 25.8 Positive Moment: 25.8 As Req'd (SQIN) 0,308 0.308 Minimum Steel: 2.808 2.808 Nelson Consulting ngtneertnq P5 19221 58th Ave Keimore, WA 98028 -3118 (425) - 483-9126 Fax: (425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number Footing Design Date: 18/Fdn 99071 7112199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: G5,H5,15,J5 F-1411 A -7 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Rein Bar Grad 1.33 40 2 2.5 Yes No 40 or 60 KSF KSI Footing Loads (Kips) Hxx Hyy Load Parallel to Frame Load Perp to Frame 15.5 8.6 Vzz downwards 81 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter 4.00. 1.00 A Bolt Edge Dist 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mcll (KSF) 1.92 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Pa 4.12 1.53 3.88 0.00 2.06 2.15 _ Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P l""+(vM) "" w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? Parallel/Perp 0.90 OK 0.90 1.07 OK 1.07 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Botts OK? Parallel/Perp OK 0.30 OK 0.11 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1400 Shear Stress (PSI) 54.8 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 25.7 Shear Stress OK? OK 1092 24.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 65.8 Positive Moment: 65.8 As Req'd (SQIN) 0.783 0.783 _ Minimum Steel: 2.808 2.808 Ll Nelson Cansulbrq nalneerlr>q P5 19221 58th Ave t\ Kemiorc. WA 98028 -5118 (425) -45.9126 Fat: ( 425) 485 -1156 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 19/Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Caic Ref Page: K1 F -14 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ks1) Special Inspection for A Bolts? Duration factor for A B 1.33 Reinf Bar Grade 40 0 2 2.5 Yes No KSF KSI Footing Loads (Kips) Hxx Hyy Viz Load Parallel to Frame Load Perp to Frame downwards 0 0 91 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 7.0 7.0 Footing Depth 1.5 Anchor Botts (inches) Number of A Bolts A Boit Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 11.03K Eccentricity of Col along length of Ftg 0.00 PIA + Mc/I (KSF) 1.86 15 Area (SF) 49.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleVPerp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 12.03 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Pr+Pr) " +N ) "" WI deep embedded Parallel/Pero A Bolts Std A Bolts OK? ParalleIIPerp 0.00 OK 0,00 0.00 OK 0,00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.00 OK 0.00 Deep A Bolts w/ rein( angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1400 Shear Stress (PSI) 62.0 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 ShearArea:(SQIN) 1176 Beam shear stress: 27.6 Shear Stress OK? OK 1176 26.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 79.6 Positive Moment 79.6 As Req'd (SQIN) 0.948 0.948 Minimum Steel: 3.024 3.024 Footing Location: Calc Ref Page: Nelson Cc isultinq rglncerinq P5 1922158th Ave Ft Kerr ae, WA 98028 -9118 (425) -469-9126 rat: (425) 485-1156 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 201Fdn 89071 7/10199 Metal Building Footing Design Program 1997 Uniform Building Code K -3 Allowable Soil Bearing Pressure: Concrete fc (ft = 2,2.5,3, Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 Ives No (40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hoc Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 56 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.5 5.5 Footing Depth 1.3 Anchor Bolts (Inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 6.03K Eccentricity of Col along length of Ftg 0.00 PIA + McII (KSF) 1.85 15 Area (SF) 30.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg r Collateral Wt 7.03 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Ps/Pt) w"eismr" WI deep embedded ParaIlel!Perp A Bolts Std A Bolts OK? Parallel/Pero 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.00 OK 0.00 Deep A Botts wl relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 47.6 Allow Shear Stress (PSI; Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 789.36 Beam shear stress: 23.7 Shear Stress OK? OK 789.36 22.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 38.5 Positive Moment 38.5 As Req'd (SQIN) 0.537 0.537 Minimum Steel: 2.10672 2.10672 Nelson Consulting EngIneerinq P5 19221 58th Ave !NE Kermorc, WA 98028 -3118 (425) - 483-9126 Fax: (425) 485-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 21/Fdn 99071 7/10199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: K4 F -14 Allowable Soil Bearing Pressure: Concrete fc (Pc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 Yes No 0 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy VIZ Load Parallel to Frame Load Perp to Frame downwards 21.3 0 31.8 VIZ uplift 8.5 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A • McR (KSF) 0.75 15 Area (SF) 42.3 Bearing Pressure OK Base Plate WidthlLength 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 2.75 1.02 5.33 2.13 1.37 0.00 Ftg • Collateral Wt 10.51 Minimum Wt Req'd 10.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Pr+PtynNviM) w1 deep embedded ParalletPerp A Bolts SW A Bolts OK? Parallel/Perp 6.45 No Good 3.06 3.43 No Good 0.04 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Pero No Good 0.55 OK 0.04 Deep A Botts wl reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1400 Shear Stress (PSI) 21.5 Allow Shear Stress (PS! Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 10.1 Shear Stress OK? OK 1092 9.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 25.8 Positive Moment 25.8 As Req'd (SQIN) 0.308 0.308 Minimum Steel: 2.808 2.808 Footing Location: Calc Ref Page: Metal Building Footing Design Program 1997 Uniform Building Code K5 F -14 Allowable Soil Bearing Pressure: Concrete fc (rc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Rein! Bar Grade 40 or 60 2 2.5 Yes No Nelson Consulting nglneerlrq P5 19221 586 Ave t'E Kemnre. WA 98028-3118 (425)- 483-9126 Far: (425) 485-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 221Fdn 99071 7110/99 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 19.7 8.6 81 Vzz uplift 0 Footing Variables (Ft b Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 PIA + Mdl (KSF) 1.92 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing Applied Shear • 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) ParalleUPerp Ps 4.12 1.53 4.93 0.00 2.06 2.15 Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Fig + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P+ "" *(NsM)"' w/ deep embedded ParalleUPerp A Bolts Std A Botts OK? ParalleUPerp 1.35 No Good 1.35 1.07 OK 1.07 Unity Equation With Angle AB S Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp No Good 0.45 OK 0.11 Deep A Bolts wl reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 54.8 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 25.7 Shear Stress OK? OK 1092 24.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 65.8 Positive Moment: 65.8 As Req'd (SQIN) 0.783 0.783 Minimum Steel: 2.808 2.808 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: B1, Fl F -24 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B 1.33 Rein( Bar Grade 40 2 2.5 Yes No 0 or 60 Nelson Ccnsultirq Erglneerlrq P5 19221 58th Ave NE Kenmore, WA 98028-3118 ( 425) - 483-9126 Fax: (425) 485 -1136 Prepared by: Job Name: Description: JN Downtown Harley Footing Design Page: Job Number: Date: 23/Fdn 99071 7/12199 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 58.1 112 Vzz uplift 22 Footing Variables (Ft & Kips) Footing Footing Width Length 9.0 9.0 Footing Depth 2.0 Anchor Bolts (Inches) Number of A Botts A Bolt Diameter A Boit Edge Dist 4.00 1.25 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 2.00 Footing Weight 24.30K Eccentricity of Col along length of Ftg 0.00 P /A+ Mc/I (KSF) 1.38 15 Area (SF) 81.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel /Perp Ps 4.64 1.60 0.00 5.50 2.32 14.53 Ftg + Collateral Wt 26.30 _ Minimum Wt Req'd 25.88 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Ps/Pt) ^ w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? Parallel/Perp 7.86 No Good 0.08 29.26 No Good 21.48 Unity Equation With Angle AB & Deep Embedded Botts Deep A Botts OK? Parallel/Perp OK 0.08 No Good 1.40 Deep A Bolts wl relnf angle OK? OK No Good Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 2480 Shear Stress (PSI) 43.5 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 2160 Beam shear stress: 18.7 Shear Stress OK? OK 2160 18.2 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 126.0 Positive Moment: 126.0 As Req'd (SQIN) 1.050 1.050 Minimum Steel: 5.184 5.184 Nelson ConsulUrq ErgIneerinq P5 19221 58th Ave t' Kermae. WA 98028-'118 (425) -48 -9126 Fax: (425) 485 -11,6 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 24/Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: B3, F3 F -24 & A -5 Allowable Soil Bearing Pressure: Concrete ft (Pc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade USE /.f(( STieetvgTk 8 0( - 2 7 1.33 40 2 2.5 Yes No 40 or 60 KSF KSI Footing Loads (Kips) Hx< Hyy Vrz Vzz Load Parallel to Frame Load Perp to Frame downwards uplift 0 0 57 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.5 5.5 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 2.00 0.75 4.00 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 4.54K Eccentricity of Col along length of Ftg 0.00 P/A + MGl (KSF) 1.59 15 Area (SF) 30.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 i A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 5.54 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angie (PsIpt) "'+(Varvp." w/ deep embedded AB & Deep PareilellPerp A Bolts Embedded Bolts . Std A Bolts OK? Parallel/Perp Deep A Bolts OK? ParalleUPerp 0.00 OK 0.00 OK 0.00 0.00 OK 0.00 OK 0.00 Deep A Bolts wl refill angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 608 Shear Stress (PSI) 88.9 Allow Shear Stress (PSI, Punching Shear OK? 100 OK Beam Shear. Shear Area: (SQIN) 528 Allow Shear Stress Beam shear stress: 39.3 55 Shear Stress OK? OK 528 37.6 OK PSI Flexure Design Bottom Steel: Kip Ft Long Direction: Positive Moment: 39.2 Short Direction: Positive Moment: 39.2 As Req'd (SQIN) 0.816 0.616 Minimum Steel: 1.584 1.564 Nelson Corlsuit rri E;rglneerinq P5 19221 58th Ave iE Kemnre, WA 98028-918 (425) -483 -9126 Fax: ( 425) 455-11:96 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 25/Fdn 99071 7111199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Caic Ref Page: B4, F4 F24 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reiff Bar Grade 1 (40 or 60 2 2.5 Yes No KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 25.1 8.3 35.8 Vzz uplift 13.8 Footing Variables (Ft & Kips) Footing Footing Width Length 8.0 8.0 Footing Depth 1.7 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 2.00 Footing Weight 16.32K Eccentricity of Col along length of Ftg 0.00 P/A + Mcll (KSF) 0.56 15 Area (SF) 64.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallet/Perp Ps 4.12 1.53 6.28 3.45 2.06 2.08 Ftg + Collateral Wt 18.32 Minimum Wt Req'd 16.24 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P/PUe w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? Parallet/Perp 5.93 No Good 2.10 4.92 No Good 1.09 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Pero No Good 0.76 OK 0.19 Deep A Botts wl relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1797.44 Shear Stress (PSI) 19.1 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1574.4 Beam shear stress: 8.2 Shear Stress OK? OK 1574.4 8.0 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 35.8 Positive Moment 35.8 As Req'd (SQIN) 0.364 0.364 Minimum Steel: 3.9168 3.9168 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Caic Ref Page: B5, F5 F24 & A7 Allowable Soil Bearing Pressure: Concrete fc (Pc = 2, 2.5, 3, 4 ksi) Special Inspection forA Bolts? Duration factor for A B Relnf Bar Grade 1.33 40 Nelson Consulting ErglneerInq f 5 19221 58th Ave NE Keimore, WA 98028 -3118 ( 426) - 483-9126 Fat: ( 425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 26/Fdn 99071 7112/99 Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kip) Mot Hyy Vzz Vzz Load Parallel to Frame Load Perp to Frame downwards uplift 2.6 0.6 74.2 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Boit Diameter A Bolt Edge Dist A Bolt Spacing 4.00 1.00 6.00 6.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mch (KSF) 1.76 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 4 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) ParalleUPerp Ps 4.12 1.63 0.65 0.00 2.06 2.15 Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle (PIm) " wi deep embedded AB & Deep ParalleUPerp A Bolts Embedded Bolts Std A Bolts OK? Para llellPerp Deep A Bolts OK? ParalleUPerp 0.05 OK 0.05 OK 0.02 1.07 OK 1.07 OK 0.11 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 50.2 Allow Shear Stress (PSI; Punching Shear OK? 100 OK Beam Shear: Shear Area: (SQIN) 1092 Allow Shear Stress Beam shear stress: 23.5 55 Shear Stress OK? OK 1092 22.6 OK PSI Flexure Design Bottom Steel: Kip Ft Long Direction: Positive Moment: 60.3 Short Direction: Positive Moment 60.3 As Req'd (SQIN) 0.718 0.718 Minimum Steel: 2.808 2.808 Footing Location: Calc Ref Page: Cl, El F -24 Nelson Consultirq rglneerIrq P5 19221 98th Ave it Kermore, WA 98028 -3118 (425) -483 -9126 Fat: (425) 485 -1136 Metal Building Footing Design Program 1997 Uniform Building Code Prepared by: Job Name: Description: JN Downtown Harley Footing Design Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksl) Special Inspection for A Bolts? Duration factor for A B 1.33 Reinf Bar Grade 40 Page: Job Number: Date: 2 2.5 iYes No 40 or 60 KSF KSI 27/Fdn 99071 7/12/99 Footing Loads (Kips) HXOC Hyy Viz Load Parallel to Frame Load Perp to Frame downwards 0 58.1 129 Viz uplift 22 Footing Variables (Ft & Kips) Footing Footing Width Length 9.0 9.0 Footing Depth 2.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.25 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 2.00 Footing Weight 24.30K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 1.59 15 Area (SF) 81.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) ParalleUPerp Ps 4.64 1.60 0.00 5.50 2.32 14.53 Ftg + Collateral Wt 26.30 Minimum Wt Req'd 25.88 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P:IPt) ' +Ivwgr" w/ deep embedded ParalleUPerp A Bolts Std A Bolts OK? ParalleUPerp 7.86 No Good 0.08 29.26 No Good 21.48 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.08 No Good 1.40 Deep A Bolts w/ rinf angle OK? OK As. No Good Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 2480 Shear Stress (PSI) 50.1 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 2180 Beam shear stress: 21.6 Shear Stress OK? OK 2180 21.0 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 145.1 Positive Moment: 145.1 As Req'd (SQIN) 1.209 1.209 Minimum Steel: 5.184 5.184 Footing Location: Cale Ref Page: Nelson Consulting Engineering P5 19221 98th Ave NE Kem re, WA 98028- (425)-48 Fax: (425) 485 -11,6 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 28 /Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code C3, E3 A -5 & Al Allowable Soil Bearing Pressure: Concrete Pc (P'c = 2, 2,5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1.33 40 40 or 60 2 2.5 I Yes No L S E. /-1144 .1 REM4iT/i 13o( rf C C7E- SH P-EItiFa_cZ II.1C9 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 77 Vu uplift 0 Footing Variables (Ft & Klps) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 PIA + Mc/I (KSF) 1.82 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12,00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Pi+Pr1eN(VaNty w/ deep embedded Para llel/Perp A Bolts Std A Bolts OK? Parallel/Perp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.00 OK 0.00 Deep A Bolts wl reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 52.1 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SOIN) 1092 Beam shear stress: 24.4 Shear Stress OK? OK 1092 23,5 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 62.6 Positive Moment 62.8 As Req'd (SQIN) 0.745 0.745 Minimum Steel: 2.808 2.808 Nelson Cansultirq nglneerlrtg P5 19221 58th Ave It 1(eimwe, WA 98028-5118 (425) -485 -9126 Fax: (425) 489 -1156 JN Page: Prepared by: Job Name: Downtown Harley Job Number: Description: Footing Design Date: 29IFdn 99071 7111199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: C4, E4 F-31 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 1 Yes 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) H)or Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 21.4 0 80 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 4,00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 1.90 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 2.75 1.02 5.35 0.00 1.37 0.00 Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Psmt)k"'.NsArtY wt deep embedded ParalleUPerp A Bolts Std A Botts OK? ParallellPerp 3.04 No Good 3.04 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParallellPerp No Good 0.52 OK 0.00 Deep A Bolts wl reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 54.1 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 25.4 Shear Stress OK? OK 1092 24.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 65.0 Positive Moment: 65.0 As Req'd (SQIN) 0.774 0.774 Minimum Steel: 2.808 2.808 Footing Location: Calc Ref Page: Metal Building Footing Design Program 1997 Uniform Building Code D1 F-40 Allowable Soil Bearing Pressure: Concrete fc (ft = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Rein( Bar Grade 1 40 Nclson CansulElrg Ong neerirq P5 19221 58th Ave NE Kemnre. WA 98028 -9II8 (425) -485-9126 Fax: (425) 485-1156 Prepared by: Job Name: Description: JN Downtown Harley Footing Design Page: Job Number. Date: 301Fdn 99071 7/12/99 Yes ra 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 104 Viz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 7.5 7.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 12.66K Eccentricity of Col along length of Ftg . 0.00 P/A + Mc/I (KSF) 1.85 15 Area (SF) 56.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParaIlel/Perp (Standard Embedment) Parallel /Perp Ps 3.17 1.26 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 13.66 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (es )" ) r w/ deep embedded ParalleUPerp A Bolts Std A Bolts OK? ParalleUPerp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.00 OK 0.00 Deep A Bolts w/ Renf angle OK? OK OK Footing Design: (Stress Design) Shear Design: • Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 71.3 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1260 Beam shear stress: 30.3 Shear Stress OK? OK 1260 29.3 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 97.5 Positive Moment: 97.5 As Req'd (SQIN) 1.161 1.161 Minimum Steel: 3.24 3.24 c Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: D3 F-40 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 Nelson Consultirq Ergineerirq P5 19221 58th Ave It Kenmore, WA 98028- 4I8 ( 925) -985 -9126 Fat: (925) 985-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 31/Fdn 99071 7112/99 Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Va Load Parallel to Frame Load Perp to Frame downwards 0 0 88 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 7.0 7.0 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 11.03K Eccentricity of Cot along length of Ftg 0.00 P/A + Mc/I (KSF) 1.80 15 Area (SF) 49.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) Parallel/Perp PS 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 12.03 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (psipe NsM)""' wl deep embedded ParalleUPerp A Bolts Std A Bolts OK? ParalleUPerp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.00 OK 0.00 Deep A Bolts w/ reint angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 60.0 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1176 Beam shear stress: 26.7 Shear Stress OK? OK 1176 25.8 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 77.0 Positive Moment 77.0 As Req'd (SQIN) 0.917 0.917 Minimum Steel: 3.024 3.024 Nelson CansuIt EngIneering P5 19221 58t11 Ave NE Kenmore. WA 98028-118 (125) -48' -9126 Paz: (425) 485-11'6 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 321Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: D4 F-40 Allowable Soil Bearing Pressure: Concrete rc (Pc = 2.2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 2 2.5 Vres No ( 40 or 60 KSF KSI Footing Loads (Kips) Ka Hyy . Vu Load Parallel to Frame Load Perp to Frame downwards 32.5 0 91.5 Vzz uplift 0 Footing Variables (Ft IL Kips) Footing Footing Width Length 7.0 7.0 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 11.03K Eccentricity of Col along length of Ftg 0.00 P/A + Mal (KSF) 1.87 15 Area (SF) 49.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 4.12 1.53 8.13 0.00 2.06 0.00 Ftg + Collateral Wt 12.03 _ Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation 0P+ wl deep embedded Parallel/Perp A Bolts . Std A Bolts OK? ParalleUPerp 3.11 No Good 3.11 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParallellPerp No Good 1.05 OK 0.00 Deep A Bolts w/ relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 62.4 Allow Shear Stress (PSl Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1176 Beam shear stress: 27.8 Shear Stress OK? OK 1176 26.9 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 80.1 Positive Moment: 80.1 As Req'd (SQIN) 0.953 0.953 Minimum Steel: 3.024 3.024 Footing Location: Calc Ref Page: D5 F-40 Nelson Consulting hglneerinq P5 19221 58th Ave Kenmore, WA 98028. (425) - 48 -9126 Fax: (425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 33/Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete fc (ft = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Rein! Bar Grade 1.33 40 2 2.5 Yes N0 (40 or 60) KSF KSI N , V _ ••• , D,c • < ;2 /.3i'`. 3 .. /FD•l•I • 1 1 1 • i• .• • k! 3 i• ••• • 0 •1 •-• • i•A • 3 !•• • 1 • • - -'! •- .6 -6 (' 1- • ....• . 1. ! . , • ! • '• 1' • '1 ' ! : . ... r r• •• , : !,- • •• •.•„...........,....,1 -, .-. i 1 --- I • - I -. 1 . - • ,1 •-,•••• • ! ! •-r. I . • •••'" . ' 1 ... - , • 1 . , • I. • .. . • . . .. , • - ,.. ..1 ' • i ' ' • •.., .., . • .. . ! • 1 • :" ...J- •1 - '.......1.•:.....!..........1... I . ... , :. . L:....,...••. , :....... ......t....•._.. _ ....4.H..„........... 1 . : , ,. . , . . 7 _ . : . . • . .... 1 -.- 1• • , • 1 -' • 1. • • ., 1.-.•:: 1 . • .••. •■•• •• .. . ,. ... ; ",-• : :•• • : •-,•••.,•" , . • • i•• ., • 1 !•- • • ., .. , .„, ._1 , • - !', •••• • • .? i.•;•••••1!.. -::•••1•.••••••••1:.•• .-1•'" ''','' .: ''''. ' -• .•'•I •''' • - 1. • .' , : I . '-' 't ' • ' ' ' -I ' ' ' ' ' ,' ,i- .• 1- ' ' 1 '.' = 1 ' --717-777 '- T - •1'. - i I - .1 . ! 1 1 .i •• : . ; .. 'I ,. • '• . .i . I. r I ' r. ' • 1 ---. r.- i .' -, • 1-.. ' , . • - ,., . . . . . . .. ... . , , •...., . . ., . . . • . ; .. • ., .., . 1 .. ,.... .; .., , .,...,. • ; .. , • ; ,.. • 1 . -1. 4 i T • ' ; ,,• • • -1-• • - • I ; - r • • ,• • , . • , • .• .• T. - 1 ••- L 1 • 1- i i • . I; , • i . , - ••t•• .1.. .. 1 • • I 4. 1 Footing Loads (Kips) Hxx Hyy Vzz Vu Load Parallel to Frame Load Perp to Frame downwards uplift 2.2 0 9.8 1.3 Footing Variables (Ft & Kips) Footing Footing Width Length 3.0 3.0 Footing Depth 1.0 Anchor Botts (inches) Number of A Botts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 2.00 0.75 4.00 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 1.35K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 1.09 15 Area (SF) 9.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallei/Perp Ps 3.17 1.25 1.10 0.65 1.90 0.00 i Ftg + Collateral Wt 2.35 Minimum Wt Req'd 1.53 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ (PyPU" "•NsM)"" w/ deep embedded AS & Deep ParalIel/Perp A Bolts Embedded Botta Std A Bolts OK? ParalleUPerp Deep A Bolts OK? ParallellPerp 0.50 OK 0.18 OK 0.11 0.33 OK 0.01 OK 0.01 Deep A Bolts wl relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 608 Shear Stress (PSI) 13.3 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Shear Area: (SQIN) 288 Allow Shear Stress Beam shear stress: 8.5 55 Shear Stress OK? OK 288 7.6 OK PSI Flexure Design Bottom Steel: Kip Ft Long Direction: Positive Moment 3,7 Short Direction: Positive Moment: 3.7 As Req'd (SQIN) 0.077 0.077 Minimum Steel: 0.864 0.664 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: J & K @ 5.5 Calc Ref Page: F48 Allowable Soil Bearing Pressure: Concrete fc (fc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B 1 Reinf Bar Grade 40 Nelsen Ccnsuultinq engineerinq P5 19221 58th Ave t E Kermore. WA 98028 -3118 (425) - 483-9126 Far: ( 42) 485 -11556 Prepared by: Job Name: Description: JN Downtown Harley Footing Design Page: Job Number: Date: 35/Fdn 99071 7114199 2 2.5 Ycs No 40 or 60 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 1.3 0 8 Vzz uplift 2.6 Footing Variables (Ft & Kips) Footing Footing Width Length 4.0 4.0 Footing Depth 1.0 Anchor Botts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 2.40K Eccentricity of Col along length of Ftg 0.00 PIA + Mc/1 (KSF) 0.50 15 Area (SF) 16.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.65 1.25 1.90 0.00 Ftg + Collateral Wt 3.40 Minimum Wt Req'd 2.94 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (es " +NFU""' w/ deep embedded ParalleUPerp A Bolts Std A Bolts OK? Para!lel/Pero 1.07 No Good 0.11 1.00 OK 0.04 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.08 OK 0.04 Deep A Bolts w/ reinf angle OK? OK OK • Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 608 Shear Stress (PSI) 11.9 Allow Shear Stress (PSI, Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 384 Beam shear stress: 6.5 Shear Stress OK? OK 384 6.1 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 4.0 Positive Moment: 4.0 As Req'd (SQIN) 0.083 0.083 Minimum Steel: 1.152 1.152 Nelson Catrsuitirg Enaineerinj P5 19221 58th Ave iE Kemere. WA 98028-3118 ( 425) - 483 -9126 Fax: ( 429) 485 -1136 Prepared by: JN Job Name: Downtown Harley Description: Footing Design Page: Job Number: Date: 36/Fdn 99071 7/14199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: E+ 6 Cale Ref Page: G -5 Allowable Soil Bearing Pressure: Concrete fc (r'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 or 60 2 2.5 EMI= in Yes KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 1.9 0 12.3 Vu uplift 3 Footing Variables (Ft & Kips) Footing Footing Width Length 4.5 4.5 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FON . Collateral Wt (Kips) 1.00 Footing Weight 3.04K Eccentricity of Col along length of Ftg 0.00 P/A + Mdl (KSF) 0.61 15 Area (SF) 20.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Boit Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) ParallellPerp Ps 3.17 1.25 0.95 1.50 1.90 0.00 Ftg t Collateral Wt 4.04 Minimum Wt Req'd 3.53 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P ) WI deep embedded ParalietPerp A Bolts Std A Bolts OK? Parallel/Perp 1.48 No Good 0.19 1.35 No Good • 0.05 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.13 OK 0.05 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 608 Shear Stress (PSI) 18.7 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 432 Beam shear stress: 9.5 Shear Stress OK? OK 432 9.0 OK PSI Flexure Design Bottom Steel: Long Direction: . Short Direction: Kip Ft Positive Moment: 6.9 Positive Moment: 6.9 As Req'd (SQIN) 0.144 0.144 Minimum Steel: 1.296 1.296 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: D4. 6 G -5 Allowable Soil Bearing Pressure: Concrete f c (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B 1 Reiff Bar Grade 40 Nelson Corlsultlrm Enoilneerlrq P5 19221 58th Avc t E Kenmore WA 98028 (429) - 485-9126 F ax: ( 425) 489-1156 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 37/Fdn 99071 7114/99 Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Viz Load Parallel to Frame Load Perp to Frame downwards 1.2 0 6.6 Viz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 2.5 2.5 Footing Depth 1.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight .94K Eccentricity of Col along length of Ftg 0.00 PIA + Mcll (KSF) 1.06 15 Area (SF) 6.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) ParalleVPerp Ps 3.17 1.25 0.60 0.00 1.90 0.00 Ftg + Collateral Wt 1.94 _ Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Psi)" " +(VsM) "" wl deep embedded ParellellPerp A Bolts Std A Bolts OK? ParalleUPerp 0.06 OK 0.06 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.04 OK 0.00 Deep A Bolts vi/ relnf angle OK? OK • OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SOW) 608 Shear Stress (PSI) 8.2 Allow Shear Stress (PSI; Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SOIN) 240 Beam shear stress: 5.5 Shear Stress OK? OK 240 4.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 2.1 Positive Moment 2.1 As Req'd (SQIN) 0.043 0.043 Minimum Steel: 0.72 0.72 Nelson Consulting ErrilneerInq P5 19221 58th Ave NE Keemre, WA 98028 (42)-4185-9126 rat: (425) 485-1136 Prepared by: Job Name: Description: JN Downtown Harley Footing Design Page: Job Number. Date: 38IFdn 99071 7114199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Cale Ref Page: C +ia 6 G -5 Allowable Soil Bearing Pressure: Concrete fc (fc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 [Yes No 40 or 60 2 2.5 KSF KSI Nelson 'Consulting Engin 'PS :•,-;:::;4!:?...!Y5401.4ir•e NE •-• 9 Footing Schedule Mark Dimensions F 2.0 F 3.0 F 3.5 F 4.0 F 4.5 F 5.0 • F 5.5 F 6.5 F 7.0 F 7.5 F 8.0 F9.0 Notes: 1. Reinforcing steel is 60 grade (Fy = 60,000 PSI) a. Hold bottom steel 3" clear to earth 3. Hold top steel 2" clear to top of footing 2'-0" x 2'-0" 3"-0" x 3'-0" 3'-6" x 3'-6" 4'-0" x 4'-0" 4'-6" x 4'-6" 5'-0" x 5'-0" 5'-6" x 5'-6" 6'-6" x 6'-6" 7'-0" x 7'-0" 7'-6" x 7'-6" 8'-0" x 8*-0" 9'-0" x 9'-0" • • • Aule **env Thickness 12" 12" 12" 12" 12" 16" 16" 18" 18" 18" 20" 24" Bottom Steel (ea way) 3#4 5#4 5#4 4 #5 5 #5 6 #5 7 #5 9 #5 9 #5 10 #5 9#6 11 #6 Top Steel (ea way) None None None None None None None 4 #5 4 #5 6#5 • 4 #5 6 #5 Ne lson Consulting Engineenn �o :1922158th Ave NE Kenmore Washington 98028 -3118 ( - sib F 025) 485 -1136 .Prepare .: JN': 1 , -', ..7/.I /99 job Name: ` Downtown Harley Davidson 2 8 (Rpt-1 DFsiU .CoNu r� \,r7 (1(w S1r21L6/1 ` ro F 1- °I,o • I •, 43.. I i 399, 130L-T S A u.-c",r L <56 141 ..I .'4 .. A3Z5 . _ LrE _ : A* - 17 -I 2 ') (AN) ".c1) , x. 2-1 '' \v/ R ,►� -I-i .(bo � . D • 0 O a • •. i. • i'••• • 0 • r c , : I • 1 3 , 2-1,0 1, 3?.S " 60 •• • *IrETIr I EXPIRES MARCH23 "14) 1. �U._ D EFS IL� • H =. H-r = c ' -ro r' NONCONSTRAINED FLAGPOLE EQUATION 1991 UBC 2907 CONDITION 1 P (POUNDS) 1157 S1 ( # /SF /FT DEPTH) 250 b (FEET) 2 - ..._.._. h (FEET) 9.7 A= 2.34P/S1b 5.41 d = (FEET) 10.744 "� - / &, x G o L T2J e.)k"r,Arc`T 17 -rr^► = H " \�f cc H1 X 6125 0P FP= 11S- -7 - n.(9 P = APPLIED LATERAL LOAD (POUNDS) S1 = ALLOWABLE LATERAL SOIL BEARING PRESSURE (TABLE 29 -B) b = DIAMETER OF ROUND PIER OR DIAGONAL OF SQUARE h = HEIGHT d = DEPTH OF EMBEDMENT IN EARTH (NOT GREATER THAN 12') fl ra I' ,i( 2 I (IOC 12) = 3.3 3 ((,3 ?X.66)(..z16l) 5+= 6=.x t -3/1G S k = 1 ►93 Iva Nelson Calstitkri enc P5 • 19221 58th Ave NE Kenrore, WA 96028-3116 ( 429)-463-9126 Fa.: (425) 485-1136 Lateral Force on Elements of Structures, Nonstructural Components and Equipment supported by Structures 1197 Uniform Mottling Code _ Section 1133 Element: Location Reference Trellis column Medan atonifront arch dtis Definition Weight of an element or component Seismic coefficient Importance factor Component amplification factor Component response modification factor element elevation to grade roof/floor elevation to grade (32-1) F 4.0 C,1,W (32-3) F 0.7 C. I ,, Yi (32.3) F ig 4 C,1,, W Governing F„ Per 1612 divide by 1.4: • Prepared by: Job Name: 1620 1167 I Per 1632.1 the Reliability/Redundancy factor may be taken as 1.0 Attachments for floor or roof mounted equipment weighing less than 4006 need not be designed Friction resulting from gravity loads shall not be considered to provide resistance to seismc forces JN Pegs: 2/Trellis Harley Davidson Job Number: •0071 Trellis Dale: $127111fl 14' tributary width of trellis column linear feet or e" TS Value: Unita: Reference: 1125 Pounds 0.36 Table 16-Q 1 Table 16-K 2.5 Table 16-0 3 Table 16 • 9.6 font • 1632.2 0.5 • feat 1632.2 1620 Pounds (32.2) (Sp C, 1 fR + 3 kik) W • 19776 Pounds Minimum of (32.1) (32.2) 1620 Pounds 254 Pounds 1620 Pounds Pounds Governing F„ _ 1 / 4 ep is‘f /f / 7s --- er2 114 It Z Structural Calculations For Downtown Harley Davidson 1300148 Ave South, Tukwila, WA for Foundation and Limited Mezzanine Design Prepared for: CHG Building Systems Inc By 1)ELSO1) COnSuI.ctpy epqineeRtnq PS Job Number: 99071 July 16,1999 ExPass MARCH 23 REID MIDDLETON CITY OF JUL 2 2 109 PERMIT CENTER PeEdl8031 Dra-0261 ' 7 Mezzanine Plan -;.•• Mezzanine Bar Joist Selection Mezzanine Header Beams : • '• • - Foundation Plan Summary of Footing Loads Design of Footings Footing Schedule • ' ' Anchor Bolt Detail for F-9.0 Details Index: Contents: Statement of Task, Code, Client, Loads, Liquefaction Mezzanine Loads Footings Page: llbesign 11Mez.z 2/Mezz 3/Mezz . . 4,5/Mezz 1/Fctri • 2/Fdri 3-58./Fcin 39/Fcln 4O/Fri Nelson Consulting Engineer(._, PS 19221 58th Ave NE . ' Kenmore, Washington 98028 -3118 : .( 425)483 -9126 Fait (425) 485-1136 ., Pre - P are Y:. J N: � <e= 7/ x /99 job Name: Downtown Harley Davidson Job No: 99071 Page Number. L /P Task: Design of foundation for pre engineered metal building -;to loads provided by metal building designer. Design of certain structural elements of the interior mezzanine. Balance of mezzanine structural members are being designed and provided by CBC Metal Buildings. .. Calculation of lateral loads imposed on the metal building structure by the mezzanine. Design, of lateral load resisting elements for the building and mezzanine isby CBC Metal Buildings. Design of miscellaneous structural elemehtsas herein. Disclaimer: The limite of this engineer's design i5 contained herein. Balance of design on this project,is by others andthis engineer accepts no responsibility for their work. ! 1 Code:, 1997 Uniform Building Code 1 I Foundation DeSign: The design of this� m th e recommended design 1 . -- _..._..... .__-- --. - .- .... criterea in soils. report #J -370 dated June 4th, 1999, by John` E Zipper FE of i Zipper Zeman A ssoci a tes, Inc . of Lyn Liquifaction1Fotential: Geotech engineer : has Identified this site as having a potential for liquifaction during seismic events. (This building is expec to experience up to four and one half (41/2) inches) : The client i5 advised that some repair to : structure may be necessary after a seismic event and subsequent differential ' differential Settlement. To prevent this risk of set - v - . would require the EVAN 'installation of a:pile supported foundation. '� ,F . 7 IS (q 1 f EXPIRES MARCH 23, 1/tAy AelsonConsulting.Enginse 972158th Atie.NE ::•,. ,• eilinore; Washington ! 98028 ••;',! 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' ' • • I ' ' • ; • • • o I .. . , ■ . • I ' " I I • i . ; i • : . • I • ; , 1 't I. I I . i I 1 • I ' .I I I .1 i I .1 , I I I I . 1 ' 1 • . I i • i I 1 . i • •I • • i - I • , ' • •I •-• • .. SE1 • I •, I I o I i , ! , , ; 1 i r I I : ; ; , I I, • • I Nelson Consulting Engineer( PS 19221 58th Ave NE .. . Kenmore, Washington 98028 -3118 (425)483-0120. , =Fait . (425) 485- 1136 .. A eFIN lam' OPEN FOR STAIRS Prepar0 by JN OF \i FOR ELEV o: 99071 : Consulting Engineerk,,• 19221 58th Ave NE Kenmore, Washi 98028- (425)483-9126 Fac (425) 485-1136 . • • • • / ( 6,4 7,5 • (3/ Q0(s-r ; ., • : .; v6 OFEN F OR STAIRS F N (SD Nelson Consulting Enginee( P 19221 58th Ave NE Kenmore, Washington 98028-3118 (425) 483-9126 .;" :Fa= (425)48S-1136 rc;4701 A.\6s FP-c;..(/\ : H Lc)) !tc45. t- & .07): 6/15/611 �H •i • • . — ' ' -',– : ; 1 I . "ik 1 i —: ..: .. _ .!....!. _...„_. 1 ! 8! ; : isc< ; ; 1 ! 8 I ft ! • (75 : ' 1 i-- ! ,- ' , , . ,,,- . ■ , ; ; i :* " . 4 ' ' Prepared `e:7/Add /99 job Name: Downtown Hailey Di3videon DescriPti°n: I-1 H , V \it 0 • -43 t 21 kl r— H5G' 45),. .1 ; •• S.: 1 =5 1 F • .F14 :15S, E5 r7Z.1 E-31 Di E. 40 2 D r ..410 r ,"'10. 1 D.7 . F 40 I 32,5' C 0 kr Fj 31/Fuo 4 8 3 5 ! 83'I [ . 9i 0... 56 . s),o'e :57 is3.8 — 58., zo . 22t- IACi Fu-1 5/ .t/ el oi .1/ • Hq/..1 1V 16(i' 2-o/ ' V I/ I / 22/ . 2.3/ 247' / . 2 f)/ " 27 / / 2 6/" ..21 .51/it 37 33/it V Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 5 0 21 Viz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 3.5 3.5 Footing Depth 1.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 1.84K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 1.72 15 Area (SF) 12.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Pero Ps 3.17 1.25 2.50 0.00 1.90 0.00 Ftg + Collateral Wt 2.84 _ Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation ( y w/ deep embedded ParalleUPerp A Bolts Std A Bolts OK? ParalleUPerp 0.67 OK 0.67 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParallellPerp OK 0.39 OK 0.00 Deep A Bolts WI reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 808 Shear Stress (PSI) 30.2 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 336 Beam shear stress: 17.9 Shear Stress OK? OK 336 16.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 9.2 Positive Moment 9.2 As Req'd (SQIN) 0.191 0.191 Minimum Steel: 1.008 1.008 Footing Location: Connection Ref Dti: A'1 None Nelson Car-AWN E:nglneerinq P5 1922158th Ave fE Kemnre. WA 96028-3118 (425) -483-9126 Fax (425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 3/Fdn 99071 7/10199 Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete ft (rc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1.33 40 iYes 2 2.5 No 40 or 60) KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 44 Viz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.0 5.0 Footing Depth 1.3 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 4.99K Eccentricity of Col along length of Ftg 0.00 PIA + Mc/I (KSF) 1.76 15 Area (SF) 25.0 Bearing Pressure OK Base Plate WldthiLength 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) Parallel/Pero Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral WI 5.99 Minimum Wt Req'd 0.00 Ftg • Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (PI+Pt)""'+ veve w/ deep embedded ParalleUPerp A Bolts Std A Bolts OK? Parallel/Perp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.00 OK 0.00 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SOIN) 1098.4064 Shear Stress (PSI) 36.9 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SOIN) 717.6 Beam shear stress: 19.4 Shear Stress OK? OK 717.6 18.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 27.5 Positive Moment 27.5 As Req'd (SQIN) 0.383 0.383 Minimum Steel: 1.9152 1.9152 Footing Location: Connection Ref Dtl: None Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete fc (rc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 4o Nelson Consult rq En f 5 19221 98th Ave Nl; Kenmore. WA 98028-5118 (429) - 485-9126 Fa: (429) 485 -1156 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 4/Fdn 99071 7/10/99 Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hoc Hyy Vu Load Parallel to Frame Load Perp to Frame downwards 0 0 24 Vu uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 3.5 3.5 . Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist . 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 1.84K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/i (KSF) 1.96 15 Area (SF) 12.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParaliefPero (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg 4- Collateral Wt 2.84 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P2+ ' +NAY"' w/ deep embedded ParallellPerp A Bolts Std A Bolts OK? ParallellPsrp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.00 OK • 0.00 Deep A Bolts wl reint angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 608 Shear Stress (PSI) 34.5 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 336 Beam shear stress: 20.4 Shear Stress OK? OK 336 18.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 10.5 Positive Moment: 10.5 As Req'd (SQIN) 0.219 0.219 Minimum Steel: 1.008 1.008 C Nelson Consultlrq Erglnserlrq P5 19221 58th Ave It Kermae, WA 98026-118 (925)-989-9126 Fax: (925) 985 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 5/Fdn 99071 7110199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: A'4 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 2 2.5 Yes l! (No {40 or 60 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 3 0 6 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 2.0 2.0 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight .60K Eccentricity of Col along length of Ftg 0.00 P/A + Mc11(KSF) 1.50 15 Area (SF) 4.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) ParallelPerp Ps 3.17 1.25 1.50 0.00 1.90 0.00 Ftg + Collateral Wt 1.60 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P.rarl Nvirvf" ' w/ deep embedded ParallellPerp A Bolts Std A Bolts OK? Parallel/Pero 0.29 OK 0.29 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.17 OK 0.00 Deep A Bolts w/ relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 608 Shear Stress (PSI) 6.0 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 192 Beam shear stress: 3.9 Shear Stress OK? OK 192 2.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 1.5 Positive Moment 1.5 As Req'd (SQIN) 0.031 0.031 Minimum Steel: 0.576 0.576 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Connection Ref DtI: A'5 None Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 Nelson Ca15111.q rellrwerlrq P5 1922158th Ave t'[ Kemnre. WA 98028-3118 (425) -489 -9126 Far (425) 485-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 6/Fdn 99071 7/10/99 (Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hoc Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 5 0 21 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 3.5 3.5 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 1.84K Eccentricity of Col along length of Ftg 0.00 PIA + MO (KSF) 1.72 15 Area (SF) 12.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 2.50 0.00 1.90 0.00 Ftg + Collateral Wt 2.84 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation 0.1 ". "•Ns/Wr" vd deep embedded Para IlellPerp A Bolts Std A Bolts OK? Parallel/Perp 0.67 OK 0.67 0.00 OK 0.00 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Pere OK 0.39 OK 0.00 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 608 Shear Stress (PSI) 30.2 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 338 Beam shear stress: 17.9 Shear Stress OK? OK 336 16.4 OK PSI , Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 9.2 Positive Moment: 9.2 As Req'd (SQIN) 0.191 0.191 Minimum Steel: 1.008 1.008 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Connection Ref Dtl: L1 None Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 Nelson Ccnsultlrq.n Ineerlrq P5 19221 58th Ave it Kemnre. WA 98028.3118 (425) - 483 -9126 Fax: (425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 7/Fdn 99071 7110199 (40 or 60) 2 2.5 Ives No KSF KSI Footing Loads (Kips) Hot Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 44 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.0 5.0 Footing Depth 1.3 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 4.99K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 1.76 15 Area (SF) 25.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallet/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 5.99 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (ParP eNtvwtr" w/ deep embedded Parallel Perp A Bolts Std A Bolts OK? ParalleUPerp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation • With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParallellPerp OK 0.00 OK 0.00 Deep A Bolts WI rein( angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 36.9 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 717.6 Beam shear stress: 19.4 Shear Stress OK? OK 717.6 18.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 27.5 Positive Moment 27.5 As Req'd (SQIN) 0.383 0.383 Minimum Steel: 1.9152 1.9152 Footing Location: Connection Ref Dti: L3 None Nelson Consuitirei E rgineerlrrl P5 19221 58th Ave It Kemsre, WA 98028 -5II B (425)-4E15-9126 far (425) 485-1156 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 5/Fdn 99071 7/10199 Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete ft (rc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B 1 40 Ives !No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hoot Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 24 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 3.5 3.5 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 1.84K Eccentricity of Col along length of Ftg 0.00 P/A + McII (KSF) 1.96 15 Area (SF) 12.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParaltelPerp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 2.64 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Ps/Pt w/ deep embedded ParallellPerp A Bolts Std A Bolts OK? Para llel/Perp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Botts OK? Parallel/Pero OK 0.00 OK 0.00 Deep A Bolts w/ rinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 608 Shear Stress (PSI) 34.5 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 336 Beam shear stress: 20.4 Shear Stress OK? OK 336 18.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 10.5 Positive Moment: 10.5 As Req'd (SQIN) 0.219 0.219 Minimum Steel: 1.008 1.008 C Nelson CansulUrq Enalneerlrq P5 1922158th Ave NE Kenmore. WA 98028-5118 (425) -485 -9126 fax: (425) 485-1156 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 9/Fdn 99071 7110/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: L4 Allowable Soil Bearing Pressure: Concrete fc (rc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 2 2.5 iYes No 40 or 60 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Pert, to Frame downwards 3 0 6 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 2.0 2.0 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Boit Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight .60K Eccentricity of Col along length of Ftg 0.00 PIA + Mc/I (KSF) 1.so 15 Area (SF) 4.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear Applied Tension Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Paratlel/Perp Ps 3.17 1.25 1.50 0.00 1.90 0.00 Ftg + Collateral Wt 1.60 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation pos/Pu " gvsrvom w/ deep embedded ParallelIPerp A Bolts Std A Bolts OK? Para llel Perp 0.29 OK 0.29 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Pero OK 0.17 OK 0.00 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) • Shear Design: Punching Shear: Shear Area: (SQIN) 608 Shear Stress (PSI) 6.0 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 192 Beam shear stress: 3.9 Shear Stress OK? OK 192 2.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 1.5 Positive Moment 1.5 As Req'd (SQIN) 0.031 0.031 Minimum Steel: 0.576 0.578 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Connection Ref Dti: L5 None Nelson Cansult(rr( l;nalneerirq P5 19221 58th Ave It Kenmore. WA 98026 -5118 ( 425) -485 -9126 rat: (425) 485-1156 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 10/Fdn 99071 7110199 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Botts? Duration factor for A B Reinf Bar Grade 1 40 2 2.5 No (40 or 6� KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 15.5 0 81 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/ (KSF) 1.92 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Boit ParatlellPerp (Standard Embedment) Parallel/Perp Ps 2.75 1.02 3.88 0.00 1.37 0.00 Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (PsipUji'+NsM)"' vd deep embedded Parallel/Perp A Bolts Std A Bolts OK? Parallel/Pero 1.78 No Good 1.78 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Pero No Good 0.30 OK 0.00 Deep A Bolts w/ relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1400 Shear Stress (PSI) 54.8 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 25.7 Shear Stress OK? OK 1092 24.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 65.8 Positive Moment 65.8 As Req'd (SQIN) 0.783 0.783 Minimum Steel: 2,808 2.808 C C Nelson Consulting Engineering P5 1922198th Ave It Kenmore. WA 98028 -118 (425) -48j -9126 Far: (425) 485- Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 11/Fdn 99071 7/10199 Metal Building Footing Design Program 1897 Uniform Building Code Footing Location: Connection Ref DU: Al None Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Botts? Duration factor for A B Re inf Bar G rade 1 2 2.5 1Yes KSF KSI Footing Loads (Kips) Mac Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 91 Viz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 7.0 7.0 Footing Depth 1.3 Anchor Botts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.78K Eccentricity of Cot along length of Ftg 0.00 P/A + Mc/I (KSF) 1.86 15 Area (SF) 49.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Boit Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) ParalleuPerp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 10.78 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Ps 't) " "•(Nirt/t) "" w/ deep embedded ParallellPerp A Bolts Std A Bolts OK? Parallel/Perp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallei/Pero OK 0.00 OK 0.00 Deep A Botts wl reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 79.5 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1004.64 Beam shear stress: 33.4 Shear Stress OK? OK 1004.64 32.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 79.6 Positive Moment 79.6 As Req'd (SPIN) 1.110 1.110 Minimum Steel: 2.68128 2.68128 Footing Location: Calc Ref Page: A3 Nelson CalsuIUrq erglneerlrlq f 5 19221 58th Ave NE Kenmore. WA 98028-118 ( 425) -485 -9126 rax: ( 425) 485-11: Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 12/Fdn 99071 7110/99 Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete fc (rc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 Yes No 40 or 60 2 2.5 KSF KSI it Footing Loads (Kips) Hxx Hyy Viz Load Parallel to Frame Load Perp to Frame downwards 0 0 56 Viz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.5 5.5 Footing Depth 1.3 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 6.03K Eccentricity of Col along length of Ftg 0.00 P/A + Moll (KSF) 1.85 15 Area (SF) 30.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 7.03 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (PuptN"ehrvt)" w/ deep embedded ParaIleVPerp A Botts Std A Bolts OK? Para llet/Perp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Dwp Embedded Bolts Deep A Botts OK? Parallel/Perp OK 0.00 OK 0.00 Deep A Botts wl Rinf angle OK? OK • OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 47.6 Allow Shear Stress (PSI; Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 789.36 Beam shear stress: 23.7 Shear Stress OK? OK 789.36 22.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 38.5 Positive Moment 38.5 As Req'd (SQIN) 0.537 0.537 Minimum Steel: 2.10672 2.10672 Nelson Ccr a Ittrtct EmIrleerirrl f 5 19221 58th Ave tE Kermore, WA 98028-5118 (425) -489 -9126 fax: (425) 485-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 13/Fdn 99071 7/10/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Cale Ref Page: A4 F -14 Allowable Soil Bearing Pressure: Concrete It (rc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hpc Hyy Vu Load Parallel to Frame Load Perp to Frame downwards 21.3 8.3 31.8 Vzz uplift 8.5 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 2.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 PIA + Mcl (KSF) 0.75 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) ParalleUPerp Ps 4.12 1.53 5.33 2.13 2.06 2.08 Ftg + Collateral Wt 11.51 _ Minimum Wt Req'd 10.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P•+PCreNvwur" WI deep embedded Parallel/Perp A Bolts Std A Bolts OK? ParalleUPerp 3.28 No Good 1.57 2.75 No Good 1.05 Unity Equation With Angie AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp No Good 0.55 OK 0.14 . Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 21.5 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 10.1 Shear Stress OK? OK 1092 9.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 25.8 Positive Moment 25.8 As Req'd (SQIN) 0.308 0.308 Minimum Steel: 2.808 2.808 c Nelson Consulttrq ergirreerlrlq P5 1922158th Ave If Kervvre. WA 9802&''118 (425) - 483 -9I26 Far: ( 425) 4854136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 14/Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: AS F -14 & A -7 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reint Bar Grade 1.33 40 Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hoc Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 15.5 8.6 81 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 PIA + Mcll (KSF) 1.92 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Boit Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallei/Perp (Standard Embedment) ParallellPerp PS 4.12 1.53 3.88 0.00 2.06 2.15 Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (PAY"' +NAY"' wl deep embedded Parallel Perp A Bolts Std A Bolts OK? Parallel/Perp 0.90 OK 0.90 1.07 OK 1.07 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? ParallellPerp OK 0.30 OK 0.11 Deep A Botts wl reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 54.8 Allow Shear Stress (PSI, Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 25.7 Shear Stress OK? OK 1092 24.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 65.8 Positive Moment 65.8 As Req'd (SQIN) 0.783 0.783 Minimum Steel: 2.808 2.808 Nel Cansultlrei grglneerIni P5 19221 58th Ave NE Kerm a, WA 98028-3118 (425)-4M-9126 Fax: (425) 185-II36 Prepared by: Job Name: Description: JN Downtown Harley Footing Design Page: Job Number: Date: 151Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: G1, HI,11, J1 Calc Ref Page: F -14 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Ba Grade 1.33 40 1Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 91 Vzz uplift 0 Footing variables (Ft & Kips) Footing Footing Width Length 7.0 7.0 Footing Depth 1.3 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 9.78K Eccentricity of Col along length of Ftg 0.00 PIA + Mc/I (KSF) 1.86 15 Area (SF) 49.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Pero (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 10.78 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (PdPte cal deep embedded Parallel/Perp A Botts Std A Bolts OK? Parallel/Perp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Botts OK? Parallel/Perp OK 0.00 OK 0.00 Deep A Bolts WI rent angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 79.5 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1004.64 Beam shear stress: 33.4 Shear Stress OK? OK 1004.64 32.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 79.6 Positive Moment 79.6 As Req'd (SQIN) 1.110 1.110 Minimum Steel: 2.68128 2.68128 Footing Location: G3, H3, 13, J3 Caic Ref Page: Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete it (rc = 2, 2.5, 3, 4 ksl) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 Nelson Consulting t;rglneerlry P5 19221 58th Ave Nl: Kemnre, WA 98028.118 ( 425) - 483-9126 Fa.: (425) 985 -1196 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 16/Fdn 99071 7110/99 2 2.5 Yes • No ( 40 or 60 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 56 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.6 5.5 Footing Depth 1.3 Anchor Botts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.76 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 6.03K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/1 (KSF) 1.85 15 Area (SF) 30.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 _ Ftg + Collateral Wt 7.03 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation ( i ""'•(v e w/ deep embedded Para liel/Perp A Bolts Std A Bolts OK? Parallel/Perp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.00 OK 0.00 Deep A Botts w/ reint angle OK? OK OK Footing Design: (Stress Design) - Shear Design: Punching Shear. Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 47.6 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 789.36 Beam shear stress: 23.7 Shear Stress OK? OK 789.36 22.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 38.5 Positive Moment 38.5 As Req'd (SQIN) 0.537 0.537 Minimum Steel: 2.10672 2.10872 C Nelson Catsukin Pnglreerirq P5 19221 58th Ave I remora, WA 98028 -3118 ( 425) -483 -9(26 fa: ( 425) 485 -t16 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 17/Fdn 99071 7/10199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: G4, 144,14, J4 Cale Ref Page: F -14 Allowable Soil Bearing Pressure: Concrete fc (re = 2, 2.5, 3, 4 ksi) Special Inspection for Bolts? Duration factor for A B Rein( Bar Grade 1 40 40 or 60 2 2.5 'Yes No KSF KSI Footing Loads (Kips) Hror Hyy Vu Load Parallel to Frame Load Perp to Frame downwards 21.3 8.3 31.8 Vu uplift 8.5 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Botts A Bolt Diameter A Bolt Edge Diet 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 2.00 Footing Weight 9.51K Eccentricity of Cot along length of Ftg 0.00 P/A + Mcll (KSF) 0.75 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Boit Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 4.12 1.53 5.33 2.13 2.06 2.08 Ftg + Collateral Wt 11.51 Minimum Wt Req'd 10.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Peptr" +a•Mr" w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? Parallel/Perp 3.28 No Good 1.57 2.75 No Good 1.05 Unity Equation With Angle AB & Deep , Embedded Bolts Deep A Bolts OK? Parallel/Pero No Good 0.55 OK 0.14 Deep A Bolts w/ relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1400 Shear Stress (PSI) 21.5 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 10.1 Shear Stress OK? OK 1092 9.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 25.8 Positive Moment: 25.8 As Req'd (SQIN) 0.308 0.308 Minimum Steel: 2.808 2.808 C Footing Location: Cale Ref Page: G5, 115,15, JS F-1411 A -7 Nelson Calsultirq Ergln crirq P5 19221 56th Ave lNE Kenmore. WA 96028-5118 (425) - 483.9126 Far: <420 985 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 18/Fdn 99071 7112/99 Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete fc (fc= 2,2.5,3, Special Inspection for A Bolts? Duration factor for A B Rein( Bar Grade 1.33 40 40 or 60 2 2.5 Yes No KSF KSI Footing Loads (Kips) Hoot Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 15.5 8.6 81 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 PIA + Mc/l (KSF) 1.92 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalieVPerp (Standard Embedment) Parallel/Perp Ps 4.12 1.53 3.88 0.00 2.06 2.15 Ftg + Collateral Wt 10.51 _ Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation mmoleNv/r w/ deep embedded ParallelPerp A Bolts SW A Bolts OK? ParallelPerp 0.90 OK 0.90 1.07 OK 1.07 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.30 OK 0.11 Deep A Bolts wl rein( angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 1400 Shear Stress (PSI) 54.8 Allow Shear Stress (PS( Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SOIN) 1092 Beam shear stress: 25.7 Shear Stress OK? OK 1092 24.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 65.8 Positive Moment: 65.8 As Req'd (SOIN) 0.783 0.783 Minimum Steel: 2.808 2.808 C Footing Location: Calc Ref Page: K1 F -14 Nelson Caisultirr(Prti(lneerlrei P5 19221 580i Ave It Kermore, WA 98028-3118 ( 425) - 483-9126 Fax: ( 425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 19/Fdn 99071 7/12199 Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1.33 40 Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) H)ot Hyy Vzz Load Parallel to Frame Load Pep to Frame downwards 0 0 91 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 7.0 7.0 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral WI (Kips) 1.00 Footing Weight 11.03K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/1 (KSF) 1.86 15 Area (SF) 49.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp PS 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 12.03 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P5lPt) ".NsM) w/ deep embedded Paral lel/Perp A Bolts Std A Botts OK? Parallel/Perp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.00 OK 0.00 Deep A Bolts w/ relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SOIN) 1400 Shear Stress (PSI) 62.0 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SOIN) 1176 Beam shear stress: 27.6 Shear Stress OK? OK 1176 26.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 79.6 Positive Moment 79.6 As Req'd (SQIN) 0.948 0.948 Minimum Steel: 3.024 3.024 Nelson Cansu(tlrq E;rg(rleerlrq P5 1922158th Ave Ketrs e. WA 98O28-3II8 (425) - 98 -9126 Fax: (425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 20/Fdn 99071 7/10199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: K -3 Allowable Soil Bearing Pressure: Concrete rc (rc = 2, 2.5, 3, 4 ksi) Special Inspection forA Bolts? 'Duration factor for A B Re(nf Bar G rade 1 Ives No 2 2.5 KSF KSI Footing Loads (Kips) HxX Hyy Va Va Load Parallel to Frame Load Perp to Frame downwards uplift 0 0 56 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.5 5.5 Footing Depth 1.3 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing 2.00 0.75 4.00 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 6.03K Eccentricity of Col along length of Ftg 0.00 PIA + McR (KSF) 1.85 15 Area (SF) 30.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) " • Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) ParallellPerp Pa 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 7.03 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation Unity Equation With Angle (ParPq "(vsto r" WI deep embedded AB & Deep Paraliel/Perp A Bolts Embedded Bolts Std A Bolts OK? Parallel/Perp Deep A Bolts OK? Parallel/Pero 0.00 OK 0.00 OK 0.00 0.00 . OK 0.00 OK 0.00 Deep A Bolts wl relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1098.4064 Shear Stress (PSI) 47.6 Allow Shear Stress (PS( Punching Shear OK? 100 OK Beam Shear. Shear Area: (SQIN) 789.36 Allow Shear Stress Beam shear stress: 23.7 55 Shear Stress OK? OK 789.36 22.6 OK PSI Flexure Design Bottom Steel: Kip Ft Long Direction: Positive Moment: 38.5 Short Direction: Positive Moment 38.5 As Req'd (SQIN) 0.537 0.537 Minimum Steel: 2.10672 2.10672 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Caic Ref Page: K4 F -14 Nelson Consultlrq rrglneerIrq P5 19221 58th Ave It Kenn c. WA 98028 -3118 (425) -483 -9126 Pax: ( 425) 485-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 21/Fdn 99071 7110/99 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 Ives No (40 or 60) 2 2.5 KSF KSI Footing loads (Kips) Hxx Hyy Vu Load Parallel to Frame Load Perp to Frame downwards 21.3 0 31.8 Vu uplift 8.5 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Botts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 4.00 A Bolt Spacing 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 0.75 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Pa 2.75 1.02 5.33 2.13 1.37 0.00 Ftg + Collateral Wt 10.51 _ Minimum Wt Req'd 10.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation car"' *N•lor" w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? ParalleUPerp 6.45 No Good 3.06 3.43 No Good 0.04 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Botts OK? Parallel/Perp No Good 0.55 OK 0.04 Deep A Bolts wl mini angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 21.5 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 10.1 Shear Stress OK? OK 1092 9.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 25.8 Positive Moment 25.8 As Req'd (SQIN) 0.308 0.308 Minimum Steel: 2.808 2.808 Nelson Cansultlrq Prgineerlrq P5 1922158th Ave i,E Kemnre. WA 98028-',118 (425) - 483-9126 rat: (425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 22/Fdn 99071 7110199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Cale Ref Page: K5 F -14 Allowable Soil Bearing Pressure: Concrete rc (fc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 !Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vu Load Parallel to Frame Load Pep to Frame downwards 19.7 8.6 81 Vu uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Boit Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/1(KSF) 1.92 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) ParallellPerp Ps 4.12 1.53 4.93 0.00 2.06 2.15 Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (p>t)""' +(v/vtr" wi deep embedded Paralle(IPerp A Bolts Std A Bolts OK? ParalleUPerp 1.35 No Good 1.35 1.07 OK 1.07 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Botts OK? ParallelUPerp No Good 0.45 OK 0.11 Deep A Bolts w/ Rinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1400 Shear Stress (PSI) 54.8 Allow Shear Stress (PSI; Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 25.7 Shear Stress OK? OK 1092 24.7 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 65.8 Positive Moment: 65.8 As Req'd (SQIN) 0.783 0.783 Minimum Steel: 2.808 2.808 Nelson Cansultlrq gngineerlrq P5 19221 5861 Ave NE Kemnre, WA 98028 -5118 (425) - 4859126 Fat,: ( 425) 485-1156 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 23/Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: 131. F1 F -24 Allowable Soil Bearing Pressure: Concrete rc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1.33 40 (40 or 60) fYes No 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Viz Load Parallel to Frame Load Perp to Frame downwards 0 58.1 112 Viz uplift 22 Footing Variables (Ft & Kips) Footing Footing Width Length 9.0 9.0 Footing Depth 2.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.25 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 2.00 Footing Weight 24.30K Eccentricity of Col along length of Ftg 0.00 PIA + Mo/i (KSF) 1.38 15 Area (SF) 81.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel /Perp Ps 4.64 1.60 0.00 5.50 2.32 14.53 Ftg + Collateral Wt 26.30 Minimum Wt Req'd 25.88 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (PslP1) " "•Nuvq"" w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? ParaliellPerp 7.86 No Good 0.08 29.26 No Good 21.48 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Botts OK? Parallel/Perp OK 0.08 No Good 1.40 Deep A Bolts wl reinf angle OK? OK No Good Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 2480 Shear Stress (PSI) 43.5 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 2160 Beam shear stress: 18.7 Shear Stress OK? OK 2160 18.2 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 126.0 Positive Moment: 128.0 As Req'd (SQIN) 1.050 1.050 Minimum Steel: 5.184 5.184 C Nelson Consulting rglneering P5 19221 58th Ave NE Kermore, WA 98028-3118 ( 425) - 485-9126 Far,: ( 425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 241Fdn 99071 7112199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: B3, F3 Calc Ref Page: F - 24 a A -5 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Rein( Bar Grade USE Sr1eENgrit 130c_2"f 1.33 Yes No Oo 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 57 Vu uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 5.5 5.5 Footing Depth 1.0 Anchor Botts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 4.54K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 1.e9 15 Area (SF) 30.3 Bearing Pressure OK Base Plate Wldth/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallet/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 5.54 _ Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation reset)"" +Naive) "" w/ deep embedded Parallel/Pero A Bolts Std A Bolts OK? ParalleUPerp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.00 OK 0.00 Deep A Bolts w/ relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 608 Shear Stress (PSI) 88.9 Allow Shear Stress (PSI, Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 528 Beam shear stress: 39.3 Shear Stress OK? OK 528 37.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 39.2 Positive Moment 39.2 As Req'd (SQIN) 0,816 0.816 Minimum Steel: 1.584 1,564 c Nelson Consultirq Engineerirq P5 19221 58th Ave NE Keimore, WA 98028 -3118 ( 425) - 483 -9126 rag ( 4251 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 25/Fdn 99071 7111/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Cale Ref Page: B4, F4 F24 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 ■ 40 or 60 2 2.5 iYes No KSF KSI Footing Loads (Kips) Hxx Hyy Vu Load Parallel to Frame Load Perp to Frame downwards 26.1 8.3 35.8 Vu uplift 13.8 Footing Variables (Ft & Kips) Footing Footing Width Length 8.0 8.0 Footing Depth 1.7 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FON Collateral Wt (Kips) 2.00 Footing Weight 16.32K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 0.56 15 Area (SF) 64.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) ParalleUPerp Ps 4.12 1.53 6.28 3.45 2.06 2.08 Ftg + Collateral Wt 18.32 Minimum Wt Req'd 16.24 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (p &)""' +Nsvt) WI deep embedded Parallel/Perp A Bolts Std A Botts OK? Parallel/Perp 5.93 No Good 2.10 4.92 No Good 1.09 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp No Good 0.78 OK 0.19 Deep A Botts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1797.44 Shear Stress (PSI) 19.1 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 1574.4 Beam shear stress: 8.2 Shear Stress OK? OK 1574.4 8.0 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 35.8 Positive Moment: 35.8 As Req'd (SPIN) 0.364 0.364 Minimum Steel: 3.9188 3.9168 C Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Cale Ref Page: 85, F5 F24 & AT Allowable Soil Bearing Pressure: Concrete fc (r'c = 2, 2.5, 3, 4 ksl) Special Inspection for A Bolts? Duration factor for A B 1.33 Rein( Bar Grade 40 Nelson Consulbnq Crglneerinq PS 19221 58th Ave NE Kernnre, WA 98028-'118 (425) -48' -9126 Far: (425) 4135-11.%) Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 26/Fdn 99071 7/12/99 Yes No 40 or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 2.6 e.6 74.2 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Botts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mcli (KSF) 1.76 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp PS 4.12 1.53 0.65 0.00 2.06 2.15 Ftg + Collateral Wt 10.51 Minimum Wt Re 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (pry +(vlMr" w/ deep embedded Parallel/Pero A Bolts Std A Bolts OK? Parallet/Pero 0.05 OK 0.05 1.07 OK 1.07 Unity Equation With Angle AB 3 Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.02 OK 0.11 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PS1) 50.2 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 23.5 Shear Stress OK? OK 1092 22.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 60.3 Positive Moment 60.3 As Req'd (SQIN) 0.718 0.718 Minimum Steel: 2.808 2.808 c C Nelson Consultlrq Ergireerlrq P5 1922158th Ave NE Kenmore. WA 98028 -'ll8 ( 425) - 485-9126 Fax: ( 420 455-1/. Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 27/Fdn 99071 7112/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: Cl, El F -24 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B 1.33 Reiff Bar Grade 40 Yes No or 60 2 2.5 KSF KSI Footing Loads (Kips) Hxx Hyy Vu Load Parallel to Frame Load Perp to Frame downwards 0 58.1 129 Va uplift 22 Footing Variables (Ft & Kips) Footing Footing Width Length 9.0 9.0 Footing Depth 2.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.25 6.00 A Bolt Spacing 6.00 Available FON Collateral Wt (Kips) 2.00 Footing Weight 24.30K Eccentricity of Col along length of Ftg 0.00 P/A + Mcll (KSF) 1.59 15 Area (SF) 81.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallet/Perp (Standard Embedment) ParallellPerp Ps 4.64 1.60 0.00 5.50 2.32 14.53 Ftg + Collateral Wt 26.30 Minimum Wt Req'd 25.88 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (Ps/PU" te wl deep embedded ParallellPerp A Bolts Std A Bolts OK? Parallei1Perp 7.86 No Good 0.08 29.26 No Good 21.48 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.08 No Good 1.40 Deep A Bolts w/ reinf angle OK? OK v. No Good Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 2480 Shear Stress (PSI) 50.1 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear. Allow Shear Stress 55 Shear Area: (SQIN) 2160 Beam shear stress: 21.6 Shear Stress OK? OK 2160 21.0 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 145.1 Positive Moment: 145.1 As Req'd (SQIN) 1.209 1.209 Minimum Steel: 5.184 5.184 Footing Location: Calc Ref Page: C3, E3 A -5 & A7 Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete ft (ft = 2.2.5,3,4ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade Nelson Cartsultlrq Enaln erirrl f 5 19221 58th Ave he Kerrnre, WA 98028 - 118 (425) -485 -9126 Fa: (425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 28IFdn 99071 7112/99 1.33 40 Yes No 40 or 60 2 2.5 * USE Nay k fi R.EKC}Th( 5ocif (ps, io 0 2__ SHE/ R!N I L KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 77 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Botts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 8.51K Eccentricity of Col along length of Ftg 0.00 P/A + Mdl (KSF) 1.82 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Pero Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 10.51 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation ( )"" '+Narw) r." w/ deep embedded Parallel/Pero A Bolts Std A Botts OK? ParallellPerp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.00 OK 0.00 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 1400 Shear Stress (PSI) 52.1 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 24.4 Shear Stress OK? OK 1092 23.5 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 62.6 Positive Moment: 62.6 As Req'd (SQIN) 0.745 0.745 Minimum Steel: 2.808 2.808 Footing Location: Calc Ref Page: C4, E4 F -31 Metal Building Footing Design Program 1997 Uniform Building Code Nelson Cam1t it erglneerlrq P5 19221 5% Ave NE Kennrre. WA 9802&'118 ( 425) - 483 -9126 Fa: ( 425) 985 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 291Fdn 99071 7111199 Allowable Soil Bearing Pressure: Concrete fc (ft = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B 1 Reinf Bar Grade 40 2 2.5 Yes No 40 or 60 KSF KSI Footing Loads (Kips) Hn ot Hyy Vu Load Parallel to Frame Load Perp to Frame downwards 21.4 0 80 Va uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 6.5 6.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 4.00 A Bolt Spacing 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 9.51K Eccentricity of Cot along length of Ftg 0.00 P/A + MO (KSF) 1.90 15 Area (SF) 42.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 2.76 1.02 5.35 0.00 1.37 0.00 Ftg + Collateral Wt 10.51 _ Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation er (p)""' +NsM)" 3 wl deep embedded Parallet/Perp A Botts Std A Bolts OK7 Parallel/Perp 3.04 No Good 3.04 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParallellPerp No Good 0.52 OK 0.00 Deep A Botts w/ relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 54.1 Allow Shear Stress (PSI; Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1092 Beam shear stress: 25.4 Shear Stress OK? OK 1092 24.4 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 65.0 Positive Moment: 65.0 As Req'd (SQIN) 0.774 0.774 Minimum Steel: 2.808 2.808 Nelson Consulting l:ngineerirq P5 19221 58th Ave we m Kenre. WA 98028 -3118 ( 425)-48 Fat ( 425) 485 -1156 Prepared by: Job Name: Description: JN Downtown Harley Footing Design Page: Job Number: Date: 30IFdn 99071 7112199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Caic Ref Page: D1 F-40 Allowable Soil Bearing Pressure: Concrete fc (ft = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 (40 or 60) 2 2.5 ves No KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 104 Vu uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 7.5 7.5 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 12.66K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/1 (KSF) 1.85 15 Area (SF) 56.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 13.66 Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (PdPt) " w/ deep embedded Parallel/Perp A Bolts Std A Botts OK? ParallelPerp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? ParallellPerp OK 0.00 OK 0.00 Deep A Bolts wl reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: • Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 71.3 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1260 Beam shear stress: 30.3 Shear Stress OK? OK 1260 29.3 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 97.5 Positive Moment: 97.5 As Req'd (SQIN) 1.161 1.161 Minimum Steel: 3.24 3.24 Nelson Consultirq Frgineerin f 5 1922158th Ave NE Kenmore. WA 98028 -3118 (425)-185 -9126 fax: (425) 185-1156 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 311Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: D3 F.40 Allowable Soil Bearing Pressure: Concrete rc (Pc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 40 2 2.5 I Yes No 40 or 60 KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 0 0 88 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 7.0 7.0 Footing Depth 1.5 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 11.03K Eccentricity of Col along length of Ftg 0.00 P/A + Mcd (KSF) 1.80 15 Area (SF) 49.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Paraliel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.00 0.00 1.90 0.00 Ftg + Collateral Wt 12.03 _ Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (psnaco +N+M)""' vi/ deep embedded ParalleUPerp A Bolts SW A Bolts OK? ParallellPerp 0.00 OK 0.00 0.00 OK 0.00 Unity Equation With Angle @ AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.00 OK 0.00 Deep A Bolts wl relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 60.0 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1176 Beam shear stress: 26.7 Shear Stress OK? OK 1176 25.8 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 77.0 Positive Moment: 77.0 As Req'd (SQIN) 0.917 0.917 Minimum Steel: 3.024 3.024 Nelson Consulting EnlIneerinq P5 1922158th Ave it Kemnre, WA 98028-3118 ( 425) -48, -9126 fax: ( 425) 485-1136 Prepared by: Job Name: Description: JN Downtown Harley Footing Design Page: Job Number: Date: 32/Fdn 99071 7/12/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: D4 F-40 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2.2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Relnf Bar Grade 40 40 or 60 2 2.5 ires l� KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame , Load Perp to Frame downwards 32.6 0 91.5 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 7.0 7.0 Footing Depth 1.5 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 4.00 1.00 6.00 A Bolt Spacing 6.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 11.03K Eccentricity of Col along length of Ftg 0.00 PIA + Mc/l (KSF) 1.87 15 Area (SF) 49.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalleUPerp (Standard Embedment) ParalleUPerp Ps 4.12 1.53 8.13 0.00 2.06 0.00 Ftg + Collateral Wt 12.03 _ Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation IPI/Pt)" wi deep embedded ParalleUPerp A Bolts . Std A Bolts OK? ParalleUPerp 3.11 • No Good 3.11 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp No Good 1.05 OK 0.00 Deep A Bolts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 1400 Shear Stress (PSI) 62.4 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 1176 Beam shear stress: 27.8 Shear Stress OK? OK 1176 26.9 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 80.1 Positive Moment: 80.1 As Req'd (SQIN) 0.953 0.953 Minimum Steel: 3.024 . 3.024 Nelson Consulting Enlineering PS 1922158th Ave ft *more, WA 98028 -3118 (425) Fax: (425) 98541',6 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 331Fdn 99071 7112199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Calc Ref Page: 05 F-40 Allowable Soil Bearing Pressure: Concrete Pc (fc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1.33 40 Ives No 2 2.5 t• (40 or 60) KSF KSI Nelson Consulting EngineeriL s 1, ‘1221 1 58th Ave NE '; .; • , j Kenmore, Wishington",480284118 I (.1 (425)48541361; ;111 • I ; r , ;_tOcri-lt..-1 Ca L c k t -. • 1 i • : . ; • ' • • r• • •• • i - ; r • ; • r , . , • . r . . ; - I- ' FE"' • Sur:-., af?-.... (..q - - . , R.,, D ' • - -; : -- • - 4. 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HI' H •..;, 5 o t 3 6 , . , .1.. • Footing Loads (Kips) H1ot Hyy Vu Load Parallel to Frame Load Perp to Frame downwards 2.2 0 9.8 Vu uplift 1.3 Footing Variables (Ft & Kips) Footing Footing Width Length 3.0 3.0 Footing Depth 1.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 1.35K Eccentricity of Col along length of Ftg 0.00 P/A + Mc/I (KSF) 1.09 15 Area (SF) 9.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt ParalbUPerp (Standard Embedment) ParallelPerp Ps 3.17 1.25 1.10 0.65 1.90 0.00 Ftg + Collateral Wt 2.35 Minimum Wt Req'd 1.53 Ftg + Collateral Wf, Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (pm ' +NA w/ deep embedded Parallel/Pero A Bolts Std A Bolts OK? ParalleUPerp 0.50 OK 0.18 0.33 OK 0.01 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.11 OK 0.01 Deep A Botts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 608 Shear Stress (PSI) 13.3 Allow Shear Stress (PSI. Punching Shear OK? 100 OK Beam Shear: Allow Shear Suess 55 Shear Area: (SQIN) 288 Beam shear stress: 8.5 Shear Stress OK? OK 288 7.6 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 3.7 Positive Moment: 3.7 As Req'd (SQIN) 0.077 0.077 Minimum Steel: 0.864 0.864 C Nelson Consulbrq erglneerlrq P5 19221 58th Ave NE Kenmore, WA 98028 -3118 (425) -483 -9126 fat: (425) 485-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 35IFdn 99071 7114199 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: J & K @ 5.5 CaIc Ref Page: F48 Allowable Soil Bearing Pressure: Concrete fc (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 40 or 60 2 2.5 furs No KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 1.3 0 8 Vzz uplift 2.6 Footing Variables (Ft & Kips) Footing Footing Width Length 4.0 4.0 Footing Depth 1.0 Anchor Bolts (inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight 2.40K Eccentricity of Col along length of Ftg 0.00 P/A + MO (KSF) 0.50 15 Area (SF) 16.0 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Pero (Standard Embedment) Parallel/Pero Ps 3.17 1.25 0.65 1.25 1.90 0.00 Ftg + Collateral Wt 3.40 Minimum Wt Req'd 2.94 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation more 4Nvvt)•" w/ deep embedded ParallelPerp A Bolts SW A Botts OK? ParalleUPerp 1.07 No Good 0.11 1.00 OK 0.04 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.08 OK 0.04 Deep A Botts w/ reinf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 608 Shear Stress (PSI) 11.0 Allow Shear Stress (PSI, Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 384 Beam shear stress: 6.5 Shear Stress OK? OK 384 6.1 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment 4.0 Positive Moment: 4.0 As Req'd (SQIN) 0.083 0.083 Minimum Steel: 1.152 1.152 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: Caic Ref Page: E + 6 G -5 Nelsoi Cansulthtq gngineerirq P5 19221 58th Ave ICE Kenmre. WA 98028 -3118 (429)-4E3,-9126 Farr ( 425) 485-1116 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 36/Fdn 99071 7/14199 Allowable Soil Bearing Pressure: Concrete ft (rc = 2, 2.5, 3, 4 ksI) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 2 2.5 Ym I NO Is {4 or 60) KSF KSI Footing Loads (Kips) Hxx Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 1.8 0 12.3 Vz2 uplift 3 Footing Variables (Ft & Kips) Footing Footing Width Length 4.5 4.5 Footing Depth 1.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Dist 2.00 0.76 4.00 A Bolt Spacing 4.00 Available FON Collateral Wt (Kips) 1.00 Footing Weight 3.041( Eccentricity of Cot along length of Ftg 0.00 PIA + Mc/I (KSF) 0.61 15 Area (SF) 20.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacing interpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp Ps 3.17 1.25 0.95 1.50 1.90 0.00 _ Ftg + Collateral Wt 4.04 • Minimum Wt Req'd 3.53 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation (P+P)"'" +Ns/vt)"°" wl deep embedded Parallel/Pero A Bolts Std A Botts OK? ParalleUPerp 1.48 No Good 0.19 1.35 No Good 0.05 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? ParalleUPerp OK 0.13 OK 0.05 Deep A Bolts w/ relnf angle OK? OK OK Footing Design: (Stress Design) Shear Design: Punching Shear: Shear Area: (SQIN) 608 Shear Stress (PSI) 18.7 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear Allow Shear Stress 55 Shear Area: (SQIN) 432 Beam shear stress: 9.5 Shear Stress OK? OK 432 9.0 OK PSI Flexure Design Bottom Steel: Long Direction:. Short Direction: Kip Ft Positive Moment: 6.9 Positive Moment 6.9 As Req'd (SQIN) 0.144 0.144 Minimum Steel: 1.296 1.296 Footing Location: Calc Ref Page: D +ia 6 G -5 Nelson Consulting EngIneerlrq 1'5 1922158th Ave It Kenmore. WA 98028 -3118 (425) -485 -9126 Fax: (425) 485 -1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number: Footing Design Date: 37IFdn 99071 7114199 Metal Building Footing Design Program 1997 Uniform Building Code Allowable Soil Bearing Pressure: Concrete fc (Pc = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 2 2.5 Yes No or KSF KSI Footing Loads (Kips) Mac Hyy Vzz Load Parallel to Frame Load Perp to Frame downwards 1.2 0 6.6 Vzz uplift 0 Footing Variables (Ft & Kips) Footing Footing Width Length 2.5 2.5 Footing Depth 1.0 Anchor Bolts (Inches) Number of A Bolts A Bolt Diameter A Bolt Edge Oist 2.00 0.75 4.00 A Bolt Spacing 4.00 Available FDN Collateral Wt (Kips) 1.00 Footing Weight .94K Eccentricity of Col along length of Ftg 0.00 PIA + Mc /I (KSF) 1.06 15 Area (SF) 6.3 Bearing Pressure OK Base Plate Width/Length 10.00 12.00 A Bolt Capacities (Kips) (based on edge dist & spacinginterpolations) Applied Shear 0 Shear (Vt) Tension (Pt) per A Bolt (Vs) per A Bolt Parallel/Perp (Standard Embedment) Parallel/Perp PS 3.17 1.25 0.60 0.00 1.90 0.00 Ftg + Collateral Wt 1.94 _ Minimum Wt Req'd 0.00 Ftg + Collateral Wt Required OK A Bolt Capacities (Kips) (based on unity equation) Unity Equation Unity Equation IPailV w/ deep embedded Parallel/Perp A Bolts Std A Bolts OK? ParalleUPerp 0.06 OK 0.06 0.00 OK 0.00 Unity Equation With Angle AB & Deep Embedded Bolts Deep A Bolts OK? Parallel/Perp OK 0.04 OK 0.00 Deep A Bolts w/ reinf angle OK? OK • OK Footing Design: (Stress Design) Shear Design: Punching Shear. Shear Area: (SQIN) 608 Shear Stress (PSI) 8.2 Allow Shear Stress (PSI Punching Shear OK? 100 OK Beam Shear: Allow Shear Stress 55 Shear Area: (SQIN) 240 Beam shear stress:. 5.5 Shear Stress OK? OK 240 4.8 OK PSI Flexure Design Bottom Steel: Long Direction: Short Direction: Kip Ft Positive Moment: 2.1 Positive Moment 2.1 As Req'd (SQIN) 0.043 0.043 Minimum Steel: 0.72 0.72 Nelson Calsultlrq EreitneerIrci P5 19221 58th Ave It Kennore, WA 98028 -3118 (425) 4 #83.9126 Fax: (425) 465-1136 Prepared by: Job Name: Description: JN Page: Downtown Harley Job Number. Footing Design Date: 38/Fdn 99071 7/14/99 Metal Building Footing Design Program 1997 Uniform Building Code Footing Location: C+ 6 Calc Ref Page: G-5 Allowable Soil Bearing Pressure: Concrete ft (f'c = 2, 2.5, 3, 4 ksi) Special Inspection for A Bolts? Duration factor for A B Reinf Bar Grade 1 40 40 or 60 2 2.5 1Yes NO KSF KSI Nelson Consulting Enginee 19221 58th Ave NE Kenmore, WashIngton .0.891.07114 (425)483,9126. Fa,c (425) 485-1136 F 2.0 F 3.0 F 3.5 F 4.0 F 4.5 F 5.0 F 5.5 F 6.5 F 7.0 F 7.5 F 8.0 F9.0 • Footing Schedule Mark Dimensions 2 x 2'-0" 3'-0" x 3'-0" 3'-6" x 3'-6" 4'-0" x 4'-0" 4'-6" x 4'-6" 5'-0" x 5'-0" 5'-6" x 5'-6" 6'-6" x 6'-6" 7'-0" x 7'-0" 7'-6" x 7'-6" 8'-0" x 8'-0" 9'-0" x 9'-0" Notes: 1. Reinforcing steel is 60 grade (Fy = 60,000 PSI) 2. Hold bottom steel 3" clear to earth 3. Hold top steel 2" clear to top of footing , 'IL •-• •• .„ • Thickness 12" 12" 12" 12" 12" 16" 16" 18" 18" 18" 20" 24" • , ; Bottom Steel Top Steel (ea way) (ea way) 3 #4 5#4 5#4 4 #5 5 #5 6#5 7 #5 9 #5 9 #5 10 #5 9#6 11#6 • None None None None None None None 4 #5 4 #5 6#5 4 #5 6 #5 C. iteliiiiiConjulting En ginee,,, 19221 58th Ave NE . ,:!: • s • •„, Kenmore, *, ';!.• 401136 •.• MF; '• • • • : ' ! w(Ht(lf! • C . : 30t±T C 1 FoiZ --; � F F . • ; :.; ; ; • • I. .cp.•._A_ 3:o [30(3r5 ) . ! , : : ! . ... ,• 37j • i ' * •' il: , ' 1 1.4.1 • . i • 1 i I , • i , -I- I i -:- i-- 1 .,.. .1 ., !_ ! 1....t 71 030 I 1 1 y \ , LJ , ;\ Q-: YS R1 -1-1 / °L--- /\ PC ; • 1 • • - I el-c .1? A31.5 . 1? -7 C cTr • • • o • • • I inrt.c »r. Nelson Consulting Engineering, P5 19221 58 Avenue NE Kenmore, WA 98028 Phone: 425 -483 -9126 FAX: 425 - 485 -1136 September 2, 1999 Fiorillo Northwest, Inc 131 SW 156 Street Seattle, WA 98166 CORREs,TION LTR# 1 Attention: Brett Jacobsen / Greg McKenna Reference: Downtown Harley Davidson; Tukwila, WA Project #: 99071 CITY OF TUKWII A SEP - 7 1999 PERMIT CENTER This letter is in response to the plan review letter from Reed Middleton, Inc. dated August 20, 1999. This office has already submitted revised calculations and drawings to CHG Building Systems, Inc. The numbers of the responses in this letter correlate to the numbers of the comments in the Reed Middleton letter. 1. All information requested has been submitted to CHG Building Systems. They should have submitted it to you. 2. General Note, sheet Si have been modified to comply 3. General Note, sheet 51 have been modified to comply 4. The date noted in the foundation calculations was based on the cover page date. The several pages of the CDC Drawings had several different dates, and the foundation calculations have been so modified. 5. Load information is found on page 2 /FDN of the calculations prepared by this office. O. See detail G/52. 7. General notes, sheet Si have been modified to comply. Please note, CDC Steel buildings is responsible for the diameter and quantity of the anchor bolts. This office is responsible for design of the anchor bolt embedment. S. Calculations and drawings have been corrected. Nelson Consulting Engineering, FS 192215E3 Avenue NE Kenmore, WA 98028 Phone: 425-483-9126 FAX: 425-485-1136 Please note, that This office has added design and details for the grillage. See pages 1/Trellis - 3/Trellis of his calculations and the details per Si, 52 & 54. NELSON CONSULTING ENGINEERING, PS 9. See new page 41/FDN of the calculations. Drawing 52 has been corrected. 10. Mezzanine details have been corrected and added. See revised drawings 54 & 55. 11. Items 11 - 17 have been addressed by CDC Steel Buildings. See revised CDC Steel Buildings Calculation sheets A1.1 and A1.2. Jeffrey A. Nelson, PE • • , • . - From Po$icla de.San.Juan: • • - PHONE No 31' 09/.63/19 (38:31 : Neition Consulting Engineering, PS 19221 f5,5 Avenue NE Kenmore, WA 95025 Phone: 425-483-912e FAX: 42r3-4F.55-1136 rcy A. i■leit5on, PE '..11:L5ON CON5t)LTING ENGIN ( CH C; 61.1ILDI14G SYSTEMS • 9. acc iv' rage 41/FPN of the calculations. Prawing 52 hos Ewen corrected. 10. Mezzanine details have 17cOn corrected and addcd. See revised drawInge..$4. &s5. 111: items 11 - 17 have 17een addreesed 17y CFSC Cite& t3uildings. 5re rcvic61 C5C BuilcAinsf.5 Calculation sheets A1.1 and A1.2, • Ploaoc note, that This office has added design arordctalls for the grillage. Scc pagesI/Trellis - 3/Trellie of his calculations alicl the details per Si, 52 & 54. sep. 03 1999 9: 54AM P01 09/01/1999 15:25 425255(1'.1 06l. .r le .r.. "1.1' Ill. I N I .l.\ . . .iQJY BY IsJP I - r '3 Cs..-h✓ 0 11; H i Le.g/V, CHG BUILDING SYq' .IS c41. J 11:1•.1. 4t. '• '1_/'1 tams Sheet A- 1,2 Data 06,- ,15_-1999 Oust DOWNTOWN HA „Fy, DgVIDSQ : Job # 4j 15 cieds ;yri 1 uao1 cov4 t,h f.4e4. j 1L12 PAGE 03 'atm.) a: U f3C. • L ) �►y OIh�e,� de� C OF TUKWILA SEP - 7 1999 P 1‹ A•.• r e 4 e„� -,o $ C -1. � -F .1 M i c_.. 6„ ip 11 a AEi MIT CENTER re 1. A; ✓ -A !ut s . Ape); cq D �.. 1�'��.u►i —�� r - ••$' iC) Sec i SAS • l�A^M•- ee,* intefr. tam 1�t� h � ►.� . r� �- effect :r . "r 6. C�v 1 S ; c�a�e � i h -Ili CORRE TION 15 LTR# VJ ct EI ` 1-a4 4 CQ.1GN'14A _cA 4.- Sl10bio obA SNe • a e:•Te,'N+\(1e.cl '....�.! �j�215r+ik.. �.�nI ro1 �I Ials • . f1+-4/' - 1C \4 a.h s.k t ; cqe1;C.4 L... 12 S5c- =11 Lca3�•l�, -L , '1?.e.4e ' --a . -s)4 1 atev"W1 1.. rr s ice, -1 ,. �� , i-�-U ci i ha 1 d frCc h. "r-a s k t,.tb 1 L 3 _ " C's -14. 1 F -13 F 'Z.1 � 2'l. F-13 , F 3 '3 F. _ 39 -�� Y- i a ''r.' /"0 1A G d s i h � l a H3 ; -, h.c� � hR I G! i 1re h. EP4Ot'39 FIORILLO NORTHWEST INC. September 7, 1999 Brenda Holt — Permit Coordinator Department of Community Development City of Tukwila 6300 Southcenter Blvd, Suite #100 Tukwila, WA 98188 RE: DOWNTOWN HARLEY DAVIDSON 13001- 48TH AVENUE SOUTH D99 -0259 Dear Brenda: Attached is a full and complete set of the revised plans for the referenced building. Also attached are letters of response to the applicable departments from which the comments originated. The only department comment not addressed by separate letter is that of the planning department. Planning's only comment required the specification of the building colors; the colors are provided on page A3 of the resubmittal. A full set of the structural related drawings, including the drawings and calculations for the storm water vault per the civil plans, have been sent to Reid Middleton via courier. Thank you for all of your help. If you have any questions or comments please call me at (206) 241 -2600. � / . incerely, F c ' ILLO ► I ' THWEST INC. CORR TION LTR# CITY TUK T'IJKWILA SEP -- ! 1999 PERMIT CENTER -o 131 SOUTHWEST 156th, SEATTLE, WASHINGTON 98166 • (206) 241 -2600 • FAX (206) 241 -2630 P.O. BOX 66826, SEATTLE, WA 98166 -0826 LEY• PSI Attn. Brenda Tukwila Suilding Dept. CORRF4TION LTR# II" 1 " DOWNTOWN HARLEY PAGE 02 8727 Martin Luther King Way 8, • Seattle, Washington 98118 (206) 722.8457 • FAX: (208) 722-8442 In accordance with the Ross Dickman Letter, dated Aug. 27° 10911, in regards to painting and welding In the facility. There will be no painting in the facility and the only open Same will he la the fabrication area. if you have any further questions, please feel free to contact Am Sept. 2, 11N111 RECD cny OF TUKWILA SEP - 7 1999 P ERMITCENTER FX13-02r-A 09/01/1999 16:09 4252554882 SP.1 EDI $EMO ' From: CHG Building Systems, Inc. P.O. Box 78448 Seattle, WA 98178 To: Fiorillo Northwest, Inc. 131 Southwest 156th Seattle, WA. 98166 Attention: Brett Jacobsen / Greg McKenna Reference: Downtown Harley Davidson; Tukwila, WA CHG Job #: 9071 By: Mike MacDonald Mike MacDonald, Project Manager Copy to: r. Mtn DU':Vmyntq.l; n11)iNnpVJw97 hyn;y01.wp0 CHG BUILDING SYSTEMS PAGE 01 Phone: (425)255 -5747 FAX: (425)255 -4882 mmacdonaldrachgbuildingsystems .com Phone: (206) 241 -2600 FAX: (206) 241 -2630 •P iw2i W ' w % , to'tl: a i a , ::1i ::: , n:.:tM1 §k'• .. P .. : . i�b<i•� .: AL . : :� Nn�tvdk..y.tyy+jt: :.� ltn 4na.(0 ?:a j : vIrMI•.....iltwt u<:Ytg99. i 4Jt::j s<. y:!. i..:( tS.; �wf4� .t:if.�::•k:��....x,£• '. Item #1 of the 8/20/99 letter from Reed Middleton requires response in an itemized letter. Jeff Nelson, Nelson Consulting Engineering is on vacation for another 2 % weeks, so please accept this letter in place of a letter directly from him. He has made the required modifications and they have been submitted already. Further, I will try to locate Jeff Nelson and send him a fax copy of this letter. If he agrees, he will respond with a letter under his own signature and seal. 1. All information requested has been submitted to FNW. 2. General notes, sheet S1 has been modified to comply. 3. General notes, sheet S1 has been modified to comply. 4. The date noted in the foundation calculations was based on the cover page date. The several pages of the CSC Drawings had several different dates, and the foundation calculations have been so modified. 5. Load information is found on page 2 /FDN of the Nelson calculations. 6. See detail G /S2. 7. General notes, sheet S1 has been modified to comply. Please note, CBC Steel buildings is responsible for the diameter and quantity of the anchor bolts, Nelson is responsible for design of the anchor bolt embedment. 8. When Nelson drew his foundation plan (page 1 /FDN) for his calculation book, he made some errors in transferring numbers from his computer print -out to his sketch. The drawings (S2) were made from the drawing page 1 /FDN`in the calculations. Calculations and drawings have been corrected. 9. See new page 41 /FDN of the calculations. Drawing S2 has been corrected. 10. Mezzanine details have been corrected and added, See revised drawings S4 & S5. 11. Items 11 - 17 have been addressed by CBC Steel Buildings. See attached CBC Steel Buildings Calculations sheets A1.1 and A1.2. Please note, that Nelson Consulting Engineering has added design and details for the grillage. See pages 1/Trellis - 3/Trellis of his calculations and the details per S1, 52 & S4. 1>i1ii i•itiy4:p'e iljaa! ki:ili:•ifiil:i'f /4 i September 1, 1999 Page 1 WA Contractor # CHGBUSI124BH ff �Sfrha >yd •��. sv., uw+ n... r....» ...... �... �. �......-... r- w... rn. n. v�.. s.+. rwwwM�+ K'+ wMai�vxyr. WllvLV. �urtRY [W.'uM��:i/`.Y4st+�%b+X.iHk�' MIS' H4�1' MYJ: 35➢ 7.1 �N��'"•' h�NMff lttl! Y. TY 'Nh�11Ya14*1:Mt'bsb.I:���pYW�R' 09/01/1999 15:44 4252554882 CHG Building Systems, Inc. CNOBUSI124H 1 120 SW 16th #4 A, Renton, WA 98055 P.O. Box 78448, Seattle, WA 98178 Rhone: (425) 2555747 Fax: (425) 255 -4882 From: Mike MacDonald em_c(Aiti'tiVe4vk, 0642 /HOOK *144242 4 € / CHG BUILDING SYSTEMS FAX MEMO / COVER SHEET Date: Number of Pages: TO: A'ITENTION: Off (1:24514A„,.. FAX NUMBER: V-41510' l :? c $ D REFERENCE: VOUJ . - Lun PAGE 01 MESSAGE: Q UA mewed raursed Pay- A-1.1 e J � e caP ��. fl-PAS? 2 IWt . P a�.0 0 02e1 sub PSG m�.ed, AMER el-€0 09/01/1999 15:44 4252554882 itl.t y AveZ•iKy.uii.p pllyy1,00." • B y F ,, '3'rempTyiRE DCSCRIPTIQN . • Bt.ti:ldi.nn Width (span) . 80 ft. • Cave Height a eo Ft. • Bay Space (trib) a alb ft, • Roof :31npe i 3 in. /ft. CHG BUILDING SYSTEMS 0 , r r_� z Cwtr4 P'11 4 it:=arei Ft Date 06 - -15- •1999 Cust DOWNTOWN HARILF,Y DAVIDSON 'Job # 18X1 BASIC L9_ Roof Live Load . w� psf C=reme Live Load (UDC) r "S psf Wince Load (/ 7 UBC) : Spied SO mph Exposure C Building Deed Load 4 psir coLLATERALAdgeag `J PsP„ MEZZANINE DL s S0 PSF MEZZ• LL n 100/125 PSF Sheet A=- / -/ PAGE 02 tes 40114 9.-1 2 Ar G . r � I ctir 1 a v )''mil ; a ed Iffier p I t ti r e , /l ex-I • 5 h AN- I.2. a ol etett, • * *w This structure is designed in compliance with CBC specifications and standaeds utilizing the pertinent provisions and recommendations of the Amer-ican Institute of Steel Construction (F1TSC) :nternati.onal Conference of Building fJt`flcials (UlBC), American Iron and Steel Institute (r tSI) the Metal Building Manufacturers Association (IIBMA) an 1 their publications. *4 09/01/1999 15:44 .!•.. St •!.. •• I.1.• I. II • III I e1.1 Ate It 01) 11�•.i U•It ••. PJP O a t: o 06.-1S-1,22,9 t + -e 11: "11.tit • � s c,i,�ie -- kiw c; , 7> c,f u kr 1 l la n v-1 r +- e reth tcwA..l ��1 rc. ►� In • I C� 2 .✓1^4 l v .. 4 rt Y\ G� 5 1'+l i Tyr ; z• e)c carts r1 C`- 7e, v- 4252554882 '-m4 C.4.,'1W h 44 izv1 S Lt Si I h.a cle c.4 CHG BUILDING SYSTEMS 1•nt. FA Pm0 IN E l_ 1"G� ; �yS ... Po NJ R!= V I le 44 Shoe A -1.2. Gist DOWNTOWN HF RLE'Y DAV I D9c N Jab * e.,3 R (e..G s 4-- re-6,r $1,141/2-1- �r 1 �-1 J -F tr Stei : Yh I ( .-- G.,j„ e 13 a k ,, v^.�. �` �, ► ✓r4,,�, �., - 3 - s -F - . $G s eC 4 s . q c.4.-1- b ev., i• e��': 1-A4;z-in Ctn., S ; Lye d t h Lvo ci, C.4 IC.014 . it vl . G re' di -ivr o S c t G lira ! 11 4I M . . c-r-ef' PAGE 03 igJ u u •) G ` - ,., iT is Iertil ads 1yy " -irv. 1 - 114 CI INQ d ;V - 1 a 1 i s 0.t 11' -3 F. e 2-1 0 l h 09/01/1999 15:25 4252554"92 CHG BUILDING SY. CMS BY Psr.E: DE E3 I ENV FIR RiPtMETE F Date 2.41:-.15-1999 Cust DOWNTOWN WARI.,EY DC uaggu yf ICI TURF DgSCRIPTION Building Width (span) t 80 ft. Eave Height 20 ft. B y Space (crib) t 80. ft. Roof Slope e 3 in. /ft. Rout Live Load t 25 psf Frame Live Load (UBC) t 25. psf Wind Load (/997 UBC) : Speed 8O mph Emposure t, Building Dead Load t 4 psf Q AT RA CAD , S PSF. MEZZANINE DL m 50 PSF MEZZ LL 100/135 PSF * *•* This structure is designee) in compl standards utilising the pertinent prov American Institute of Steel Gonstructio of Building Officials (UPC), American I Metal Building Manufacturers Assoriatio CORK T ION LTR# lance with ision.s and n (AMC), • and Ste n (MBMA) an Job # ____ % • PAGE 02 Sheet S R e A / . ) 9- 1 - ,9, Arr RECEIVED CITY OF TUKWILA SEP - 7 9999 PERMIT CENTER CAACM \G -n -v\s r�••/'sec4 Fe-e- yet& Y'e„re.A-1 • Ske �. -12 actioLcl, CBC specifications and .raeommendations of the :. Conference el Institute (AI,I), the J their publications. X•4 09/01/1999 15:25 425255d 1, .,., ••1.1 1 v, 1 v 1 .../or cuv• BY PIE l eG 3 A- r e . pe-C 4b ' ex C . I? 4. l e.✓. . +Q -s),1 ezt •A-, s k ub 39 . 15 ciel7L9Ple d ©# 14, Its i�la l 1.U\. 41111.A. CHG BUILDING SYSTEMS 14-* ■.nU 0 1 , 4 Fe:: T c r=' L 1 RR V X I!= Sheet _.8L,. Datt� 15 _1989 Cust PQWNTOWN HAIR Y D , D : Job # 19;230 u ric. tP,1 a s nil e4 c CITY OF TUKWILA SEP wtiL- / �,•A- ► y ,;,' s. A p cq Vie +- �► ear4¢.+,- 1 r'l!} ve, eAks - F -Said SeC ins . 0, - li eu. rtdh L ol cov.1 11.12 u Se d , I e � :l . . �..¢ oz*,. s ► ( 2A 14- , 1 Gyp c L. IA, 3c:1.1.3 CORRE TION LT R# $ r .I a"t F-13 t a :G 4 1- i�,d � cl '+"ch t l tr s I h '-W a: � ih r ih.t iCecf('a PAGE 03 tMJUU.) PERMIT CENTER I`IRktA \/Ji SF.i s r" CL 1-co c4 . l c. m'1 a 4-10,1 s a ''<. S 1tor.•1h o h 1 s c1 e I� cl -.. r^t Pi15 i C G=+✓� �►'�o t JI C I DIN , R - � - 6 c.tA 1 a . +; ov, s Qr, s:kat. • TA ; di ha 1 d e.L1 .Dh. 4-0259 FNW FIORILLO NORTHWEST:: INC. August 30, 1999 Brian Moon Reid Middleton, Inc. 728 134` Street SW, Suite 200 Everett, WA 98204 RE: DOWNTOWN HARLEY DAVIDSON 13001- 48TH AVENUE SOUTH TUKWILA, WASHINGTON (D99 -0259) Dear Mr. Moon: erely, LL S% S ' HWEST INC. w Jacobsen Vice Pr:side t CC: R ss om Du. a Griffin 131 SOUTHWEST 156th, SEATTLE, WASHINGTON 98166 • (206) 241 -2600 P.O. BOX 66826, SEATTLE, WA 98166 -0826 REID MIDDLETON Per your request, attached please find two (2) sets of the revised structural drawings and one set of the supplemental calculations for your review. Thank you for your assistance on this matter. If you have any questions or comments please call me at (206) 241 -2600. 27 August 1999 Department of Community Development 6300 Southcenter Blvd. #100 Tukwila, WA 98188 Attn.: Re: Mr. Ken Nelsen / Plans Examiner Harley - Davidson Showroom & Shop 13001 48th Street Ave. S. Tukwila, WA - -- Building Division Review (August 19,1999) Application No.: D99 -0259 Mr. Nelsen This letter is in response to your review as dated above. The following corresponds with each of your comments. 1. 2. Singerely, An elevator has been added to the design. Refer to sheets a2,a2.1,a4. Interior wall types and their assemblies have been added to the set. Refer to sheets a2,a2,1,a9.2. 3. Fire -rated separations has been indicated on the floor plans (sheets a2,a2.1). The assemblies are shown on sheet a9.2. 4. Enclosed is a signed letter from the owner documenting the operations in question. 5. HVAC and ventilation systems will be a separate mechanical permit submittal. Requirements regarding ventilation will be addressed at that time. We thank you for your time and cooperation. onedo kman Architect cc: Brett Jacobsen / FNW ROSS ARCHI RDAa °ECKMAN ARCHITECT TECTUREIPLANNING RECEIVED CITY OF TUKWILA pUG 3 1 'IW PERMIT CENTER 9813.6 CORREWION LTR# 1 Pclq-MTI 4121 SO. MERIDIAN SUITE 28 PUYALLUP, WASHINGTON 98373 TEL 253 840 9405 FAX 840 9503 RDArchitoct @compuserve.com t Dear Mr. Morrow: General Comments Cover Sheet DBM CONSULTING ENGINEERS CIVIL ENGINEERING DESIGN • LAND PLANNING • SURVEYING ENVIRONMENTAL SERVICES Mr. Jim Morrow Director of Tukwila Public Works Department 3600 Southcenter Boulevard Tukwila, WA 98188 RE: Second Re- submittal of Engineering Plans for Downtown Harley Davidson Project, Located at 48 Avenue South, Tukwila, WA; Tukwila Permit # D99 -0259; Our Job # 9838 We are writing to provide you with our responses to your engineering plan review comments (comments dated 8/13/99, plans dated 6/23/99) for the proposed Downtown Harley Davidson at the above - mentioned location. We have addressed your comments from a fax-transmittal letter (8/13/99) prepared by you and also from your red -line engineering plan review comments (8/13/99) as follows: 1. The electrical vault/pump control detail is attached within the re- submittal package. 2. The sidewalk bridge detail is located on the civil engineering plans [See the bio- filtration swale on the Storm Drainage Plan Notes and Details Sheet]. 3. We have now labeled each note with a corresponding detail on the plans. We have now included all applicable standard Tukwila notes and details for the city inspector and the contractor. 1. The minor text red -lines have been addressed. Grading and Storm Drainage Plan, Sheet 2 ............ .. ... ..............+.. v+ u-. v�wrew.• wnttxuu+ q%• atdbP�t. M. xWrc ..t+w+wrr........_.._...... August 27, 1999 , f BEDS D KWILA NOG 3 1 '09' CORRE (ON PEW'GENSER LTR #_ 502 16TH STREET NORTHEAST•SUITE 312 • AUBURN, WASHINGTON• 98002 PHONE (253) 887.0924 • FAX (253) 887.0925 o59 1. We have not included the rockery detail, because we are no longer proposing a rockery on the grading plan. The curb detail on the north portion of the site has been moved 2' to the south, consequently the rockery is no longer necessary. 2. The location of the downspouts and their proposed connections to the storm drainage system are now shown on the plans. The invert and rim elevations for the 7 roof drainage cleanouts are also now shown. Pipe size, slope, and material from the downspouts to the storm drain system is now shown directly on the grading and storm drainage plan. 3. The foundation drains and their proposed connection to the storm drainage system are also now shown. 4. We have now indicated the size and type of catch basin now being used. We have included a standard catch basin detail on the storm drainage plan and notes details sheet. 5. The storm drainage pipe proposed underneath 148t Avenue South has been revised to be ADS N-12. 6. On the northwest portion of the building, a curb is not necessary, because this area is proposed for ingress and egress for the motorcycles. Grading Plan Cross Sections, Sheet 3 1. We now have included the applicable standard City of Tukwila details on this sheet. Storm Drainage Plan Notes and Details, Sheet 4 1. The side slopes are expressed as H:V. Some of the details are not drawn to scale. We have revised the side slopes for the bio- filtration swale. 2. The interior side slopes for the bio - filtration swale do not exceed a slope of 3 H:1 V. 3. We have now included a detail for the sidewalk that spans the bio - filtration swale. The length of the culvert has increased to 15 in length. These culverts do temporary interrupt the bio- filtration treatment process. However, the bio - filtration swale is not 130' long. The swale provides water quality treatment for approximately 115', which is greater than the required length of 115'. Temporary Erosion Control Plan, Sheet 5 1. The previously proposed rockery has now been eliminated. Water, Sanitary Sewer, and Roadway Improvement, Plan Sheet 7 — 2 — August 30, 1999 502 16TH STREET NORTHEAST•SUITE 312 • AUBURN, WASHINGTON• 98002 PHONE (253) 887-0924 • FAX (253) 887-0925 Respectfully MARK J'RIGOS Project Engineer — 3 — August 30, 1999 1. The 10 utility easement has been revised to only traverse the northeast portion of the site. 2. A 2 blow-off assembly is now shown at the northwest terminus of the water line. 3. The sanitary sewer pipe type has been revised to PVC SDR 35 with ring tite joints. 4. As mentioned previously, the type of storm drainage pipe material from CB # 11 has been revised. 5. We have now referenced each roadway improvement note with an applicable detail. We have included many of these details on Sheet 3, 4, 6, and 8. 6. We have now included (specifically Sheet 3) Tukwila's standard notes and details for a curb, gutter, roadway section, catch basin surround, sidewalk, detector double check valves and vault, and commercial driveway. Attached are the original red -line civil engineering plans (6/23/99), four sets of revised engineering plans (8/27/99), and the fax - transmittal review comments letter from Tukwila. We have currently met all of your review comments. If you have any additional questions or concerns, please do not hesitate to call. Otherwise, please call and inform us to send final mylars to your Public Works Dept. for distribution and signatures. DBMwj Cc.Brett Jacobson, Fiorillo Northwest Enclosure: One Set of Original Red -Line Engineering Plans 4 Sets of Revised Engineering Plans 1 Copy of Fax - Transmittal (Review Comments) from Tukwila 1 Copy of Pump / Electrical Vault Notes and Details 9838c.16 502 16TH STREET NORTHEAST•SUITE 312 • AUBURN, WASHINGTON. 98002 PHONE (253) 887-0924 • FAX (253) 887.0925 • HUli-eb -u `J WtU U 1; j l vri LHNUI1HtM UL• UI.LUrrlL' N I AU4-25 -1999 09:4 See ample at bottom of page to help comptote your modal nai Aber. Pleeoo Cell the factory for eyelet anoo. MODEL. 12, 122 MeSS(t TINO DEVICE ALARM PACISAOS 0 • aclactod options or no ralwrn+ PeCitage 1. stern package (Includes olon:,a and tent switches, red light, and horn) ENCLOSURE RATING i • Indoor (NEMA 1) W • Weatherproof (N1nMA 4X) 1 • magnetic motor contactor 4,t? ( i • f!r • la. r 12 PUMP FULL LOPAD M IPS -~-^° If pumps do not have Integra:! overload protection you must specify overloads as an option 0- 0•15FLA 1. 15.2.0FLA 2.20.25FLA •26•30 4.30.40 FLA 5- 40- O FLA PUMP 4iscaidNEi;7' 0 - Ito pump dtaaconnact •i , N/A - through door fused (fusee riot lri lulled .. through door rirn•tai ect 4 • circuit breakers FLAT ElWiTCt4 APPLiCATIDI ----------- Throe 20 toot (6,09 meter) pipe stamp iloati3 are standard. For oltemet° float owitohaa see tits option pages. Designate 14 or I tor t'-il Cleats =lewd. D1 • NO level pump dowNrtorrratally open ! -tow (Cvel pump up/normally ciazod • no rtlarrnhaontrol floats WOVE I 1 I L. . shit 6ettiC('tii6lti w ENCLOSURE RATING PUMP PILL LOAD AMPS ,.. - ��•�� ..�- ,... PIMP D :C�+NN:IC`l'' rt.CIl 'r 0WtTCN APPLICATION ------ ---- -- • - ..-. • l r � JI .r•a nut IVU. C U0 C41 GOJU r. U0 (, 425 641 8885 P.06/06 Y rt y r x at e k , •''�, . f: YAir .✓ �- , i1':k:'.4"n�«, g n�?:�`�li OPTIONS Select the options your application requires. Then refer to tlta� option pages for model riurnberu. Panels ordered with options may require tumor enoloeure glue. Options are subisct to change without notice. El Nairn tlool:4 n (no audio) o Alarm fail (no visual) o AI4 iT Mora (no vistel) o Alternate Ueeacon Color O feu Baaoon, With Guard Cl Flat;IV i Manual Alan Beset U High one! Low Alarm indicator$ Li Auxiliary Contacts Li Low Level Cutout (redundant off) o Pump Folli,ire IndicetQf i o Soo, Failure Indloitem D 'Thormal Cutouts D Thermal Cutout indicators • Elapsed Time Meters ❑ Event (Cycle) Counters Duodfront U Lockable Latch C� Pilot Sraekor (� Lightning Arrestor U Overload Promotion l7 overload Reset Through Door O Main Disconnect Leai4eg Selector Switch O Separate Leg and Alarm Functions ( tltornate Float Switch , w vij wc,cDra ! Ys4Tlxtna, JNO• N.U. 0 1703:3 County bid 6 L Coma LAN NI, . MN 56502 USA 1.4430•0L'..t,•SJE (34. ?..5703) (st Phano: 2 16 - 847 - 1317 0 low 2SO :547 -4217 wA -150 r;J ocz-v g9 /OE 19F COJE4thamh= ?rtnwd in VOA NV V L ofISCELLANEOLOS OPTIONS Separate Leg/Alarm Functions (4 floats) SAI TY oFr1ONs t.00ltsbte Latch �•.•., tIoR -poW cl:D AUXILIARY CONTACTS Alsri , Normally Open TOTAL, P.0e:+ ` AUG-25-99 WED 01:30 PM LANDMARK DEVELOPMENT AU6-25 -1999 09:42 Series: (ME 4. 6 - HP 17 iP (Or riorllwq f-0 9 Canadian lelencluNe 61$soollsticir P11Q Mrr.1.41:O3G? 8U PIER '6I LE NON-CLOG arWl:C3E PUMP DESiGNED FOR 'TYPICAL z r,M SENAGE APPLICATIONS. ;;srnp!a 3nfetpmticnc•: 30010111 NCO O. CRANE (irt F i ) S M . ERS LE 1 -CLOG PUMPS 3U Spiel is i Solids Handling put"zr)G. u sY6Ti MS I rnt`a i Irt4 DistrIbuthr I3o!nri i5 tiervt:s Dept. 42u Thin! :,trkt+tlrf,Q, tog ess Plqun, trio 4.57V6.03o3 Ph: (0371 it'S-2442 flwr: ( @::1)'17.3.223! • DitICFt11F CE: 1.1M10 TEMPBx?AiTt.tt E; VOLUTE: MOTOR HOU,ithie; OW, FLAW.: It' PEW+ i; C1•tnl,s: 3t'IAP ; 3c4I,JA Rit40 : SEAL: CABI.P.1 t?tdTi:V: I.AM NU. nU '241 db3U N. U2 ( 425 641 0885 P.02r06 fN�,alittl: tr ut0vivitiNo,; I.utottmtsstr: LcaVUwii 0441 :114t9: F,u rn:at Loyd: MOTOR: DemIta: ir13UloSk n : KMolttiu nrvi : +t' i : 'r; 001460R1 ty t4AL iat,`tJlyd9i~�ar: tiarftws t � IeT. i ei- ul: +9i. ii Pfello„' :FRIG 1475 tre°In^ %or! : ^f� 10411:rt71r3. t 44t 22:;74 Mr, (410) 774...1$11 ! % rr. : ('att.' }774 r 3;•0 4" (102ntn) 1255 Ib, Horizontal 104 (40 °C) Continuous. Cast Iran MINI A-48. Class 30. Coot iron ASTM A -43, Cu lee 30, Coat bars AVM A-4B, Class 30. 21/ens, Open, With Pump Out V}3noz On Bs c Side. OynarnIcauy Li.313rtatad. ISO (36.3. Cost Iron ASTM A40 Class 30. 4W Stelniirno 8ta01 puns -i.t 300 S"rl*✓ck Stainless Stcel Air Dr; Enemel. Double M ctIonlc>al in Oil- Filled Pressure Equalized Ragprvair• notating Frac:* - Crirban Stet)onary F3c' C®TamIC I=10etam0r - Buna -N Hardware - 300 series Stainless �6 fi (7.6M) Cord. Eboxj, Sealer! Hoosi%.) vwirri Secondary Pressure Grommet For Sealing And Stain Relief, 4 VL5O FIP1ti (Nornlnal) Singio Ftgw, sell 0l Radio! Pnurslu Flaw. Qall fill Radial & Thruet NINA L Phase, NEMA B.Three Phase Torque Curve. Completely nll•Fillu K, equiTral Cage Induction. Clew F. Cep>:7c,1tor 6tarde,+pocitor Run, Requires Borneo Pumpe Starter/ Pnnr;l Wltieh Includes CrspranitOr a rand Overload Protection, Duel Voltage 230/430; RAO= Overload Protection to be Indudedln Control Panel. ' N /O,Reroltira Relay in Control ponot. PJJc,Ret)uiree Relay In Control Penal. Seel Mendel, 111115011ra Trlme, A,dd);Jonral Goble, CSA Liot'd. t;snrnritt P;Smtrs Caneda, Ina. 03 Mat Drift 0rnntrrne, Ontario t~►snedo LOT 2.16 Ph; (603) 4uT- z23 Fax; (CO8) 407 •21354 HUlr -n- w WLI) U l ; JU rn LHIYUI'IHKA UtvI,Lurl'IL"IY I AUG -25 -1999 09:42 ( ' 4SI91524L 4SEA4E. 46E45341. 4St_4t14 L 43E45541. 41SE-713241, 48EE76641. 4SE75334I. 4SE?7/ 44L 4SE76641 4J[4178541, 45E11324L 406113 )L 48G113541. 45;100'41. 4351 501.1 CRAM E PART HP VOLT smut. t r .�tl z� PUMPS riP 01:(l;fa Devta Pump, the 1110 1101,4144' ut4f 53121) t :'ntvtrra Pop:, 020 Tntm srt:val/r.a• Lion 007 [Nun, 0 Ia 453;r .1.0.93 Ph; (B3') T?' 2,492 ; (GO) 71$2230 tleirma Purm,�.1, !;r II $Id•To.0Pt:c A Prn;ty.'1 gIr z, 1485 L..(T'tiurn 4,400, tJ4:nbti314, Ohi v 2 i74 Pli; (41;x) r, 4 - 1'.11 Pox: (410) 774.1 &:.A -fl RPM MUM MILL :,i:im cow.? COI J CORD QIN301'4) STAR T ilf)TQI t Ott: 0.0. 4,5230 1 _ .1760 A 200 'tiro 0 10/4 so 0.7x0 4,$ 200 3 'I760 C 20.9 118.0 10/4 4.0 MO 3 176 E 10.2 6$.0 10 /4 4,5 451 3 '1760 r.7", 9.1 26,0 1014 4.5 (WS 3 IMO t" 7.2 22.4 10/4 064$23 0U624 084026 000306 064627 7.5 'e3C 1 1700 P 30,0 C'0.0 W4 054621.1 7,5 200 ?, 17613 13 30.03 170.3 10/4 0129 7.6 230 E. 20.11 30.0 10/4 004030 7.6 0,0 1 1750 0 in .4 . 40.0 113/4 080307 7.5 675 3 1760 10.7 t3 +;.0 10/4 0134031 11.3 2013 it 1750 8 32.2 10140 10/at won. 11.3 220 3 1760 t:1 23.0 1200 10/4 08%1033 11.3 d;z0 3 1750 L"t 14.€1 03.0 10/4 0+09303 •11,3 577 3 1760 l 51.2 50.4 1014 3 16,0 230 3 1750 1) 0.0 106.0 3/4 004636 15.0 4$0 3 1150 D W,0 5Q.0 0/4 P HA NU. CUO LEI r Co u r. ui 425 641 8885 P.03/016 0.10 So SG SO 8U so SO 34 Std SCE SO SO 3 0 0.760 60 0.700 SC) 0.030 SO 0, 4sW 1 10041- 06t , 16,0 6? , 3 17Jf1 .. ,u D .r,zr� , 04 0 t,/ 3 • tileuatere.M:mpolt,tUr;i wool' cilia tar kJ i4 /0 v0, f►,4 3) 4 h. UrtAtri WOW; (00661s1 - CEA )Jotod Power 0/Oita fo7 n'u t 1s 110 /4 0W, 0.740 0,11.) 01430anait . CSA Meted Power (. bto fa oil tF ottoto In 0/4 801Ai, 0.330 0.r .) (op iettill • f:c..4. q,1 lr.'i Molpturwft'otmorrturo r...ons`x ozbl, for 210 ptt;,,ta Ir;airt;;1 r 1010 SOW, 0.474 ON) witr r1i ear 1 14 PuIMP P.'J1v [sr Q7r014,TcK? "t r FOR € ZTOFIO D P111ttuo i wrnlOt.tt WIP, 011. YO M7T0u c::a:rIOi t SEALS. 2) Y1113 Pump la APPROPRIATE PUhl Tr10311. 444. ;t„ tiit'?16 lit1GI: IG1/ it;.) r «0it ;tP i G; lr Ifl I dt ri• grin.)$ L0i:.AS10rta 74 This rUr!P Is Nur APF001:11IA1i'( PCJt17i1rt.;0 /4 'AT10113 rr'" P0i 1: o,v!3 r1g' M 1 GROs mi t tt. ^7.1r:VXpyd l O T1ON . 4.) Ihlt3rAtth.TloN8 A4lcH AS uecariarm, pouts , liie OR W +rr,r"t PN^,TUr4113 PAW/Wier/N/1 VIt lAAL ONJOYLIENT LW kW Uri Uri IN AOCoRDANCE1IATr1 1'41i; NATIONAL =LIMO CUi/l; 414$1, 7NFPA76G, 1l4Ci tT117Ar,i:i4Rrt'.:7sSVt?C)AROI O:OTlOt3.'rt;it OAT nflF l�nt1 PQF{ 1133 IN WM /M.1NC POOLL1. F;t;t:1 C:3TIo"tALw WAWA PARNII, At; 3113M9. /310ms D vfi•11CM mm N cotrie.CT wrrt1 PUMPgp m mean. w....�u.,n...us.,nsccr�cwamra. 6031 f'l'nip; Canada, Inc. 63 Wm! t7rivo rtnl.3u, Ontario 01'n::4.10 1.07 2413 P14: (90 0) 45 .•".rzz.'. frnx: (90'3) 437 -1660 Inches (mm) 0.750 0.760 0.750 0.750 0.630 0.760 0.760 0.750 0.750 0.700 0.730 HU:i ICU U l ; JU NI'I PU13 -25 -1999 09:43 [A PEW' R T J((� iiANC (iE a 70CURVE R • ♦��Q [(� {� ' {3� /�I.�jy ({r} W Vi SU 46E 49e},1i. 111.`!3v f 'i"�4'7J:lj `77�YOIRPYA •.7- KrhSs' • GALLONS 290 MINUTE 11 QCL"'S: sin+ l�vaTF�+. . .cw r:t.up.vrr.�a'�ir..tr. sru•r ^.:::•.r.;t.+eez.•� F:+" i. .+ ta_ L1\•. 1.: 5:.; 7C .T_ ^.it' �y, at "• � � k d YY PEN Sw QND m o _ MIC?�J.T.i Mnaw�w.�rwr,vw.wr.w.n.e "wen.: • ._....__.._�..._ S7.4Y^ I. wrwrt. re.. a.•+ rwww. �.. L' TR: 1Y+ +•a1.nsH+.+•..r�IANW��.�r�r�MtM i! __ pjt 17'? PO (1 i"Willi 6 SYSII.•.S S LHIVUI'IHlift UCVCLUCIICIV 1 Bottles Purn);n, Inc 1 ii.irri ::p Pumprn, Inc. Oi:trl'atitcr ©alas 1.5 wt■lt Ga, :i. 1 131:,.`,'a••aiize R, ifrvjat:t $:I::t 420 TIt!r1$tr ))t3VP.O. Nov::.:! :+ 1C(i3 t.rrin!!lan Nic ['Iqulh IsIa453 -0093 btcgarolri, :kdarit }11 h07.74 f +h: (97 1 t /'3.2442 i I•'si. (41) 774 11 Paw. (037) 773'Z21:u 1 ;ti'IJ) 77..V.iY:O rti 1'0. C uu e41 CUJU 1. Uy 4 5 641 8835 P. @4'06 Mik :19tnt:D Penaili eri:rii.Wrl, Inv. W3 tAitzt On emm,tz:n, Ont'.ii Cant!: LOT 2.16 Ph: (005)4574223 Pm. (900) 497.2650 SECTION 10 PAGE 13 q DATE L- ?!91 REPLACES 0/ 90 2 0000 00 0010111 *V } fir 1 10.0" Ecivi y.YJ FI t'' • 1I1 P AW: ti ■ r YtR tt n1a��u T?. Ireirr .w �rl r y �a y ° ro 0% awn ri Y "J : w4 k IPA r1�llrw•1tiK11��i1 law- 414011m !r i� L • i' 1 M ��M S : 511 ■i• e �>k rX wlitplit :11 ■ ylMK*0 ". 414 :44 44 tell ' el 1.1 I ti 1i t11a;t1(M1w1 INS pi ow umil• ■ :4 . wwWWW14.4 44 ■ -11 WWW ■C.■O.1 . 1 011111100111 � iri ■' ■■tttrl.Ir ➢1t S S ■1l w�I;a11U' lIMI 14 4 IS SO Ow rr ° 'I wxhi1l.•pll.uar•t aArtm Y l • `- ttitf"cytii l _ • r *M ■■`■■■o ■ SS 1r ■ ■; ■s • I mum g i OiSsO �OWSU lt lA ■� mmilms* anir ■L.r►ar. ■i1 mamma orlow.gromm 111, 11011 ill( tiU 4444S444 444 P '. J•r4 .1 1.4.1 ■11■�11�■1 +lriiltl•,■■?■■ ■4• iY 44144•414w0 * In am, 9n% i0.U. I P7a TA iL C 1? �•4aN j I :f. 7, + a °m •rT�;1i 7 v 1 r t; i1 f _ham WH . 71 i SBNP STANDARD IMPELLER SIZES Pump HP Imp. Dtit. 4,09 9.90 7.50 7.90 11 .30 8A0 €1.60 Ei09 000 1090 1200 E0 GO 743 Tt:ctilirl i psrtormw.l V.11M wat,5r, t pla :;3t;ic gravity of 1.0 dJ Vet 1 oils+ r fl4iidtY rnuy vawy perfarmance• HUG — n — V WhI) U11 Vf1 LHNI)f1Hta UL'vuur11L'N I PUG - -1999 09 :43 ( ,i »< nyrl b w�sJ�s "11�7€• o .. "3tLti { �i •Entim control Dydarn (panvl and rrmitoi'raa) lc UL Lt':;.a)let! lie MOM and/or ax mod Industry raffly Ct .ndante B Dual er trrty uurtilloption for Pro Waal State& ;itiia rwd3 • Paokabo InclUNoe !loot ewitotten (rptlan;ll) • Comploto, step•by -cep installation firetrap/lam irachrdod �) Two•yoar Ratted warranty Uticiebiure measures 12 x10 0 s; 6 inches (30.40 n 25,4 r. 1,2 crri) with rarnova9sle mounting *wraps. Choice of € afv dr (engineered thermoplastic for indoor rsao), or h!E.MA #P (ultr'svtolot atab iwd thnrmopl taJo for outdoor Ms), �r►•'ii MegnatI i Motor Contexture control pumps by switching both electrical Ilna:i tit3r"a Switches provide manual pump ccantror Control Circuit tilosrrd pruvlr les pump control and alternation (U.S. patent pending) ET Siraon Pump 6ir.m !calla/10r Ltglt• LIMY tchematia / Wiring Distraint • Incortrlat3 Pump Power TwmIicall Stook Pump 7cerrtr(ri1111 t lcroit , I, t Clrault grriolzam (optional) pnovid0 pump c3ce=nect • E Control MOM Switch M Ground Lug (not bhow(+) Hit NU, eUb r'41 t U r. u0 425 641 8885 P.05/06 liffen r.. �l • Tho w 1122 r�ontrol panrrl is declonod So alternately control two 120, 200, or 230 VAC Magic pumps tor reaidenuat erti acmmerctel water acid sewage systems. The riltorncaling BCtton equalizes pump wear. In addition to the alletmrsting purop control, thin system provides override control should oithcr pump Pall. It an alarm cendlilon occurs, an atanii switch activates trio audiovisual alrurn systaarn. Common applications include lilt statical.. pump c;torninre, trump pump basins, and irrigation " srs • �. }L i i4 no udl'I'.rN n•,rMn.•'�s•.. iNPA 47 7 r E Moct©! Shown 1221W114X • ir, 0 r t D ll 1 k rme,00 travidec M° viauel else. of (ileum ConcJitlon T' ,r Mum Morn providers sudio warming of alarm condition (63 to e c "'�' 0)e4;01 aline) ,( fiattcarl r let% 411owrir alarm hem to be sllonuecf 141r. resat; otd'smreilv;trlly after atirr:i eonaitIon hao been rasotvaet. Lr ; ' ::orkiv ,t;tu is 7 t$WItah :Itoiiat3 Tor teelag ot horn and Ilghl to Cii■.»:Irr; props 41 ror.:141iirs of alarm FAyut:rii a — N 1 LJJ;*e r ri LEINUIlilliK UtVelUrlit.N1 PHA NU. e Ub 41 etiiU r. ue /. 4.14. :630 40 1lerri:799 02; 039 TUC DeD/R.1 p. ire 4 erne OF 77,,IKWILA PUBLIC WORKS DEPT (S 434 corw. 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DE k 10 ;4 Pak; N 1 ; ' 1 ."•;7113-7171=g1=7771Zra::41.1.1aorat"4=ZUVZOVS;Z:GrergkTg.ICESNiirriSZR:rar...437;ZZYSZSMIMIEWritiraniii:37AnrAt.VaZZ: -.in I 3ENT BY P.T.Z.fV,piqi.oriVIDE.T. l'At..711.:.1. ar.MiNf.SMA 97C1•AMINE:4 $.73„ (ITITTIALS): JFti (2.Jpitk;) zczf -. 2,4,1 QM filirtrn 1 - 0 "livt...Factvizatarkurwir=craws, actummsrafzuramtu&z.gwrgisivamax:-.twareeseuvre.armr.rmar,rtresx: '4Y' L,./ f 4: NO CIALLED: ”Olost•Ona v.....3111•MTV • 3130,...413.?•■•„•••• •••■••• 3' tv11641 41. • • " 11" VI* • _,00>thatT4 I:44014M 14 *3• (AS C:1 .rr 0 $r„'"foklvtgla‘irr$ voL.n.•••••■• • CY 3 OZ:11, r „ i•••• 3„ t 1. • t, ■•• 41 1,3,3 • 3,41 11/4 c.L.ezAx:,q,:avz;NIA.11 -xhiTrizJie • ' 1 14 :_ t t . 4.... a IP 1P/A. &A On" $, mator-44.,43„U„vit'S„W•Sr3tION:a., 6: 'WA:6d • , —111Voit J.-. a g . 1 LIVNZ,VA, ta ' h ' ,!!ADis• 1 1;. tku ks „, el>3 NOSIti'VV"'tWt...1-j it•VANS41; Ar..-!4j1 iLr • tit.57A+at4 t0.1.r.tet '; nu# C S CI AWS:• 1 Xkci4k' e figI411`.'4`41 - 1 , fAZD, al), t5.1 , • , 4C..5 6211 • ( ..0 [.. • 0 :41.014/3 Pn• P .V4V14.? • :) o. • V?L .• , .C ... " 31444 : Q' •../t. t tr, C'A. t`p t t4.•zer t4c.r. ss v-srs es e - , ..,•••.t.., , - .1. ..o. I' . N, ■41,.. na.• ...vo. 41 r ...a a ...... ..... wrap,. 0.,•a•maa". %a, 24 31.1.^3,14t 114 ^ 1" i., ..” 4 • .• • • • • - Il.• .• • ,... 0, • *.0a 1 a r. a. tl , h. `41 lasitlrMisr th• 11(1 •W3■••14„4„*.anonmoidali3lASPIMIIIIMPUV. 1 IY 17iIKSi .. YS Nr.n.' POIA,S1 i".‘..A1..:x. 1; ti.K; W'r".;e4 DYLVT. ... CS,:ii:i fl.^.Y4,, .011:4 TakWi WA 90188 - (200 4 ogice/u4 f•1UU - UU hl {1 Ud; . 111 LHNUfAKr UtVLLU ntNi RUG 13 '9 02 O4PM TUC :LA DCD /PW FILE: D99 -0259 APPLICANT APPLICANTI Dowatvw rl y DaYidson ADDRESS: 1300 —48t Ave. S. DATE: Most lQ, 299 PLAN REVIEWER: Contuo.t ,1'ir Morrow tYi; (206) 43S-0179 if you have any questions The Public Worio Deportment tags srom 3lrrit;;'1 its rzvv'iew cif the PipDB:4ou materials sobinitted on July 29, 2999. The followies comments tints n '0.Y ' ti:9rt'rroliot1$ must be . atirlre§ued before an aingeva r cx,mixt.wid ii;oA G:LW be xtcadc; The Traffic Impact Analysis prepared by Tratasp )'L to ioa JC blMi ;ig & Erlghfivoing, MF �c,• • dated July 7, 1999, has beet Wyk :lived. awed , T,ori the iuforxa`ttion eoai:tine4 in the report; and in accordance with the Cis , r f raf fio COLI411xTe:lnCy Stanclirds, 'iMC 9.48, 'iaaftio la1itigataon fees totiling Zi30,144 ,=till be assessed, The traffic, mitigation fee will be • inohnied /Et the City's permit total and r.n y 'ha paid upon prranit slap oval, The traffic mitigation ne tiv4 e .lculatt4 as fVWnthis. • 26 vehicle tidy; x S1„7,22 fh ti'tAip $29,72 . S. 133 5 ,29R11111P &Wig 12 vehicle: tries x, 93`411 per txlp ..t; $972 GeF c &'& 1 C.7.0 turt,E niit:fl ti:taii,A 1. PRELIMINARY REVIEW CO. ZTS PUBLIC WORM DEPARTMENT NIA NU. i'Ub [41 db ; ;IU p airaponen1:; le1k will bv. "tit:s!c *,: it by Others," snelx its the videwali: bridge, ctr e 'v4tc:lflt txsrtla etJ.'�'S' {}l e:��l +if:ewt etc, MV.it bit vabraitted, as Pat, of file plans it dupege. 2. Loot✓~ and Whet ouch slo.ali s xtti lets, and Ao a ou he t' ewieng. If the speciLic detail end/or note is 3at,t; included on the ds: win8 noithv,t : Or;te Wtob 11Q7 the City's iitspector will have the inbrmi3:c» needed to t e:. rily eornplete the project, V. Ili P. 2 /e gg . • . HUt.xIji tl; 1 rn Ltininitmh urvr.tAirrIc.n AUG , 99 0: Pt'D 'PL.! • . Apci:!;0- / vat or;ct nit) riu. CLIO G ,0 60..1U 01. 1. Include an tbo drawlngz; the City's dela of rockery, provided as an attaclinent to this letter. The edge. of tir6 palcing lot cannot be up ug, or on top of the rockery. bow the looatiops of the clownapoui3. ;-kuid their proposed mu to the storm Ivater system. Pro ?Me 't sc ri elevacions for citanoutsi.. Indicate pipe size (min. of 4 inoixcij, 510pe, and pii:x riia1 of the U ioi ti e downspouts to the %/arm drain sysw.z. Show foundation drains and thgir vroposcci corglgetion to the tctorin dttin ,sy3tetn. Indic.ate die 131.41 c4:47.zie3 bg The lentrd3 of otoiln &aim pipe from Ca ? I to like mistiing Type. I cannot be PVC. It may either be raiaeon live. or ADS N.1.2JElaucor StOnalgspiloolite PX■40 li1441.,Sip.....63ii,Va 4, Aro tie slop's 1:427,.::ssts:ci as 1.1;:ccr cr ... it is undvstood. that a c:ouple or the dcails may it he ti7o.vin to F,C?h, thy bios'v side slo)ns appen to be • inconsimittly drawn. ;d i ald not 11*i:coed a slope of :31-1: IV. 3. Need to submit the dr...toil dc3i f'or tb 5i,d4-ivra thai flyan.5 ate bios‘vale. Question: NI111A .1otr,h1 rL L9ri: resto on top of the: "culverts'"? Plaeing the sidewalk on tof z. intcr, apt Vim wa toeittient pl See; corm-D.(101a ov :31 2. that - 0 , ;',f17.win to the roekery. 712 0,1: 10' uitiiiey 1OC V tzave,:me :lortivast portion cif dm sitv. Thtax: is i. raved th t into ti. ac Ilecause the rairainiag portion of. the vset. 'Jim; will prNrate qstora. Install a "bow-f' al{tyko 1.11c. novilimest terrrintts cs't water tine. The nanitrTy :a PVC wit'a jOilltS, r. U4 P.3/8 f 35 01JU l J J9 F R l U3:;-!:l FM1 ' LANDMARK L) LLUF'i1LN'l' 13 '99 t32: r 5P 1 TU{(.,L;P DCD /PW u» NU, dUb 'i?4 I :'26JU F. U p,aa See conunenrs on Skeet 2 for the a..optmble pips material of the stoma drain line from CE #r`I 1. L..ocate and label each detail section and Mote or thr drawing. If the specific detail and/or note is not included on the dri wisEt neither the contractor nor the City's inspector will have the wfonnation needed to satisfactorily con pletc the project. Include on the drawing n roadway cross-section that slows curb, Matter, and sidewalk dotaiI. Attached are the City's st:iudards for typical roadway section., curb 15ind gutter, catch basin surround, and commercial driveway. Suggest that these details be s11ow't1 on str.paPate sheet, ".il'.01. 1919; Litikl' r. MrirtM« F.: nw. w. w,..... w......... .........uww....vwr...,...�..., 1 HLiU- 1 .3— . h 1� 1 0.1;e6 !'1'I LHIYLII'IfittK utvuut'f11:P ! AUG 1.3 'rn 82;05Ph1 TIJ =:A DCD "PI+1 • 1 qtr.!. t4.Tchf mirt finlgne tofu, 41+,!vaJ .lt7iniu i 1 Hot-•Dhu {ralcP.�l.•pcf, ir'Itf 7.'•. lli•P kart IMM Xr. 7a' .tog ±iQ o:. gntrstii:sed N r Cep{ 41'n,intr txrrt '<0 6ecsi Vt,:E'_;rir,1 ugh r § fit GLp4Kt i; tVt akrx- olulntt ^:lstaT ,.. f 4" Clican :;ta,a + n ` , 7 a .,e • , ) • • art, e• , No Atr<.rr:'r �.•:. rot;dae c, t?: pertxinv Iota In T15fr; or•e1. ...' � �' h � --•- ..J• r ,., m beck/ill; ndn12" . '' '' " 1 +` rat a3ar 4+ra►r7 • .•• 2r. +4113 ad to rockery, 04.1•2. Stago 11,1: fl�sr t6vcl :t7 1 ••".► • r'Mfb NU. eu17 C4 COJu d �y ti �,14T. y4f ^ � ' .:ate : Y�.'.3. �•� �: �':d.,.. -. �. ,.,.wx µh :A ,.n, f un•. ad: fur.* in (Oyu malarial 7" etarrz char maestr,~:l gr6Vtt: CrA:r pips; riga. ;? grcr.:1 tentl_r pft:+s 12" aide. : Y ^� ,� ' �� • • F'r n{•`a:r� • e min. v 4'U•Sl. 7r1. C .� ♦ 7 �f 1�Q.� f h• �.. :X'^1 .� ;.J Ir.r'•fE's�E beirlA 3:4i tr4n. 14' rams:rut+tlys 0%714 $1.5 orillar: f :if ti !limpetsi in frIttr fabf:,••f,1111sf1 ctr a u1y.i to (gull Oteilif.. ahr}' 4" •+r WIrS• •1 ;3 oat m rnGlitt to uvo:cl trrriyhi• UiC'+1 FAtr..140 ZKlruatt:R �. Th- h dint: on xti c4 oriel hvsay robral&rri s7Gt'lild of 1E1/3 ptu►nd'.n Fier outsTa foot V:, 1ln tar r2inorialrar GI 411 rrx t+ aAn1l liw ►:Inrzatl i7nraeatrkaater to the en0. Ferns suck a•1 utulti tan?' to two rr caa In tta tier oatovl. 41, flvola.07.1 cep v' sutm'itnr-oxir4o1 sir6recurob, H:Ss;• rcttnlnp �ratt:t. r ?.ci't t mango! Mat Da bier.- •ulwrueaej !n DI4 UM, lffei+t ,'c.! t1:.11111 4116•1o730 otx»o and rsUjrx,� 5 "� rcein •fat 4'9,"7 b fa hdpitC .v,11 V] rrottutstilt try it rml earatoniiiiYi to JAM 77"11. two rl ct: U r„ srd•t1:rw'rn. (.T r:tett recd •■• :r'l3:' --7D1 lb 10 01 6. ;,'rinse ti,+r,:fUi PNr rtSt ntltrsj .hunt b7 City tioorc prior ce 1'1rsrr.rrtrat. n ...,.m+... Ms u4 1.4 ..- ..• «...- .•...•....,•......«. ••••• .. t., E.41W17FIrAta•vrrac•O* Me w• of i` J. RI,Ve City r � , � l � { 7 RAIL ... r•..F.+•',...w. v. w.. •".�wnnM4•!A•1•}.+R't••:.'..LLrw fl ..... w.M•W ....• • • • ••• ,•• .er•n..w. ww.a+•� .. ,• w•.n.fww'.++.. ....w.. W.r• +.• .,w.•. . footogo of otrurtures (Imotudtig other raclittic r. uo P.5,8 037 • ' 'AUG—I3 hRl 03:28 NM LANDMARK D VhLU1 Mh.Nf AUG 13 '99 02105PM 1'UV:W ;` DCD'PW Way Ecrivitiast ixtY['r".x v......re...... :i3r'• tai St+ F'AK NU. i'Ub es 1i h U Width .._.... ---- _... ....._ _r ".m _ 1�Y • ( w'%(At! ,{• ? .ftllt`:FX �•.1 w�'fTi� _y,t A.V•: P w W ti p Zi / °°F� C Q ' 7� {de ...� Crr":rl•,er:r tiurNizitz5 . iT11r: ritzvt rtx require y by ttrl�i tes $:16ign. l.ra Er vrr,r,;! / Zi441; =.r:t:r' Vesxir•; 1 mit.'rt. Cuc'b cnt3 ;:uttur'i' e 1411,3410 : ;/ i.7 44 ail iwt:: ...,... .........�...........wns.ru�... ... �.. «. +....s..w�...n...w.r�.. wn.a n•w.n .piy ry"8 fir ermin) tic!(diurr,) Pii`r4l.14. ;ply IM TelvCi717.4;17lrr: rv.' 'i11 ??trttintxi "'ipe.'Citiid..q : ibrla 1?rf.'[.>t.7ryti vp thr: illovhirriton 51:112 th•partmuret of lrenzwirtrtei+lil cii4 the cu; rk,Gii 'W&.ir.:i Antt.trt'cico. +iU:4li;rrig?.:, S►.lir: Cii;otvr entWed `(Pieent) atcnv,PclA ct:r eutv:*, :•yrcf7„:0, rl:tr! tiunirS('srlf Ctat;stevcianu �. Size 11t417i1 tz -.i•i ftx' ikii 59 GUrtir -'.''. „ t iJ'r. Artrrh elasai`it:utilrut ur, trulirtt¢:u:i 2,y LI:ilieicric f4. a. I� riytJ}. airy' 54.1 re.q "v'9r a up Vi 13 iti•iti Usti rr uitt bo 1U.Yd 1.11011 WV in nue of psPvpt* atet141 crab ; itipprcrg i I;t, tti. Ptl ir`i1r ' rtrGJr -t/yr. 5. NUvornant SCC4icai must tA: fGr a rtrin Itntliri of t' iZQ (ncr.3ta9. �~Y Jt ,.ij.. Af ....,...... n .............«.........,....wl' .r......., .:.r • ...._- ....wn: ,,...,.. ..... CAT E: 11/15/96 r . U ( af3a P.6 /8 Olin, UtBf y Eaxemnnt rEYEICAL ROADWAY SEC'd'%OPT Hpli 1 d' VII I Ui :Lb 'n LHAUMIK utvturnuti r HA NU. cUt d41 OJU AUG 1:4 '99 02: 05PM TUKWO DC1Dip14 FflUe.C/1-DED-- aT. 4 :4 9 . • . • 4 ; . L. ■•■••morowni•orinkm....vorovaw. • mETAL. FRALtv CPAIR-4 PER (JDOT MP. PIM 1 \ Jr. 11.••••.”:1•11•0•Ort Yl• - . •43+.1......4..! u PAI OD CRADEITIP.) •. ;:;;P 4: ' , N ,ET DEW, cyr,r et .1,1 fa ' 1 4 t% la? V: . 1 4 \ N s- 4 , 7 0,4WD LH MAX • • 4 1. \ C.Z.*NT CONCRETE 1 coo AND CU11 \ 4 11E 4 /c /41t1? NIX 474.7 • p r. .r :1 £W GUTUR Cit94; Ct. T.tv,K; &f.) IAA CATCH BA,13H+1 ST.TROUND - 1.•.1 owarou.womeamnow•••••••■mor•Mowww•••••••••••44.4.••••••••.1•••••••.*,.............s.,:. t DATE: i/o/ V6 RS ., 10:01V1inla•litiatrA4modra.: •.•■■orn...........•■•••...s,••••■•■••• : • ,• •:•• , t•■••••...4,r... - .•••,.••••••1•10 I ••••••••••••■•.84.1141=7111t ',wee IPWV0Yras.... 1•1 17.URB AND GUTTER AS MINA" STD. PLAN P--1 Mina: SIY124 • r. uts • P.7/8 G REMO Jr. fl netmen". ' hk1 FM LRNVIf UOLLUVMLNI . 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U eit3y P.8/8 r Reid iddleton August 20, 1999 File No. 26 -99- 005- 015 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Per Plan Review - First Submittal Harley Davis son (D99 -0259) Dear Mr. Griffin: General G 2 3 1999 C.; i T'e. .` . ;O PMEN We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. A copy of this letter was forwarded to the project contact for your convenience. 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of the supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. General Notes, Sheet S 1.0, should state that the project shall be in compliance with the1997 UBC as amended by the City of Tukwila. Please revise. 3. The General Notes specify a geotechnical report by Zipper Zeman Associates, Inc.; however, this report only covers soil liquefaction. The geotechnical report by Giles Engineering Associates, dated June 16, 1998, should be referenced. Engineer:r • Planners Surveyors 4. The foundation calculations by Nelson Consulting Engineering PS reference footing loads from building calculations provided by CBC Steel Buildings, dated June 15, 1999. The referenced CBC Steel Buildings calculations have dates of June 17 and 18, 1999. The foundation Engineer or Record should verify that the assumed loads are consistent with the current building calculations. Reid Middleton, Inc. 728134th Street SW 5. Loads and foundation details for interior columns in end wall frames at Grid Suite 200 Lines A and L should be provided. Everett, Washington 98204 Ph: 425 741.3800 Fax: 425 741.3900 ; Mr. Duane Griffin City of Tukwila August 20, 1999 File No. 26 -99- 005- 015 -01 Page 2 Building (CBC Steel Buildings) 6. Details of the exterior CMU /glass block should be coordinated with the architectural drawings. Foundations /Mezzanine (Nelson Consulting Engineering PS) c) Page 20 /fdn of structural calculations calls for footing Type F7.0 at Grid K/3; however, there is no footing at that location on Sheet S2. 7. The General Notes on Sheet S1 reference ASTM A307 for anchor bolts. CBC Building Calculations reference ASTM A36. Anchor bolt material and anchor bolt details such as use of hooks or plate washer /nut should be coordinated. 8. There are several footings that are shown on Sheet S2 that do not correspond with footing calculations. Please revise or clarify the following items: a) Sheet S2 specifies footing Type F3.5 at Grid A/5; however, page 14 /fdn of structural calculations calls for footing Type F6.5. b) Sheet S2 specifies footing Type F6.0 at Grid J /1; however, page 15 /fdn of the structural calculations calls for footing Type F6.5. 9. Provide calculations for "thru- ties" shown on Sheet S2 at Grids A, B, D, and F through K. 10. Details of the mezzanine structure on Sheet S4 are incomplete. Joist framing information is not shown. Several section or detail callouts (D /S5, E /S5, F /S5, and G /S5) are missing from Sheet S5. 11. The drawings should state that the governing code is the 1997 UBC as amended by the City of Tukwila. 12. There is insufficient information in the structural calculations to verify compliance with the Zone 3 seismic provisions in UBC Section 2213. Applicable sections to be evaluated include member strength provisions of Section 2213.4.2, column requirements in Section 2213.5, moment frame detailing requirements of Section 2213.6, and the braced frame provisions of Section 2213.8. 13. Load combinations shall be in accordance with the applicable provisions of UBC Section 1612. Reid iddleton Mr. Duane Griffm City of Tukwila August 20, 1999 File No. 26 -99- 005- 015 -01 Page 3 Sincerely, Senior Engineer, Structural Engineering vl I \Se "planrevw\tukwi la\99V015r l .doc \wad cc: Ross Deckman, Ross Deckman Architect (via fax) Brett Jacobson, Fiorillo Northwest Inc. tpLL 14. Snow drift should be considered in the design of the roof. Reference UBC Section 1608. 15. Complete derivation of wind and seismic loads in the transverse and longitudinal directions of the building should be provided. It appears that the seismic dead load for the building is underestimated on page G -1 of the structural calculations. Reference UBC Section 1620 for wind pressure and Section 1630 for seismic base shear. 16. Horizontal drift and drift limitations of the structure should be computed in accordance with the provisions of UBC Sections 1630.9 and 1630.10. 17. Lateral forces and design details for the mezzanine structure are incomplete. Reference page G -1 of structural calculations. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, 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. Brian C. Moon, P.E. Wade A. Damey,, .I.T. Plan Review Engineer Reid iddleton z0 -99 FRI 09:20 AM LANDMARK DEVELOPMENT No further comments at this time. FAX NO. 206 241 2630 P. 02 Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206-431 -3670' BUILDING DIVISION REILEIW Date: 08/19/99 Project Name: Downtown Harley Davidson Building Permit application Application #: 099 -0259 Plan Reviewer: Ken Nelsen, Plans Examiner Please respond to the following Building Division comments with an itemized letter. Include revised plans and /or documentation as applicable. 1. The 13,400 square feet second floor does not meet the exempt elevator criteria of U.B.C. Washington State Amendment Section 1103.2.2. The elevator is required for this occupancy. 2. General interior wall partitions must be keyed and detailed on the plans. 3. The proposed Service, Dyno, Custom Shops, and Fabrication areas should be classified S-3 occupancies. U.B.C. table 3 -B requires a one -hour occupancy separation between the S-3 the other S -1 and M occupancies. The one -hour separation construction must be reflected on the interior wall details. Additionally, the door schedule must be revised and the one -hour floor /ceiling must be detailed for the separation of the occupancies above. 4. Should operations in the Fabrication and Custom shops include paint spraying, use of open flame, or welding, other occupancy requirements must be addressed. Provide documentation on these operations and detail any H-4 occupancy or Fire Code provisions on the plans if applicable. 5. Provide general specifications and details on the plans for the proposed methods of S -3 and other special occupancy ventilation requirements in U.B.C. Chapter 3. Detailed review of H.V.A.C. and ventilation systems will require a separate mechanical permit. CIT Y OF TUKWILA AUG 3 1 1v� PERMIT CENTER August 19, 1999 Brett Jacobsen Fiorillo Northwest Inc PO Box 66826 Seattle, WA 98166 Dear Mr. Jacobsen: Sincerely, encl xc: File No. D99 -0259 A211 Brenda Holt Permit Coordinator City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D99 -0259 Downtown Harley Davidson 13001— 48th Avenue This letter is to inform you of corrections that must be addressed before your 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 Building Division, Planning Division and Public Works Department. At this time, the Fire Department has 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 revision 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 (206)431 -3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 4313665 August 13, 1999 Brett Jacobsen PO Box 66826 Seattle, WA 98166 RE: Preliminary Review Comments Downtown Harley Davidson — D99 -0259 Dear Mr. Jacobsen: w.a wY�aMtti4MmtbkwrewrhTa - AIC44 smvn City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director The Tukwila Public Works Department has completed it's review of the application materials you submitted on July 22; 1999. The attached comments and/or corrections must be addressed before we can recommend approval of your permit(s). Please be aware that you will probably receive comments and/or corrections from other City departments, as well. When you re- submit your corrected plans to the Permit Center for further review, your re- submittal must respond to the comments of all City departments at the same time. You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re- submittal until after you have received the Correction Letter reflecting all departmental comments and/or corrections. In the meantime, if you have questions regarding the attached Public Works Department comments and/or corrections, please contact Jim Morrow, Public Works Director, at (206)433- 0179. If you have other questions regarding the status of your permit application, please contact the Permit Center at (206)431 -3670. Sincerely i1 encl Brenda Holt Permit Coordinator Xc: Jim Morrow, Public Works Department File No. D99 -0259 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 4313665 TO: Joan N�cl��sctmCL TITLE: COMPANY: DEPARTMENT: DATE: P-v r . St 13, j999 FROM: J Plot- t-cNt_sz TiTL • tr.�.cT DIVISION: ? fb) i c rts;: v:•: a:. o: auxssvxsssa+ xw:•:..: aasao ::scas•::sssav::�oxcxssuss•: h•: a;: usaoorisr :oTSSS.,• >;,,aay.sar.>Tw, woo> sxaxs ssrxa. awaa: awa::. ra�aavx .:a:.vssusarMrasasaatissa. w:<aav�rx>;:a:wa: xwrnVenaw:ss,rs <w:ec::aN vw:a.vaaau,:o FAX NO. CALLED: (2•1a) 241 - 2630 IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: CIC:. Z OF TUKWILA — PUL ,IC WORKS DEPT. FAX TRANSMITTAL FAX NUMBER: (206) 431 -3665 TOTAL NUMBER OF PAGES TRANSMITTED, D, INCLUDING e , THIS COVER SHEET: SENT BY (INITIALS): JF SUBJECT Q •TQ` 1 J GI'�. )c tdts — `M. " , 9q - 0259 CI COMMENTS /MESSAGE: • /►lfc cuad ah1L A S c anc.A..01.1%1 c J dt• c�►a.�tztic�s . ��t-dl ?o-t34.5 "TuLtdd i Imo -rno c�4. • - fhdsa YS .1.L -.. L "o- ice, all E -coma cLs �c. -L cf cot - cJ uan Vitt- - csnc.a.- aka. � s -sul ltt.tt. • LL d d.h o.uit cj s J � • Your- IsA..s v &mNitf cSL camma- cSohiusi tc cci tZ 4h lAu. c a cit1Mixi cNTb S art -16. 1 "- fCAS1C1. " -f . Dt .a- j cstt.. amii ►q\,Tt cc JI J . TUKWILA PUBLIC WORKS DEPT. - 6300 Southcenter Blvd., Tukwila WA 98188 - (206) 433 -0179 09/18/92 Traffic Mitigation General Comments on Civil Drawings PRELIMINARY REVIEW • • PUBLIC WORKS DEPARTMENT FILE:. D99-0259 APPLICANT; Downtown Harley Davidson ADDRESS: 13001 — 48 Ave. S. DATE: August 10, 1999 -PLAN REVIEWER: Contact Jim Morrow at (206) 4-33-01'79 if you have aiiy questions The Public Works Department has completed its review bf the application materials submitted on July 29, 1999. The following comments and/or corrections must be addressed before an approval recommendation can be made:, The Traffic Impact Analysis by Transportation Planning & Engineering, Inc, dated July 7, 1999, has been reviewed. Based upon the information contained in the report, and in accordance with the City's Traffic Concurrency Standards, TMC 9.48, traffic mitigation fees totaling $30,144 will be assessed. The traffic mitigation fee will be included in the City's permit total and may be paid upon permit approval. The traffic mitigation fee was calculated as follows: Interurban Bridge Widening 26 vehicle trips x $1,122 per trip = $29,172 S. 133" 599 Ramp Signal 12 vehicle trips x $81 per trip = $972 1. Project components that will be "designed by Others," such as the sidewalk bridge, electrical vault/pump control cabinet, etc, must be submitted as part of the plans package. Locate and label each detail section and note on the drawing. If the specific detail and/or note is not included on the drawing neither the contractor nor the City's inspector will have the information needed to satisfactorily complete the project. c Grading and Storm Drainage Plan, Sheet 2 1. Include on the drawings the City's detail ofa rockery, provided as an attachment to this letter. The edge of the parking lot cannot be up against or on top of the rockery. 2. Show,the locations of the downspouts and their proposed connections to the storm water system. Provide inverts and rim elevations for cleanouts. Indicate pipe size (min. of 4 inches), slope, and pipe material of the line from the downspouts to the storm drain system. 3. Show foundation drains and their proposed connection to the storm drain system. 4. Indicate the size and type of catch basins being used. 5. The length of storm drain pipe from CB #11 to the existing Type I cannot be PVC. It may either be reinforced concrete pipe or ADS N- 12/Hancor Hi -Q. Storm Drainage Plan Notes and Details, Sheet 4 1. Are the slopes expressed as H:V or V:H ... it is understood that a couple of the details may not be drawn to scale, but the bioswale side slopes appear to be inconsistently drawn. 2. The interior side slopes for the bioswale should not exceed a slope of 3H:1V. 3. Need to submit the detail design for the sidewalk that spans the bioswale. Question: What holds the dirt in place that rests on top of the "culverts "? Placing the sidewalk on top of "culverts" appears to interrupt the water treatment process. Temporary Erosion Control Plan, Sheet 1. See comments on Sheet 2 that pertain to the rockery. Water, Sanitary Sewer, and Roadway Improvement Plan, Sheet 7 1. The 10' utility easement should only traverse the northeast portion of the site. There is no need to extend the easement into the site because the remaining portion of the water line will be considered a private system. 2. Install a "blow -off' device at the northwest terminus of the water line. 3. The sanitary sewer line material should be PVC SDR -35 with ring -tite joints. ■ 4. See on Sheet 2 for the acceptable pipe material of the storm from CB #11. 5. Locate and label each detail section and note on the drawing. If the specific detail • and/or note is not included on the drawing neither the contractor nor the City's inspector will have the information needed to satisfacthrily complete the project. _ on the drawing a roadway cross-section that shows curb, gutter, and sidewalk detail. Attached are the City's standards for a typical roadway section, . ' • - curb and gutter, catch basin surround, and commercial driveway. Suggeit that these details be shown on separate sheet. August 5, 1999 Brett Jacobsen Fiorillo Northwest Inc PO Box 66826 Seattle, WA 98166 Dear Mr. Jacobsen: Sincerely, Brenda Holt Permit Coordinator File: D99 -0259 City of Tukwila RE: Letter of Complete Application Development Permit Application Number D99 -0259 Downtown Harley Davidson 13001— 48th Avenue S If you have any questions, please contact me at the City of Tukwila Permit Center at (206)431 -3672. ■ John W. Rants, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you that your permit application received at the City of Tukwila Permit Center on July 1999, was reviewed at the August 3, 1999, 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. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 City of Tukwila .. ............... _..- ...... +�wmm Ah rxrr:�. a .:. ..1� -z � John W Rants, Mayor Department of Community Development Steve Lancaster, Director PRELIMINARY REVIEW COMMENTS FILE: D99- 0259' APPLICANT: Downtown Harley Davidson ADDRESS: 13001— 48 Ave S. DATE: August 4, 1999 The Department of Community Development, Planning Division, has completed its review of the application materials you submitted on July 29, 1999. The following comments and / or corrections must be addressed before we can recommend approval of your permit: 1. At their November 12, 1998 hearing, the Board of Architectural Review approved the color of the metal roof (sand), metal facade (almond) and colors for CMU base (natural). These features are not indicated on your plans. Please revise your plans accordingly. 2. Please indicate the color of both the metal trim and parapet on your plans. These features should also be of the same color to be consistent with the Board of Architectural Review approval. Please note that a separate sign permit will be required for both the freestanding and wall signs. The approval of a Development Permit does not result in approval of a sign permit. Please be aware that you will probably receive comments and/or corrections from other City departments as well. When you re- submit your corrected plans for further review, your re- submittal must respond to the comments of all City departments concurrently. You will know when you have received the comments from all departments involved in the review and approval of your project when you receive a "Correction Letter" from -the City's Permit Coordinator. The Permit Center cannot accept your re- submittal until after you have received a Correction Letter reflecting all departmental comments and correction. In the meantime, if you have any questions regarding the Planning Division comments and corrections, please contact Michael Jenkins at (206) 431 -3670. If you have any other questions regarding the status of your permit application, please contact the Permit Center at (206) 431- 3670. cc: Permit Center Reviewing Departments 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax: (206) 4313665 City of Tukwila Department of Community Development August 4, 1999 , Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, .WA 98204 Structural Review Downtown Harley Davidson (D99 -0259) Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, err Brenda Holt, Permit Coordinator encl xc: Permit File No. D99 -0259 John W. Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 City of Tukwila Department of Community Development July 27, 1999 Brett Jacobsen Fiorillo Northwest Inc PO Box 66826 Seattle, WA 98166 RE: Letter of Incomplete Application #1 Development Permit Application Number D99 -0259 Downtown Harley Davidson 13001— 48th Avenue S Dear Mr. Jacobsen: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on July 22, 1999 is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Planning Division: Michael Jenkins, Associate Planner, at (206)431 -3685, if you have any questions regarding the following: The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision 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. 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 Permit Center at (206)431 -3672. Sincerely, ( WAIL C1 Brenda Holt Permit Coordinator encl File: Permit File No. D99 -0259 1. Provide a landscape plan. .une,a“ ntn John W. Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 -23 -95 FRIG 06 32 AM LAND "''K DEVELOPMENT 20 July 1999 Department of Community Development 6300.Southccnter Blvd_ #100 Tukwila, WA 98188 Mr. Ken Nelsen / Plans Examiner Harley- Davidson Showroom & Shop 1300 l 48th Street Ave. S. Tukwila, WA -- Building Division Review (March 10,1999) Application No.: D99-0057 Attn.: Mr. Nelsca : This letter is in response to your review as dated above. The following corresponds with each of your conunentS. 1. Interior Design sheets have been submitted Please zefer to appmpstate sheets. Please refer to detail 10/ a9.1 for seismic bracing. Please refer to submitted, accomnalwinv livhting schedule from the IntnrinrDe si Per conversations between the City and the Owner, the City will not require Handicap accessibility to the upper floor due the small amount of office space proposal (the vast majority of square footage will be dedicated to storage). As aresult,the elevator has been eliminated from the drawings and Area of Evacuation Assistance is no longer required. ease refer to sheets a2 & a2.1 for dimensions of handrail extensions. Please refer to sheet 28 for revision of floor base. We thank you for your time and cooperation. Sincerely, J. Mondonedo Ross Deckman Architect cc: Brett Jacobsen / FNW FAX NO. 206 ("t 2630 jc55 11Jdy,ed b? 25 3 -8 -gyp- 94OS NOSS IRCKI P. 04 RDA. • DICKMAN ARCHITECT TECTOBE /PLANNINfi 9813.i 0' eP"`" 4121 SO. MERIDIAN SUITE 20 PUYALLUP. WASHINGTON 98313 TEL 253 840 9405 FAX 840 9503 ROArchrtect@comau4crvc coal APE DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS Prepared for Mr. Brett Jacobsen FIORILLO NORTHWEST INC. P.O. Box 66826 131 S.W. 156 St. Seattle, WA 98166 -0826 Transportation Planning & Engineering, Inc. 2101 - 112th Avenue N.E., Suite 110 Bellevue, Washington 98004 (425) 455 -5320 L DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS Prepared for Mr. Brett Jacobsen FIORILLO NORTHWEST INC. P.O. Box 66826 131 S.W. 156 St. Seattle, WA 98166 -0826 Prepared by TRANSPORTATION PLANNING & ENGINEERING, INC. 2101 - 112th Ave. N.E., Suite 110 Bellevue, Washington 98004 Telephone - (425) 455 -5320 FAX - (425) 453 -7180 July 7, 1999 ' VICTOR H. BISHOP P.E. President DAVID H. ENDER, P.E. Vice President Dear Mr. Jacobsen: Mr. Brett Jacobsen FIORILLO NORTHWEST INC. P.O. Box 66826 131 S.W. 156 St. Seattle, WA 98166 -0826 Re: Downtown Harley- Davidson, City of Tukwila Traffic Impact Analysis PROJECT DESCRIPTION • OS • Interurban Ave. S. /48 Ave. S. • Interurban Ave. S. /I -5 northbound on ramp • S. 133` St. /SR 599 southbound ramps /S. 134"' Pl. TRANSPORTATION PLANNING & ENGINEERING, INC. The conclusions and recommendations begin on page 4 of this report. 2101 - 1121h AVENUE N.E., SUITE 110 - BELLEVUE, WASHINGTON 98004 TELEPHONE (425) 455.5320 FACSIMILE (425) 453.7180 July 7, 1999 We are pleased to present this traffic impact analysis study for the proposed Downtown Harley- Davidson development project to be located at 13001 - 48 Ave. S. in the City of Tukwila. The project consists of redeveloping an existing commercial site with a new 34,421 square foot motorcycle sales and service facility. This study was prepared based on our conversations with Mr. Jim Morrow and Mr. Robin Tischmak of the City of Tukwila who reviewed and concurred with the scope of work for this traffic impact analysis. The focus of this analysis is to determine the proposed project's traffic impact at the following intersections: It is our understanding that the Downtown Harley- Davidson development proposal has completed the City's SEPA review process and was issued a mitigated determination of nonsignificance (MDNS). The City is requiring traffic impact information at this time to document the proposed project's impacts as no traffic impact analysis was prepared during the SEPA review process. We have visited the project site and surrounding street network. Figure 1 is a vicinity map showing the location of the site and the surrounding street network. Figure 2 shows a site plan for the proposed project site. The plan shows a 34,421 sq. ft. two story building on the northeast side of the project site. The proposed building consists of T084199 Mr. Brett Jacobsen FIORILLO NORTHWEST INC. July 7, 1999 Page - 2 - 18,933 sq. ft. of warehouse space and 15,488 sq. ft. of retail and supporting spaces. The proposed functions of the development are motorcycle and parts sales and motorcycle customization and service. The site plan shows 65 parking stalls with only 39 stalls required by City code. Access to the project site will be provided via two accesses onto 48 Ave. South. The proposed southwest site access is the primary access to the project site. The northeast site access is a secondary access for deliveries, emergency vehicles and possibly employee access. An existing 16,000 sq. ft. building will be removed from the project site to construct the proposed project. The building, now vacant, formerly housed a clay pottery manufacturing facility. EXISTING PHYSICAL CONDITIONS The project site presently is partially developed with the existing manufacturing building. The site is 1.7 acres in size and mostly flat. Figure 3 shows existing traffic control, number of street lanes, number of approach lanes at intersections, and other pertinent information. The primary streets within the study area are 1 -5, SR 599, Interurban Ave. S., 48"' Ave. S. and S. 133' Street. EXISTING TRAFFIC CONDITIONS WITHOUT PROJECT Traffic Volumes Figure 4 shows 1999 PM peak hour traffic volumes at the pertinent intersections. The traffic volume data was obtained from the City of Tukwila and is attached in the appendix. The manual traffic volume counts were conducted on December 9, 1997. The PM peak hour was between 4:30 and 5:30. The 1997 count data was adjusted to 1999 using a compounded traffic volume growth rate of 2.8% per year. The growth rate was determined from historical average weekday traffic volumes on Interurban Ave. S. south of 42n Ave. S. also obtained from the City and attached in the appendix. Level of Service Analysis 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 1084199 TYPE OF INTERSECTION A B C D E F Signalized < 10 > 10 and < 20 >20 and < 35 > 35 and < 55 > 55 and < 80 >80 Stop Sign Control < 10 > 10 and < 15 >15 and < 25 > 25 and < 35 > 35 and < 50 >50 r r i 1 L L Mr. Brett Jacobsen FIORILLO NORTHWEST INC. July 7, 1999 Page - 3 - 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. Table 1 shows calculated levels of service (LOS) for 1999 PM peak hour without project conditions at the pertinent street intersections. The LOS were calculated using the procedures in the Transportation Research Board Highway Capacity Manual (HCM) - Special Report 209, 3rd Edition updated December 1997. The SIGNAL97 software was used for the LOS calculations at signalized intersections and the Highway Capacity Software (HCS) was used for the unsignalized intersections. The 1997 HCM update revised the level of service thresholds at intersections and changed the level of service criteria to average control delay. The LOS and corresponding average control delay in seconds are as follows: The intersection LOS is an average for every vehicle entering the intersection. On occasion specific movements, such as stop sign controlled left turn movements, experience significantly worse LOS than other movements at the intersection. When this is the case other factors such as safety can be considered when determining whether improvements are warranted. Table 1 shows the 1999 PM peak hour without project LOS to be LOS B or better at all of the pertinent intersections. TRIP GENERATION AND DISTRIBUTION Trip Generation Table 2 shows the calculated total and net new trip generation for the proposed Downtown Harley- Davidson development during the AM and PM adjacent street traffic peak hours and on an average weekday. The trip generation is calculated using the trip rates and equations in the Institute of Transportation Engineers (ITE) Trip Generation, Sixth Edition, 1997 for Warehouse (ITE Land Use Code 150), New Car Sales (ITE Land Use Code 841) and Manufacturing (ITE Land Use Code 140). A vehicle trip is defined as a single or one direction vehicle movement with either the origin or destination (exiting or entering) inside the study site. These trip generation values account for all site trips made by all vehicles for all purposes, including commuter, patron, service and delivery vehicle trips. 7084199 +pE Mr. Brett Jacobsen FIORILLO NORTHWEST INC. July 7, 1999 Page - 4 - Because the majority of the proposed building will be used as warehouse space, we have calculated the trip generation for the warehouse portion of the building separately. After a review of the available data within Trip Generation, it appears that the New Car Sales land use most closely matches the proposed retail use of the project site because both include the sale of vehicles and parts along with servicing. Therefore, we have used the New Car Sales land use as a basis for the trip generation of the retail portion of the proposed building. The Manufacturing land use was used to calculate the trip generation for the former clay pottery manufacturing operation. Pass -by trips are trips that are already on the roads adjacent to the project site which stop at the project site on their way to a final destination such as home or work. Because 48"' Ave. S. is a dead end street, no pass -by trips are anticipated. Diverted linked trips are also trips that are already on the street network near the project site, but divert from their normal route onto connecting streets to get to the project site. Trip Generation has no diverted linked trip data for this type of retail land use. We estimate that diverted linked trips might comprise approximately 10% of the total driveway trips (about six PM peak hour trips) for the proposed project. However, we have not assumed any pass -by or diverted linked trips in this analysis to be conservative due to the lack of pertinent data and the anticipated low level of pass -by and diverted linked trip making. Trip Distribution Figure 5 shows the estimated trip distribution and the calculated site - generated PM peak hour and average weekday driveway traffic volumes. Also, shown are the site - generated traffic volumes for the former clay pottery manufacturing facility. The distribution is based on the characteristics of the street network, existing traffic volume patterns, the location of likely trip origins and destinations (residential, employment, shopping, social and recreational opportunities) and expected travel times. EXISTING TRAFFIC CONDITIONS WITH PROJECT Figure 6 shows the 1999 PM peak hour traffic volumes with the proposed project. Net new site - generated PM peak hour traffic volumes calculated from Figure 5 were added to the 1999 PM peak hour traffic volumes shown on Figure 4 to obtain the Figure 6 volumes. Table 1 shows calculated LOS for 1999 PM peak hour with project conditions at the pertinent street intersections. At all of the intersections, the LOS is expected to remain unchanged from the without project conditions. The 48 Ave. S. /site access intersections are expected to operate at LOS A. SUMMARY OF CONCLUSIONS We conclude the following from our analysis of the traffic impacts of the proposed Downtown Harley- Davidson development: 1084199 0 Mr. Brett Jacobsen FIORILLO NORTHWEST INC. July 7, 1999 Page - 5 - The level of service at the pertinent street intersections are LOS B or better and are not expected to be degraded by the proposed project. Vehicle delay increases at the intersections due to the proposed project are expected to be negligible. The proposed site access intersections on 48 "' Ave. S. are expected to operate at LOS A. The proposed on -site parking supply should be adequate to accommodate the proposed development under normal operating conditions. No street improvements should be necessary to address the impacts of the proposed project. If you have any questions, please call me at (425) 455 -5320. Very truly yours, TRANSPORTATION PLANNING & ENGINEERING, INC. Robert M. Herman, P.E. Associate T084199 TABLE 1 PM PEAK HOUR LEVEL SERVICE SUMMARY DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS INTERSECTION MOVEMENT 1999 W/O PROJECT 1999 W/ PROJECT Interurban Ave. S./48 Ave. S. OVERALL B (14.1) B (14.8) Interurban Ave. S. /I -5 NB on- ramp /Park & Ride Driveway SBLT B (14.0) B (14.2) EBRT B (11.8) B (11.9) S. 133n St. /S. 134 PI./ SR 599 SB ramps NBLT A (7.9) A (8.0) SBLT B (13.8) B (14.0) 48 Ave. S. /SW site access SEB RT — A (9.3) 48 Ave. S. /NE site access SEB RT — A (9.1) SBLT = Southbound left tum SEBLT= Southeast bound left tum rs � NOTES: The number in parentheses is the total delay for the given movement expressed in seconds per vehicle per the 1997 Highway Capacity Manual, 3" Edition. dsuzete/?0841 rrmal TABLE 2 VEHICULAR TRIP GENERATION DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS TIME PERIOD 1 TRIP RATE OR EQUATION 1 ENTER EXIT TOTAL Proposed Warehouse (ITE Land Use Code 150) 18,933 sq. ft. Average Weekday T= 3.676X + 350.266 210 (50 %) 210 (50 %) 420 AM Peak Hour Ln(T) = 0.707 Ln(X) + 1.148 21 (82 %) 4 (18 %) 25 PM Peak Hour Ln(T) = 0.754 Ln(X) + 0.826 5 (24 %) 16 (76 %) 21 Proposed Retail (Assume ITE Land Use Code 841 - New Car Sales), 15,488 sq. ft. Average Weekday 37.50 290 (50 %) 291 (50 %) 581 AM Peak Hour 2.21 25 (73 %) 9 (27 %) 34 PM Peak Hour 2.80 17 (40 %) 26 (60 %) 43 Total Proposed Project Driveway Trips Average Weekday 500 501 1001 AM Peak Hour 46 13 59 PM Peak Hour - 22 42 64 Existing Manufacturing (1TE Land Use Code 140), 16,000 sq. ft. Average Weekday 3.82 <30> (50 %) <31> (50 %) <61> AM Peak Hour 0.73 <9> (77 %) - <3> (23 %) <12> PM Peak Hour 0.74 <4> (36 %) <8> (64 %) <12> Net New Project Trips (Proposed Driveway Trips minus Existing Trips) Average Weekday 470 470 940 AM Peak Hour 37 10 47 PM Peak Hour 18 34 52 ralsissall rani= rim! 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This mop Is copyrighted by THOMAS BROS. MAPS. It is unlawful to copy or reproduce all or any part thereof. whether for personal use or resale, without permission. All rights reserved." L NTON TION 25 -- 73RD 5T a Sy r`1H ST l ism 1:.11 ,0 n • ir .oR* 1A.1 ... .r Me WON �o0 1r • « ....., l. ...- t E.-11E a Al l •. - hr. 14. bN 41 \ M 11 r I of r Mrs -a✓ M+ / .Iw•x1. 01. . ,1 •wp r ••• c c .4 " c c c c c c c c t...rwc .rr SITE PLAN M M Ter . reP1PC I4fJ r..1.w • vps.a •••1 ►.n1.I0 48th AI/ENUF 5OUTH 11P-..1 `a7I DOWNTOWN HARLEY — DAVIDSON TRAFFIC IMPACT ANALYSIS 1 11111111111 ill ,_ mil. .w Mr IEV.n w■ PKt Y4 w..I. rrrw M..r1..a., PAC% I.7D1.. •■J I.OI �FE LEGEND O Traffic Control Signal Stop Sign XX mph Posted Speed Limit --• Approach Lane & Direction XL Number of Roadway Lanes NP Speed Limit Not Posted 2 A ( �V . 4o ')) o �. t i j h tot 1999 EXISTING CONDITIONS DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS 1 N not to scale TFE PARK AND RIDE S c 1 N not to scale CG A NOTE: All traffic volumes shown are 12/9/97 balanced counts (4:30 -5:30 PM) factored up to 1999 using a 2.8% volume growth rate. s � \ > � �0 ,, 9 LEGEND X--0- PM Peak Hour Traffic Volume & Direction c 1999 PM PEAK HOUR TRAFFIC VOLUMES DOWNTOWN HARLEY — DAVIDSON TRAFFIC IMPACT ANALYSIS 6 3' /' id ' r 9 `r6 �e o,) .S PARK AND RIDE �FIGURE �F E 4 . L I ENTER ENTER EXIT TOTAL Average Weekday 500 501 1001 PM Peak Hour 22 42 64 1_ 1_ L r PROPOSED DRIVEWAY TRAFFIC VOLUMES LEGEND X (Y) U [XXXX] PM Peak Hour Driveway Traffic Volume & Direction Existing Driveway Traffic Volume Net New project trips at intersection. Average Weekday Driveway Traffic Volume SITE-GENERATED TRAFFIC VOLUMES DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS not to scale �FE > ( O A°+ 0 PARK AND RIDE I N not to scale 4 o\ NOTE: DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS P LEGEND x PM Peak Hour Traffic Volume & Direction Traffic volumes estimated based on traffic volumes at the Interurban Ave. S. /48th Ave. S. intersection 1999 PM PEAK HOUR TRAFFIC VOLUMES WITH PROJECT PARK AND RIDE FIGURE �F 6 J� J APPENDIX • =MN Harding Lawson Associates Infrastructure. Inc. H LA CITY OF TUKWILA PUBUC WORKS DEPARTMENT BURLINGTON NORTHERN SANTA FE HUB CENTER ACCESS STUDY 1997 PM Peak Hour Total Traffic Tuming Movement Volumes FIGURE 3 Page 3-12 Notes: Existing Conditions Balanced Traffic Network Vehicle Type: All Passenaer and Truck Peak Hour. 4:50am - 5:30om (PM Peak) Traffic Count Date: 1219/97 NB 1 -5 On -Ramp W � SB I-5 Off-Ramp NB SR -599 Off-Ramp pl ..‘1"• xxot e as) " 1 ‘ ° 77 r-77 R/ 4 X 6 9 o Y U+ 5 33 �► tS S8 SR-599 Off-Ramp NB SR -599 On -Ramp 2 .41 6 6g6 6) 0 MOM BNSF Hub Center DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS INTERURBAN AVE. S. /48TH AVE. S. 1999 PM PEAK HOUR WITHOUT PROJECT SIGNAL97 /TEAPAC[Ver 1.00] - HCM Input Worksheet Intersection # 0 - SB WB NB EB Sq 21 * * / ** /I\ North O 0.0 0 O 0.0 0 O 0.0 0 \ 1 1 O 1 951 0.0 1 24.0 O 1 2 I / 1 Appr Grade % Heavy Veh. Adj.Pkg .0 2.0 2.0 2.0 .0 2.0 2.0 2.0 .0 2.0 2.0 2.0 .0 2.0 2.0 2.0 Phase 1 + * + *> v Phase 2 Phase v 1 1 113 12.0 1 \ 0 0.0 0 G/C =0.200 1 G/C =0.483 1 G/C =0.192 G= 24.0" 1 G= 58.0" 1 G= 23.0" Y +R= 5.0" 1 Y +R= 5.0" 1 Y +R= 5.0" OFF= 0.0% 1 OFF =24.2% 1 OFF =76.7% \ 75 12.0 1 0 0.0 0 / 94 12.0 1 I / 778 1 104 24.0 1 0.0 2 1 0 Bus Pk.Hr.Factor NO 0 0 0.90 0.90 0.90 NO 0 0 0.90 0.90 0.90 NO 0 0 0.90 0.90 0.90 NO 0 0 0.90 0.90 0.90 G/C =0.000 G= 0.0" Y +R= 0.0" OFF= 0.0% Area Location Type: NONCBD Phasing: SEQUENCE 21 PERMSV N N N N OVERLP N N N N LEADLAG LD LD Conf.Ped 3 1 Phase 4 Phase Key: VOLUMES -- > 1 WIDTHS v LANES /I\ North 1 06/17/99 08:58:00 Actuated Arr.Type RT TH LT Loc Nm Nb RT TH LT peds /hr RT TH LT RT TH LT 5- N N Y 3 4 3 5- Y N Y 3 3 3 0- N N N 3 4 3 0- N N N 3 3 3 G/C =0.000 G= 0.0" Y +R= 0.0" OFF= 0.0% 5 Phase 6 1 G/C =0.000 1 G= 0.0" 1 Y +R= 0.0" 1 OFF= 0.0% 1 C =120 sec G =105.0 sec = 87.5% Y =15.0 sec = 12.5% Ped= 0.0 sec = 0.0% DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS INTERURBAN AVE. S. /48TH AVE. S. 1999 PM PEAK HOUR WITHOUT PROJECT SIGNAL97 / TEAPAC[Ver 1.00] - HCM Volume Adjustment Worksheet Appr Mvt Flow Lane Adj Prop.of -Mvt Vol PHF Rate Group Flow LT RT vph -- vph -- vph SB -RT 0 0.90 0 -- 0 0.00 0.00 SB -TH 951 0.90 1057 TH 1057 0.00 0.00 SB -LT 113 0.90 126 LT 126 1.00 0.00 WB -RT 65 0.90 72 RT 72 0.00 1.00 WB -TH 0 0.90 0 -- 0 0.00 0.00 WB -LT 94 0.90 104 LT 104 1.00 0.00 NB -RT 104 0.90 116 -- 0 0.00 0.00 NB -TH 778 0.90 864 TH +RT 980 0.00 0.12 NB -LT 0 0.90 0 -- 0 0.00 0.00 SIGNAL97 /TEAPAC[Ver 1.00] - HCM Saturation Flow Adjustment Worksheet 06/17/99 08:58:00 Ap Lane # Adjustment Factors Adj pr Group Ideal L Sat - ch Mvmts Satfl n Lane Heavy Bus Ar Lane Right Left Adj flow -- pcphg - Width Vehs Grade Parkg Block Loc Util Turn Turn Fact vphg SB- TH 1900 2 1.000 0.980 1.000 1.000 1.000 1.0 0.95 1.000 1.000 1.00 3539 SB- LT 1900 1 1.000 0.980 1.000 1.000 1.000 1.0 1.00 1.000 0.950 1.00 1770 WB- RT 1900 1 1.000 0.980 1.000 1.000 1.000 1.0 1.00 0.848 1.000 1.00 1579 WB- LT 1900 1 1.000 0.980 1.000 1.000 1.000 1.0 1.00 1.000 0.950 1.00 1770 NB- TH +RT 1900 2 1.000 0.980 1.000 1.000 1.000 1.0 0.95 0.982 1.000 1.00 3476 SIGNAL97 /TEAPAC[Ver 1.00] - HCM Capacity Analysis Worksheet Ap Lane LT Adj Adj Flow Green Lane V/C Crit pr Group Phase Flow Satfl Ratio Ratio Group Ratio Lane ch Mvts Type Rate Rate v/s g/C Capac v/c Grp -- -- vph vphg vph - SB- TH 1057 3539 0.299 0.725 2566 0.412 SB- LT Pri. 126 1770 0.071 0.200 354 0.356 WB- RT 72 1579 0.046 0.192 303 0.238 WB- LT Pri. 104 1770 0.059 0.192 339 0.307 NB- TH +RT 980 3476 0.282 0.483 1680 0.583 Cycle Length, C 120 sec Yc = Sum crit(v /s) 0.412 Lost Time Per Cycle, L 15.0 sec Xc = Yc x C /(C -L) 0.471 * Ap pr ch Lane Group Mvts Vol Ratio v/c Cycle=120" Int Total 0.471 L. Green Ratio g/C . . . . , .. , . .. .. . . . . . , . . . . . . . . . , . DOWNTOWN HARLEY-DAVIDSON TRAFFIC IMPACT ANALYSIS INTERURBAN AVE. S./48TH AVE. S. 1999 PM PEAK HOUR WITHOUT PROJECT SIGNAL97/TEAPAC[Ver 1.00] HCM Level-of-Service Worksheet Unif Delay dl sec/v Progr Fact PF SB- TH 0.412 .725 6.5 0.14 SB- LT 0.356 .200 41.3 1.00 WB- RT 0.238 .192 41.1 1.00 WB- LT 0.307 NB- TH+RT 0.583 .483 22.3 0.79 .192 41.7 1.00 Lane Group Capac vph Calib Term k 2566 0.500 354 0.110 303 0.110 , 339 0.110 1680 0.500 Incr Delay d2 sec/v Lane Group Delay sec/v Lan Grp LOS 06/17/99 08:58:00 Appr Appr Delay LOS sec/v 0.49 1.4 A 0.62 42.0 D+ > 5.7 A 0.41 41.5 D+ 0.52 42.2 D+ > 41.9 D+ 1.49 19.1 B > 19.1 B > 14.1 B+ DOWNTOWN HARLEY-DAVIDSON TRAFFIC IMPACT ANALYSIS 06/17/99 INTERURBAN AVE. S./48TH AVE. S. 08:58:00 1999 PM PEAK HOUR WITHOUT PROJECT SIGNAL97/TEAPAC[Ver 1.00] - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) 0.47 Vehicle Delay 14.1 Level of Service B+ Sq 21 1 Phase 1 **/** v + * + * /1\ + *> 1 1 North 1 1 TH LT Phase 2 1 Phase 3 v G/C=0.200 1 G/C=0.483 1 G/C=0.192 G= 24.0" 1 G= 58.0" 1 G= 23.0" Y+R= 5.0" 1 Y+R= 5.0" 1 Y+R= 5.0" OFF= 0.0% 1 OFF=24.2% 1 OFF=76.7% C=120 sec G=105.0 sec = 87.5% Y=15.0 sec = 12.5% Ped= 0.0 sec = 0.0% 1 Lane 1Width/1 g/C 1 Service Rate' Adj 1 1 HCM 1 L 190% Maxi 1 Group 1 Lanes' Reqd Used 1 @C (vph) @E !Volume! v/c 1 Delay 1 S 1 Queue 1 SB Approach 5.7 A 1 24 /2 10.379 10.725 1 2566 1 2566 1 1057 10.412 1 1.4 1 A 1 245 ft, 1 12/1 10.267 10.200 1 1 1 333 1 126 10.356 1 42.0 1 *0+1 170 ft1 NB Approach 19.1 B TH+RTI 24/2 10.370 10.483 1 1580 1 1680 1 980 10.583 1 19.1 l*B 1 427 ftl WB Approach 41.9 D+ 1 RT 1 12/1 10.256 10.192 1 1 1 280 1 72 10.238 1 41.5 1 D+1 98 ftl 1 LT 1 12/1 10.262 10.192 1 1 1 317 1 104 10.307 1 42.2 I*D+I 142 ftl DOWNTOWN HARLEY- DAVIDSuN TRAFFIC IMPACT ANALYSIS INTERURBAN AVE. S. /48TH AVE. S. 1999 PM PEAK HOUR WITH PROJECT SIGNAL97 /TEAPAC[Ver 1.00] - HCM Input Worksheet Intersection # 0 - Area Location Type: NONCBD 1 1 1 11 1 Key: VOLUMES -- > 1 0 1 951 1 121 1 1 1 WIDTHS 1 0.0 1 24.0 1 12.0 11 1 v LANES 1 0 1 2 1 1 11 1 1 1 11 \ 90 12.0 1 / 1 \ /1\ 0 0.0 0 1 1 O 0.0 0 / + / 113 12.0 1 North 1 O 0.0 0 O 0.0 0\ 1 I I I 11 0 I 778 1 114 1 Phasing: SEQUENCE 21 1 11 0.0 1 24.0 1 0.0 1 PERMSV N N N N 1 1 1 0 1 2 1 0 1 OVERLP N N N N 1 11 1 1 1 LEADLAG LD LD Appr Grade % Heavy Veh. Adj.Pkg Bus Pk.Hr.Factor Conf.Ped Actuated Arr.Type RT TH LT Loc Nm Nb RT TH LT peds /hr RT TH LT RT TH LT SB 0.0 2.0 2.0 2.0 NO 0 0 0.90 0.90 0.90 5- N N Y 3 4 3 WB 0.0 2.0 2.0 2.0 NO 0 0 0.90 0.90 0.90 5- Y N Y 3 3 3 NB 0.0 2.0 2.0 2.0 NO 0 0 0.90 0.90 0.90 0- N N N 3 4 3 EB 0.0 2.0 2.0 2.0 NO 0 0 0.90 0.90 0.90 0- N N N 3 3 3 Sq 21 1 Phase 1 * * / ** North 1 Phase 2 + + + v A + + ++ Phase 3 Phase 4 06/17/99 08:52:49 Phase 5 Phase 6 1 G/C =0.200 1 G/C =0.483 1 G/C =0.192 I G/C =0.000 1 G/C =0.000 I G/C =0.000 1 G= 24.0" 1 G= 58.0" 1 G= 23.0" I G= 0.0" 1 G= 0.0" 1 G= 0.0" 1 Y +R= 5.0" I Y +R= 5.0" I Y +R= 5.0" I Y +R= 0.0" I Y +R= 0.0" I Y +R= 0.0" 1 OFF= 0.0% 1 OFF =24.2% 1 OFF =76.7% I OFF= 0.0% 1 OFF= 0.0% I OFF= 0.0% 1 C =120 sec G =105.0 sec = 87.5% Y =15.0 sec = 12.5% Ped= 0.0 sec = 0.0% DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS INTERURBAN AVE. S. /48TH AVE. S. 1999 PM PEAK HOUR WITH PROJECT SIGNAL97 / TEAPAC[Ver 1.00] - HCM Volume Adjustment Worksheet Appr Mvt Flow Lane Adj Prop.of -Mvt Vol PHF Rate Group Flow LT RT -- vph -- vph -- vph -- -- SB -RT 0 0.90 0 -- 0 0.00 0.00 SB -TH 951 0.90 1057 TH 1057 0.00 0.00 SB -LT 121 0.90 134 LT 134 1.00 0.00 WB -RT 80 0.90 89 RT 89 0.00 1.00 WB -TH 0 0.90 0 -- 0 0.00 0.00 WB -LT 113 0.90 126 LT 126 1.00 0.00 NB -RT 114 0.90 127 -- 0 0.00 0.00 NB -TH 778 0.90 864 TH +RT 991 0.00 0.13 NB -LT 0 0.90 0 -- 0 0.00 0.00 SIGNAL97 /TEAPAC[Ver 1.00] - HCM Saturation Flow Adjustment Worksheet Ap Lane # Adjustment Factors Adj pr Group Ideal L Sat - ch Mvmts Satfl n Lane Heavy Bus Ar Lane Right Left Adj flow -- -- pcphg - Width Vehs Grade Parkg Block Loc Util Turn Turn Fact vphg SB- TH 1900 2 1.000 0.980 1.000 1.000 1.000 1.0 0.95 1.000 1.000 1.00 3539 SB- LT 1900 1 1.000 0.980 1.000 1.000 1.000 1.0 1.00 1.000 0.950 1.00 1770 WB- RT 1900 1 1.000 0.980 1.000 1.000 1.000 1.0 1.00 0.848 1.000 1.00 1579 WB- LT 1900 1 1.000 0.980 1.000 1.000 1.000 1.0 1.00 1.000 0.950 1.00 1770 NB- TH +RT 1900 2 1.000 0.980 1.000 1.000 1.000 1.0 0.95 0.981 1.000 1.00 3471 SIGNAL97 /TEAPAC[Ver 1.00] - HCM Capacity Analysis Worksheet Ap Lane LT Adj Adj Flow Green Lane V/C Crit pr Group Phase Flow Satfl Ratio Ratio Group Ratio Lane ch Mvts Type Rate Rate v/s g/C Capac v/c Grp -- vph vphg -- vph - SB- TH 1057 3539 0.299 0.725 2566 0.412 SB- LT Pri. 134 1770 0.076 0.200 354 0.379 WB- RT 89 1579 0.056 0.192 303 0.294 WB- LT Pri. 126 1770 0.071 0.192 339 0.372 NB- TH +RT 991 3471 0.285 0.483 1678 0.591 Cycle Length, C 120 sec Yc = Sum crit(v /s) 0.432 Lost Time Per Cycle, L 15.0 sec Xc = Yc x C /(C -L) 0.494 * 06/17/99 08:52:49 Cycle=120" Int Total 0.477 DOWNTOWN HARLEY-DAVIDSON TRAFFIC IMPACT ANALYSIS 06/17/99 INTERURBAN AVE. S./48TH AVE. S. 08:52:49 1999 PM PEAK HOUR WITH PROJECT SIGNAL97/TEAPAC[Ver 1.00] - HCM Level-of-Service Worksheet Ap Lane Vol Green Unif Progr Lane Calib Incr Lane Lan pr Group Ratio Ratio Delay Fact Group Term Delay Group Grp Appr Appr ch Mvts v/c g/C dl PF Capac k d2 Delay LOS Delay LOS -- -- sec/v -- 'v-ph - sec/v sec/v - sec/v - SB- TH 0.412 .725 6.5 0.14 2566 0.500 0.49 1.4 A SB- LT 0.379 .200 41.5 1.00 354 0.110 0.68 42.2 D+ > 6.0 A WB- RT 0.294 .192 41.5 1.00 303 0.110 0.54 42.1 D+ WB- LT 0.372 .192 42.2 1.00 339 0.110 0.69 42.9 D+ > 42.6 D+ NB- TH+RT 0.591 .483 22.4 0.79 1678 0.500 1.53 19.3 B > 19.3 B > 14.8 B+ !.45.'�'...m... .. . «.w.. +-a. rw. vav�HV..�vx..uvr.•rtvnnw.rrw..v .rw+.:.w..n.weY.wnn /I\ North SB Approach 1 TH 1 LT NB Approach WB Approach RT LT C =120 sec DOWNTOWN HARLEY - DAVIDSON TRAFFIC IMPACT ANALYSIS INTERURBAN AVE. S. /48TH AVE. S. 1999 PM PEAK HOUR WITH PROJECT SIGNAL97 /TEAPAC[Ver 1.00] - Intersection Averages: Degree of Saturation Sq 21 Phase 1 Phase * * / ** v 2 Phase 3 A G/C =0.200 1 G/C =0.483 1 G/C =0.192 G= 24.0" I G= 58.0" I G= 23.0" Y +R= 5.0" I Y +R= 5.0" 1 Y +R= 5.0" OFF= 0.0% 1 OFF =24.2% 1 OFF =76.7% Capacity Analysis Summary 06/17/99 08:52:49 (v /c) 0.48 Vehicle Delay 14.8 Level of Service 8+ G =105.0 sec = 87.5% Y =15.0 sec = 12.5% Ped= 0.0 sec = 0.0% 1 Lane (Width /1 g/C 1 Service Rate' Adj 1 1 HCM 1 L 190% Maxi l Group 1 Lanes' Reqd Used 1 @C (vph) @E 'Volume' v/c 1 Delay I S 1 Queue 1 6.0 A 1 24/2 10.379 10.725 1 2566 1 2566 1 1057 10.412 1 1.4 1 A 1 245 ftl 1 12/1 10.269 10.200 1 1 1 333 1 134 10.379 1 42.2 1 *D +1 181 ftl 19.3 B I TH +RTI 24/2 10.372 10.483 1 1578 1 1678 1 991 10.591 1 19.3 1 *8 1 432 ftl 42.6 D+ 1 12/1 10.261 10.192 1 1 1 280 1 89 10.294 1 42.1 1 D +1 121 ft' 1 12/1 10.267 10.192 1 1 1 317 1 126 10.372 1 42.9 I *D +1 172 ft' HCS: Unsignalized Intersection Release 3.1 TWO -WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Intersection: Interurban Ave. S. /I -5 NB on ramp Count Date: 1999 PM Peak Hour w/o Project Time Period: Intersection Orientation: East -West Major St. Vehicle Volume Data: Movements: 1 2 3 5 Volume: 229 919 26 674 430 16 HFR: 229 919 26 674. 430 16 PHF: 1.00 1.00. 1.00 1.00 1.00 1.00 PHV: 0.02 0.02 0.00 0.02 0.02 0.00 Pedestrian Volume Data: Movements: Flow: Lane width: Walk speed: % Blockage: Median Type: None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2 &3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Channelized: Grade: Y N N N Y N N Y Y N 0.00 Lane usage for movements 4,5 &6 approach: i I L L L 1_ N Lane usage for movements 7,8 &9 approach: Lane 1 Lane 2 L T R L T R L. Channelized: N Grade: 0.00 Lane usage for movements 10,11 &12 approach: Lane 1 Lane 2 L T R L T R L Movement t c,base N N N Channelized: N Grade: 0.00 Data for Computing Effect of Delay to Major Street Vehicles: Westbound Shared In volume, major th vehicles: 0 0 Shared in volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow -up time calculation. Critical Gap Calculations: 1 9 4.1 6.9 N N N Eastbound Lane 3 2.0 0.00 0.1 0.00 0.0 Follow Up Time Calculations:. Movement 1 9 2.2 1.0 0.02 2.2 3.3 1.0 0.00 3.3 Worksheet 6 Impedance and capacity equations Step. 1: RT from Minor St.. 9 12: Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Step 2: LT from Major St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Worksheet 10 delay,queue length, and LOS 473 543 1.00 543 0.97 1104 628. 1.00 628 0.64 Movement 1 4 7 8 9 10 11 12 v(vph) 229 16 C m(vph) 628 734 58 543 70 [. r i TWO -WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Intersection: Interurban Ave. S. /I -5 NB on ramp Count Date: 1999 PM Peak Hour w/ Project Time Period: Intersection Orientation: East -West Major St. Vehicle Volume Data: Movements: Unsignalized Intersection Release 3.1 1 2 3 Volume: 234 933 26 682 430 16 HFR: 234 933 26 682 430 16 PHF: 1.00 1.00 1.00 1.00 1.00 1.00 PHV: 0.02 0.02 0.00 0.02 0.02 0.00 Pedestrian Volume Data: Movements: Flow: Lane width: Walk speed: Blockage: Median Type: None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound # of vehicles: Southbound Channelized: N Grade: 0.00 Lane usage for movements 1,2 &3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y N N Y Y Lane usage for movements 4,5 &6 approach: 1 ' LGL 'LCbC1'YGH'SY.KFiYMK1..x�ie4._ . � _ _ Channelized: Grade: Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 L T R R L Channelized: N Grade: t c,base N 0.00 Lane usage for movements 10,11 &12 approach: Lane 1 Lane 2 L T R L T R L T N N N Channelized: N Grade: 0.00 Length of study period, hrs: 0.25 Data for Computing Effect of Delay to Major Street Vehicles: Worksheet 4 Critical Gap and Follow -up time calculation. Critical Gap Calculations: Movement 1 9 4.1 6.9 N Lane 3 N N Eastbound Lane 3 Westbound Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 L t c,hv 2.0 2.0 P hv 0.02 0.00 t c,g 0.1 0.00 0.00 t 3,1t 0.0 0.0 t c,T: 1 stage 0.00 0.00 t c 1 stage 4.1 6.9 Follow Up Time Calculations: Movement 1 9 t f,base t f,HV P hv t f 2.2 0.02 • 2.2 3.3 1.0 0.00 3.3 Worksheet 6 Impedance and capacity equations Step 1: RT from Minor St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Step 2: LT from Major St. Worksheet 10 delay,queue length, and LOS Movement 9 480 538 1.00 538 0.97 4 • 1 Conflicting Flows 1112 Potential Capacity 624 Pedestrian Impedance Factor 1.00 Movement Capacity 624 12 Probability of Queue free St. 0.62 1 4 7 8 9 10 11 12 1 v(vph) 234 16 C m(vph) 624 725 55 538 66 HCS: Unsignalized Intersection Release 3.1 Analyst: RMH Intersection: SR 599 /S.133rd St. /S. 134th Pl. Count Date: 1999 PM Peak Hour w/o Project Time Period: Intersection Orientation: East -West Major St. Vehicle Volume Data: Movements: 10 11 12 Movements: Flow: Lane width: Walk speed: * Blockage: 1 Volume: 110 70 3 52 95 729 5 35 96 209 6 20 HFR: 110 70 : 3 52 95 729 5 35 96 209 6 20 PHF: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 Pedestrian Volume Data: Median Type: None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 1 if of vehicles: Southbound 1 Lane usage for movements 1,2 &3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N TWO -WAY STOP CONTROL(TWSC) ANALYSIS Y Y N N N ,,•..:••••••••• • ,• , , . •• . . • • • .. Channelized: N Grade: 0.00 Y N N Channelized: N Grade: 0.00 Y. Y Y N N Channelized: Grade: 0.00 Lane usage for movements Lane 1 T R Y Y Y N N Channelized: N Grade: 0.00 Upstream Signal Data: L. Approach: Eastbound Distance: Progression Speed: Cycle Length: Green Time: Arrival Type: Saturation Flow Rate: Progressed Flow: L prot 0 3 1700 0 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 L T R L T N Y N N.N. Y Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 T R 10,11&12 approach: Lane 2 L T R L N N N N 0 0 0 T T. • R T T 0 3 1700 0 R N Data for Computing Effect of Delay to Major Street Vehicles: Lane 3 Lane 3 Lane 3 Westbound Shared in volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: Length of study period, hrs: 1.00 Worksheet 4 Critical Gap and Follow -up time calculation. Critical. Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T: 1 stage t c 1 stage t f,base t f,HV P hv t f Eastbound 0 0 1700 1700 1 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.2 0.2 0.1 0.2 0.2 0.1 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 5a. Effect of Upstream Signals (Computation 1) Movement 5 Queue Clearance Time at Upstream Signal: Vt V 1,prot ✓ prog 337 239 Total Saturation Flow Rate, s (vph) 1700 1700 Arrival Type 3 3 Effective Green g eff (sec) 20 239 Cycle Length, C (sec) 120 120 0 0 1700 1700 1 . , , . • . . . . . . ' . • . . . . . , . . . . . ' ' • . . ' . , . . . . Proprtion.of time blocked alpha beta • t a f ✓ c,max V c,min t P Platoon Event, Periods p2 p5 p dom p subdom Constranined? pl p4 P p8 P p10 p11 p12 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0. 0.385 632 • 1000 0.0 Rp (from table 9-2) 1.000 1.000 Proportion of vehicles arriving on green P 0.167 1.000 g ql 19.8 0.0 g q2 4.9 0.0 • G q 24.7 0.0 Worksheet 5b. Effect of upstream signals (computation. 2) Movement Vt 0.550 0.645 19.048 0.129 Result 0.000 0.000 0.000 0.000 F Proportion unblocked for minor movements, px (1) 1 stage 5 y 1,prot 0.273 0 1000 0.0 0.000 Worksheet'5c. Effect of upstream signals (computation 3). L L t Worksheet 5d. Effect of upstream signals (computation 4) 1 stage. Movement 1 4 7 8 9 10 11 12 V c,x 824 73 868 1220 72 556 492 95 s 1700 1700 1700 1700 1700 1700 1700 1700 Px 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 824 73 868 1220 72 556 492 95 Worksheet 5e. Effect of upstream signals (computation 5) 1 stage 4 Movement Px 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 806 1527 273 180 991 442 478 962 C plat,x. 806 1527 273 180 991 442 478 962 Worksheet 6 Impedance and capacity equations Step 1: RT from Minor St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. 8 9 10 1]. 12 9 12 72 95 991 962 1.00 1.00 991 962 0.90 0.98 Step 2: LT from Major St. 4 1 73 824 1527 806 1.00 1.00 1527 806 0,97 0.86 r L I: Step 3 : '111 from Minor St. 8 11 Conflicting Flows 1220 492 Potential Capacity 180 478 Pedestrian Impedance .Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.83 0,.83 Movement Capacity 150 398 Probability of Queue free St 0.77 0.98 Step 4: LT from Minor St. 7 10 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj. L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor. Cap. Adj. factor due to Impeding mvmnt Movement Capacity Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement v(vph) 5 35 96 209 6 20 Movement Capacity 230 150 991 287 398 962 Shared Lane Capacity 387 308 Worksheet 9- Computation of effect of flared minor street approaches Movement n max C sh SUM C sep 1 4 38'7 308 1372 1647 868 556 273 442 1.00 1.00 0.82 0.64 0.86 0.72 0.84 0.65 230 287 7 8 9 10 11 12 C sep 230 150 991 287 398 962 Volume 5 35 96 209 6 20 Delay 21.0 36.2 9.0 49.0 14.2 8.8 Q sep 0.03 0.35 0.24 2.85 0.02 0.05 Q sep +1 1.03 1.35 1.24 3.85 1.02 1.05 round (Qsep +1) 1 1 1 4 1 1 9 10 11 12 Worksheet 10 delay, queue leucjth, and LOS Movement '. v(vph) 110 52 136 235 .. C :m(vph) 806 `1527 1372 643. ., v /c' 0.14. 0.03 0..10 0.37. 95 %. 'queue .length . Control Delay. 10.2 .::7.4 7.9 13.8 LOS B A ,A .` .. B . Approach Delay 7.9 Approach LOS (• W. ii0:7ANI.T.H18tF4xa..44w....,v' C TWO -WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Intersection: SR 599/S.133rd St. /S. 134th P1. Count Date: 1999 PM Peak Hour w/ Project Time Period: Intersection Orientation: East-West Major St. Vehicle Volume Data Movements: 10 11 12 Volume: 110 70 3 52 96 778 5 35 96 210 6 20 - (� HFR: 110 70 3 52 .96 778 5 35 96 210 6 20 • PIIF: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PIIV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 1.... L Pedestrian Volume Data: Movements: Flow: Lane width Walk speed: f % Blockage: !_ Median Type: None LLL fi of vehicles: 0 it of vehicles: Northbound fl of vehicles: Southbound Flared approach HCS: Unsignalized Intersection Release 3.1 1 Movements: Lane usage for movements 1,2 &3 Lane 1 Y 1 1 approach: Lane 2 T R Y L T R N N N Lane 3 Lane usage for movements 4,5 &6 approach: Lane 1 Lane 2 i R L T R for movements 7,8 &9 approach: Lane 1 Lane 2 T. R L T R. iL Channelized: Grade: Lane L Y Channelized: Grade: Channelized: Grade: Lane usage for movements 10,11 &12 approach: ' Lane 1 Lane 2 L T • R L T R L T Channelized: N Grade: 0.00 Upstream Signal Data: Approach:Eastbound N N N N L Prot T Distance: 0 Progression Speed: 0 1.. Cycle Length: 0 Green Time: 0 0 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 0 Data for Computing Effect of Delay to Major Street Vehicles: Lane 3 Westbound -1 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 4 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 i I: Length of.study period, hrs: 1.00 i Critical Gap Calculations: Movement 1 4 t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 P hv 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.2 0.2 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: L 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t c 1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Follow Up Time Calculations: L Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv t f 8 Eastbound . Worksheet 4 Critical Gap and Follow -up time calculation. 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 5a. Effect of Upstream Signals (Computation 1) Queue Clearance Time at Upstream Signal: V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green g eff (sec) Cycle Length, C (sec) 10 11 12 Movement 5 Vt V 1,prot 356 246 1700 1700 3 3 20 239 120 120 I : Rp. (from table 9 -2) Proportion of vehicles arriving g ql g q2 G q Worksheet 5b. Effect of upstream signals (computation 2) Proprtion of time blocked p2 p5 p dom p subdom Constranined? on green-P Proportion unblocked for minor movements, px (1) 1 stage pl 1.000 p4 1.000 p7 1.000 p8 1.000 p9 1.000 p10 1.000 pll 1.000 p12 1.000 1.000 0.167. 20.9 5.5 26.5 Movement 5 Vt V 1,prot alpha 0.550 beta. 0.645 t a 19.048 F 0.129 f 0.384 0.266 ✓ c,max 637 0 ✓ c,min 1000 1000 t p 0.0 0.0 0.000 1.000 1.000 0.0 0.0 0.0 Worksheet 5c. Effect of upstream signals (computation 3) Platoon Event Periods Result 0.000 0.000 0.000 0.000 F Worksheet 5d. Effect of upstream signals (computation 4). Movement stage V c,x 874 73 894 1270 72 557 493 96 s 1700 1700 1700 1700 1700 1700 1700 1700 Px 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 874 73 .894 1270 72 557 493 96 Worksheet Se. Effect of upstream signals ( computation 5) 1 stage Worksheet 6 Impedance and capacity equations Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Step 2: LT from Major St. 7 8 9 10 11 12 Movement 4 7 8 9 10 11 12 Px 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 772 1527 262 168 991 441 477 960 C plat,x 772 1527 262 168 991 441 477 960 Step 1: RT from Minor St. 9 12 72 96 991 960 1.00 1.00 991 960 0.90 0.98 4 1 Conflicting Flows 73 874 Potential Capacity 1527 772 Pedestrian Impedance Factor 1.00 1,00 Movement Capacity 1527 772 Probability of Queue free St. 0.97 0.86 Step 3: TH from Minor St. 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Step 4: LT from Minor St. Worksheet 8 Shared Lane Calculations 1270 168. 1.00 0.83 139 0.75 493 477 1.00 0.83 395 0.98 7 10 Conflicting Flows 894 557 Potential Capacity 262 441 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.82 0.62 Maj. L, Min T Adj. Imp Factor. 0.86 0.70 Cap. Adj. factor due to Impeding mvmnt 0.84 0.64 Movement Capacity 220 280 Shared Lane Calculations Movement 7 8 9 10 11 12 II v(vph) 5 35 96 210 6 20 Movement Capacity 220 139 991 280 395 960 Shared Lane Capacity 367 301 Worksheet 9- Computation of effect of flared minor street approaches Movement 7 8 9 10 11 12 C sep 220 139 991 280 395 960 Volume 5 35 96 210 6 20 Delay 21.7 39.5 9.0 53.3 14.3 8.8 Q sep 0.03 0.38 0.24 3.11 0.02 0.05 Q sep +1 1.03 1.38 1.24 4.11 1.02 1.05 round (Qsep +1) 1 1 1 4 1 1 n max 1 4 C sh 367 301 SUM C sep 1350 1636 -- - ., • ' • Worksheet 10 delay,queue Movement - - - - - - -- - --- - v(vph) C m(vPh) v/c • • 95% queue length Control Delay Approach Delay Approach LOS • 1 - 1350 length, and LOS .4 110 52 772 1527 0.14 0:03 10.4 7.4 A 7 136 1350 0.10 8.0 A 8. 10 L Analyst: RMH Intersection: 48th Ave. S. /SW site access Count Date: 1999 PM Peak Hour w/ Project Time. Period: Intersection Orientation: East -West. Major St. Vehicle Volume Data: Movements: 1 2 5 6' 10 12 Volume: HFR: PHF: PHV: Pedestrian Volume Data: Movements: Flow: Lane width: Walk speed: % Blockage: Median Type: None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2 &3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Channelized: Grade: HCS: Unsignalized Intersection Release 3.1 TWO -WAY STOP CONTROL(TWSC) ANALYSIS 21 214 163 0 0 40 21 214 163 0 0 40 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.02 0.02 0.00 0.00 0.00 Y Y N N N N N N N 0 .00 Lane usage for movements 4,5 &6 approach: Channelized: N Grade: 0.00 Lane usage for movements 7,8 &9 approach: Lane 1 Lane 2 L T R L T R L T Channelized: N 0.00 Grade: N Y Lane 1 T R L ■••••••• 4.••••••••••t 4•WwrhN'•••••• N N N N Lane 2 R L Lane usage for movements 10,11 &12 approach: Lane 1 Lane 2 L T R L T R L Channelized: N Grade: 0.00 t c,base 4.1 Length of study period, hrs: 0.25 Critical Gap Calculations: Movement 1 10 12 7.1 6.2 • R N R Y N Y N N N N N N Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Westbound Shared In volume, major th vehicles: 214 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 Worksheet 4 Critical Gap and Follow -up time calculation. Lane 3 Lane 3 Lane 3 f • t . c,hv 1.0 1.0 1.0 P by 0:00 0.00 0.00 t c,g. 0.2 0.1 G 0.00 0.00 0.00 t 3,It 0.0 0.7 0.0 t c,T: 1 stage. 0.00 0.00 0.00 t c 1 stage 4.1 Follow Up Time Calculations: Movement 1 10 12 t f,base t f,HV P by t f Worksheet 6 Impedance and capacity equations Step 1: RT from Minor St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Step 2: LT from Major St. 6.4 6.2 2.2 3.5 3.3 0.9 0.9 0.9 0.00 0.00 0.00 2.2 3.5 3.3 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Maj. L Shared ln. Prob. Queue Free St. Step 4: LT from Minor St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj. L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor. Cap. Adj. factor due to Impeding mvmnt Movement Capacity 12 163 887 1.00 • 887 0.95 1 163 1428 1.00 1428 0.99 0.98 7 10 419 595 1,00 0,98 0.99 0.99 587 LL Worksheet 8 Shared Lane Calculations Shared Lane Calculations IL Movement v(vph). Movement Capacity Shared Lane Capacity Worksheet 10 delayiqueue length, and LOS Movement: 1 v(vph) 21 C m(vph) 1428 1368 v/c 0.01 95% queue length Control Delay 7.6 LOS A Approach Delay Approach LOS Rank 1 Delay Calculations Movement P oj ✓ il ✓ i2 S S i2 P* Oj D maj left N number major st lanes Delay, rank 1 mvmts 7. 8 Worksheet 11 Shared Major LT Impedance and Delay 2 5 0.99 1.00 214 0 0 0 1700 1700 1700 1700 0.98 1.00 7.6 0.0 1 1 0.1 0.0 8 9 10 11 12 • 1 1 1 11 ' • I • 0 40 587 887 887 9 10 11 12 1 1 1 1 .1 40 887 0.05 9.3 A 9.3 A HCS: Unsignalized Intersection Release 3.1 TWO -WAY STOP CONTROL(TWSC) ANALYSIS Analyst: RMH Intersection: 48th. Ave,. S. /NE site access Count Date: 1999 PM Peak Hour w/ Project Time Period: Intersection Orientation: East -West Major St. Vehicle Volume Data: Movements: Volume:, 213 161 0 0 2 HFR: 1 213 161 0 0 2 PHF 1.00 1.00 1.00 1.00 1.00 1.00 PHV: 0.00 0.02 0.02 0.00 0.00 0.00 Pedestrian Volume Data: Movements: Flow: Lane width: Walk speed: % Blockage: Median Type: None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2 &3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L Channelized: Grade: . 1 2 5 6 10 12 Y Y N N N N N N N N 0,00 Lane usage for movements 4,5 &6 approach: Channelized: Grade: N N N Channelized: N Grade: Channelized: Grade: N 0.00 0.00 N 0.00 t c,base 4.1 Lane usage for movements 7,8 &9 approach: Lane 1 Lane 2 L T R L T R L Lane usage for movements 10,11 &12 approach: Lane 1 Lane 2 L T R L T R L T R Data for Computing Effect of Delay to Major Street Vehicles: Length of study period, hrs: 0.25 Critical Gap Calculations: Movement 1 10 12 7.1 6.2 Eastbound Worksheet 4 Critical Gap and Follow -up time calculation. Lane 3 Lane 3 Westbound Shared in volume, major th vehicles: 213 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700. 1700 Number of major street through lanes: 1 1 t, �:itu�s�'ti�rs•� t c,hv 1.0 1.0 1.0 P by 0.00 0.00 0.00 t c,g 0.2 0.1 G 0.00 0.00 0.00 t 3,1t. 0.0 0.7 0.0 t c,T: 1 stage 0.00 0.00 0.00. t 'c 1 stage 4.1 6.4 6.2 Follow Up Time Calculations: Movement 1 10 12 t f,base t f,HV P by t f Step 1: RT from Minor St. Step 2: LT from Major St. 2.2 3.5 3.3 0.9 0.9 0.9 0.00 0.00 0.00 2.2 3.5 3.3 Worksheet 6 Impedance and capacity equations Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Maj. L Shared ln. Prob. Queue Free St. Step 4: LT from Minor St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj. L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor. Cap. Adj. factor due to Impeding mvmnt Movement Capacity 9 12 161 889 1.00 889 1.00 161 1430 1.00 1430 1.00 1.00 7 10 376 629 1.00 1.00 1.00 1.00 629 st � 1 1_ Workobeet'o Shared ,Lane Calculations' Sbared"Laoe Calculations , Movement v<vPb> Mov t Capacity Shared Lane Capacity • Worksheet 10 dalay, U' length, and LOS Movement n(vpb) C m(vpb) v/c • 95% length Control Delay. LOS Approach Delay Approach LOS 1 1 1430 1369 0.00 7.5 A Worksheet 11 Shared Major LT Impedance and Delay Rank 1 Delay Calculations Movement P oj ✓ iz ✓ i2 S il S i2 P* oj D maj left N number major at lanes Delay, rank 1 mvmts 2 5 1.00 1.00 213 0 0 0 1700 1700 1700 1700 1.00 1.00 7.5 0.0 1 1 0.0 0.0 8 9 |[ 11 || V � •29 ` 889 4 7 a s 10 11 12 2 889 0.00 9.1 A zz 12 9.1 A '2 889: ` 11 | � . 11 `� 1 | 1| ' | . ' . ^ . LOGx.TON CONTROL COUNTS •• (2ND OR 3RD THURSDAY) ELICEITA". DRIVE W/0 53RD AVE 17000 SODTECE=17 PKWY (BON) SOUTHCENTER BLVD v/o S -LINE ANDOVER FARE WEST 0 POND SOU E 180TH STREET 0 2EPP BRIDGE ArIN.TEHURBAN AVE. a/o GATEWAY DR. =URBAN AVE. No FT DENT WAY EAST MARGINAL WAY s/o S. 126TH ST. EAST MARG NAL WAY s/o BOEING MUSEUM WEST VALLEY HWY s/o LONGACRES PACIFIC HWY S. a/o S. 139TH ST BOEING ACCESS RD e/o E MARGINAL WY CONTROL COUNT AVERAGES S frr • 1 JAN 96 . FEB 98 MAR 98 APR 98 MAY 98 TUN 7 98 JUL 98 14,770 14,170 14,952 15,621 15,455 17,240 24,072 21,108 22,585 23,614 23,373 25,736 34,527 33,120 34.616 35.730 35.859 36.303 14,409 14.107 14.396 14.380 14,455 15,930 31.917 32,036 32,488 31,554 � + 3�3.104 35,306 ` 14.215 14.219 14,446 14.110 .540 11,035 25.812 23.796 24.353 25.119 25,469 % 25.976 4.450 4,587 4.803 4.758 4.939 t 4.707 21,62E 21,560 22.946 21,244 23,186 23,709 3 32,164 34,963 35,669 25,335 36,109 37,079 17,700 17,944 16,659 18,360 18,921 18,551 21,546 41.229 44,735 44.692 44,886 44.857 21,466 22,737 23.721 23,710 24,191 24,873 So v A' G J \JE 16.086 23,670 35,579 15,009 35.013 15,519 24.712 4,979 24,205 35.635 19,910 45.375 24,641 00 • AB` 97 .SEP.98 OCT 98 NOV 98 DEC 98 NU: ° X 1998 AVG. 16,568 23.316 36,774 15,888 35,682 14,736 23,481 5,080 25,172 37.862 23,349 46,031 25,328 ::aewatxc;�'sr: yzc 15,788 27,517 35,369 14,844. 34,208 15;491 25,705 4,732 24,930 37,407 20,478 45,804 25.189 '14:.;,x,: 0 0 / 0 .J 6` ,y .- G q. C • 0 ry�NJ 11 ,72 23.88 5,5 6 1 ,8 4 3 79 14, 57 24 936 82 4, 2176, 35,803 9.324 42,128 /17,988 (12 MONTH) (12 MONTH) (12 MONTH) (12 MONTH) (12 MONTH) (12 MONTH)- (12 MONTH) (12 MONTH) (12 MONTH) • (12 MONri) 4:2 MONTH) (2 . MON H) (TELS COL. ) ...' Data Gathering Location: Interurban Ave s/o 42nd Ave. S 11410 - 13th Street SE Site: 99- 101 -07 City: Tukwila. WA Lake Stevens. WA 98258 Date: 05/13/99 Counter: 29 ir Interval NB SB Begin AM PM AM PM AM PM I 12:00 10 72 142 581 20 69 138 457 30 141 280 1.038 12:15 36 132 28 102 64 234 12:30 10 149 11 111 21 260 12:45 16 158 10 106 26 264 F 1:00 21 63 144 520 14 52 118 483 35 115 262 1.003 1:15 14 117 18 135 32 252 1:30 10 134 10 131 20 265 it. 1:45 18 125 10 99 28 224 2:00 7 49 134 511 15 48 122 610 22 97 256 1.121 2:15 18 125 14 142 32 267 2:30 10 116 12 178 22 294 2:45 14 136 7 168 21 304 3:00 24 70 118 489 8 48 150 607 32 118 268 1,096 3:15 22 127 12 142 34 269 3:30 12 132 14 167 26 299 ii._ 3:45 12 112 14 148 26 260 4 :00 22 121 115 525 10 51 174 604 32 172 289 1.129 4:15 28 136 9 154 37 290 4 :30 23 146 14 140 37 286 4;45 48 128 18 136 66 264 j 5:00 47 284 120 458 18 105 194 569 65 389 314 1.027 !_ 5:15 59 111 21 130 80 241 5:30 84 118 37 135 121 253 5:45 94 109 29 110 123 219 6:00 80 423 104 396 49 213 94 333 129 636 198 729 6:15 104 .99 43 83 147 162 6:30 115 97 58 81 173 178 6:45 124 96 63 75 187 171 L 7:00 144 597 68 267 68 346 96 231 212 943 164 498 7:15 135 73 86 53 221 126 7 :30 154 71 98 46 252 117 7.45 164 55 94 36 258 91 L 8:00 130 473 62 192 112 412 54 187 242 885 116 379 8:15 112 44 102 52 214 96 8.30 111 36 86 42 197 78 8:45 120 50 112 39 232 89 1 9:00 ' 98 407 54 173 100 372 40 164 198 779 94 337 _ 9:15 113 30 82 44 195 74 9 :30 102 36 100 44 202 80 1 9:45 94 53 90 36 184 89 L 10:00 116 427 37 147 100 420 31 107 216 847 68 254 L 10:15 108 40 86 32 194 72 10:30 97 30 110 20 207 50 10:45 106 40 124 24 230 64 11:00 119 507 32 103 126 499 32 109 245 1,006 64 212 11:15 124 25 115 31 239 56 11:30 138 29 142 18 280 47 11:45 126 17 116 28 242 45 i 1 1 1 Totals 3.493 Split X 57.0 Day Totals Day Splits Peak Hour 7:00 Volume 597 factor 0.91 7.855 52.5 4,362 2,635 4.461 49.4 43.0 50.6 7.096 47.5 12:15 10:45 3 :30 583 507 643 0.92 0.89 0.92 Me{ et 11:00 1.006 0.90 COMBINED Day : Wednesday 6.128 8,823 4:15 1.154 0.92 1 JANUS file: L0007 Printed: 05-20-1999 Page 1 CITY OF TUKWILA Id: MISC200 Search Files by a Searching By - DOWNTOWN HARLEY Name DOWNING JEFFREY DOWNING JEFFREY DOWNING JEFFREY DOWNTOWN HARLEY DOWNTOWN HARLEY DOWNTOWN HARLEY DOWNTOWN HARLEY DOWNTOWN HARLEY -> DOWNTOWN HARLEY DOWNTOWN HARLEY DOWNTOWN HARLEY DOWNTOWN HARLEY Name V V DAVIDSON DAVIDSON DAVIDSON DAVIDSON DAVIDSON DAVIDSON DAVIDSON DAVIDSON DAVIDSON DOWSING ALBERT E DOWSING BEVERLY DOYEA JEANETTE MRS DOYEA JEANETTE MRS DOYEA JEANETTE MRS DOYEA JEANETTE MRS. Use Arrows, Press SpaceBar Keyword: SNAME / Jeee,i'L„,&?1,-?/ sfell., 6a-4682) User: 1630 07/14/99 File(s): Activity Parcel Owner Own /Occ C /A /E /D File File Relationship P OWNER Parcel: 886400 -0195 O OWNER 13509 35 AV S P OWNER Parcel: 886400 -0195 A APPLICANT L98 -0045 P -DR A APPLICANT E98 -0021 P -SEPA A A A A A A 0 OCCUPANT OCCUPANT OCCUPANT PROJECT PROJECT OCCUPANT OCCUPANT D99 -0057 DEVPERM MI99 -0100 MISCPERM D98 -0398 DEVPERM D98 -0398 DEVPERM PRE98 -034 PREAPP MI99 -0118 MISCPERM 13001 48 AV S ARET DEMO AWSE AWSE NRES OTHR P OWNER Parcel: 000280 -0026 P OWNER Parcel: 000280 -0026 O OWNER /OCC 15646 47 AV S P OWNER Parcel: 810860 -0819 P OWNER Parcel: 810860 -0819 O OWNER /OCC 15646 47 AV S to Select, F2 =Next 18, ESC =New Name & Filters 7//y/ APPROVED ISSUED CANCEL ISSUED APPROVED APPROVED RECEIVE p ISSUED v JUL -23 -99 FRI 08:31 AM LAND rK DEVELOPMENT FIORILLO NORTHWEST �:1NC 1uly 22, 1999 Michael Jenkins Planning Department City of Tukwila 6300 Southcenter Blvd, Suite #100 Tukwila, WA 98188 RE: DOWNTOWN HARLEY DAVIDSON 13001 - 48TH AVENUE SOUTH Dear Michael: cerely, OR!LLO • THWEST INC. bsen Pre t CC: Rus FAX NO, 206241 2630 Per your request, the lighting requested by the City as referred to in your March 24, 1999 letter has been addressed on the revised set of plans. Please note that the subject lighting has been added to page Al of the Architectural drawings, due to the fact that the landscape drawings are unchanged from the last submittal. Regarding the ling scheme on the north and east portion of the building, the electrician has calculated all of the ligbting needs coming from the building mounted lighting (pole lighting would likely be removed during the City's future improvement of this area). Due to the proximity of the building to the property line the building mounted lighting provide the desired function, Ground mounted lighting directed to the facade is provided in all landscape areas adjacent to the building. Obviously in those areas where impervious surfaces are adjacent to the building this type of lighting is not provided. If you have any questions or comments please call me at (206) 241 -2600. Thank you again for your help. P. 03 131 SOUTHWEST 156th, SEATTLE, WASHINGTON 98166 • (206) 241.2600 • FAX (206) 241.2630 P.O. BOX 66826, SEATTLE, WA 98166 -0826 a%+kEt?wTr :. ' J�1L -23 -99 FRI 08:31 AM LAND .K DEVELOPMENT SHIN FIORILLO NORTHWEST : INC, July 21, 1999 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd, Suite #100 Tukwila, WA 98188 RE: DOWNTOWN HABLEY DAVIDSON 13001- 4STIJ AVENUE SOUTH Dear Mr. Griffin: Attached is the entire resubmittal of the referenced project. The building has remained basically the same as originally submitted, but the metal building structure, and foundation have been completely redesigned. The redesign was done to accommodate liquefaction potentials and soils conditions described in the April 21, 1999 report from Zipper Zeman Associates and the June 16, 1998 report from Giles Engineering Associates, both of which are attached for reference. As a result of the redesign, all of the comments provided by Reid Middleton are included in the new structure design. Responses to all departmental comments are included the individual letters addressed to the departments that provided the comments. If you have any questions or comments please call me at (206) 241 -2600. Thank you. incercly, LO I R'IHWEST INC. CC: Ru cobsen t om FAX NO, 206 ?Al 2630 j CITY OF JUL 2 2 r7;1 PERMIT CENTER P. 02 Dqq-cms..9 131 SOUTHWEST 156th, SEATTLE, WASHINGTON 98166 • (206) 241-2600 • FAX (206) 241-2630 P.O. BOX 66826, SEATTLE, WA 98166-0826 PeFii34-034 F NW FIORILLO NORTHWEST • • INC. • • July 12, 1999 Joanna Spencer Public Works Department City of Tukwila 6300 Southcenter Blvd, Suite #100 Tukwila, WA 98188 RE: DOWNTOWN HARLEY DAVIDSON 13001 - 48TH AVENUE SOUTH TUKWILA, WASHINGTON Dear Joanna: Per your request, attached please find five (5) bound copies of the traffic study for the referenced facility. If you have any questions or comments please call me at (206) 241-2600. Sincerely, RILLO ice Presid nt CC: Russ THWEST INC. w Jacobsen tie.C111VED JUL 1 131 SOUTHWEST 156th, SEATTLE, WASHINGTON 98166 • (206) 241-2600 • fAC206) 241-2630 P.O. BOX 66826, SEATTLE, WA 98166-0826 ovul-ifs:6 r JUL -23 -99 FRI 08:32 AM LAND 7K DEVELOPMENT. 20 July 1999 Department of Community Development 6300.Southcentr Blvd #100 Tukwila, WA 98188 Attn.: Mr. Ken Nelsen / Plans Examiner Re: - Harley- Davidson Showroom & Shop 13001 48th Street Ave. S. Tukwila, WA .. -- Building Division Review (March 10,1999) Application No.: D99 -0057 We thank you for your time and cooperation. Sincerely, 1. Mondonedo Ross Deckman Architect cc: Brett Jacobsen / FNW FAX NO, 206, 2630 Moss INCNI Mr. Nelsen : This letter is in response to your review as dated above. The following corresponds with each of your comments. 1. Interior Design sheets have been submitted. Please refer to appropriate sheets. Please refer to detail 10/ a9.1 for seismic bracing. 2. Please refer to submitted accompanying lighting schedule from the Interior Designer. 3. Per conversations between the City and the Owner, the City will not require Handicap accessibility to the upper floor duc the small amount of office space proposed (the vast majority of square footage will be dedicated to storage). As a result, the elevator has been eliminated from the drawings and Area of Evacuation Assis[anx is no longer required. 4. Please refer to sheets a2 & a2.1 for dimensions of handrail extensions. 5. Please refer to shect a8 for revision of floor base. RDAu DICKMAN ARCHITECT TICTOOE /PLANNING 9813,3 4121 SO. MERIDIAN SUITE 20 PUYALLUP, WASHINGTON 98373 TEL 253 540 0405 FAX 840 9503 AOArchnecl @comoucervo corn Atlanta. GA • Dallas, TX • Los Angeles, CA • Madison, WI • Milwaukee, WI • Seattle, WA • Washington. D.C. Fiorillo Northwest P.O. Box 66826 Seattle, WA 98166 -0826 Attention: Mr. John McKenna Dear Mr. McKenna: GILES ENGINEERING HSSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS e 16.. 1 C GEhvi! REID MIDDLETON 11807 North Creek Parkway South • Suite 102 • Bothell, WA 98011 425/482.2020 • Fax 425/482-6300 • E -Mail seattleagilesengr.com ;.,. r..•,It: 1 :•' -, Subject Limited Subsurface Exploration and Engineering Evaluation Proposed New Downtown Harley Davidson 13001 - 48th Avenue South - Tukwila, Washington Project No. 6G- 9805006 r► i ;J J i RECEIVED CITY OF TUKWILA PERMIT CENTER D43-05 This letter presents the results of our limited subsurface exploration and engineering evaluation for the proposed new Downtown Harley Davidson project in Tukwila, Washington. Your authorization for our services was provided during our May 5, 1998 telephone conversation. This letter is intended to provide specific recommendations as they relate to proposed new pavement design and building expansion foundation design for the proposed new Harley Davidson project in Tukwila, Washington. This report has been prepared in accordance with generally accepted geotechnical engineering practice for the exclusive use of Fiorillo Northwest and their agents for specific application to this project. Should the nature or design of this project change, we should be allowed to review and modify the recommendations of this letter and provide alternate recommendations, if appropriate. PROJECT DESCRIPTION We understand that the Downtown Harley Davidson intends upon developing a new store located at 13001- 48th Avenue South in Tukwila, Washington. The property is that of a former brick manufacturing facility located on the north side of 48th Avenue South. The property fronts some 250 feet along the north side of 48th Avenue South and extends some 290 feet to the north. At the time of this writing, the site was occupied by an existing abandoned steel -framed building which is located to the eastern side of the site. The building measures some 90 feet in the east-west by 175 feet in the north - south direction. The interior of the building was vacant and, with the exception of the concrete pad - supported steel - framing of the building, had no floor slab. The remainder of the site was covered with broken brick, reddish clay, and some asphalt pavement. The existing building covers a total of some 16,000 square feet and has a finished floor elevation of approximately 11.5 feet. J Development plans call for the reconditioning of the existing steel building to provide showroom, maintenance, and warehouse facilities for the new Downtown Harley Davidson store. An approximate 1,600 square foot expansion would be provided on the west side of the building. The Fiorillo Northwest Project No. 6G- 9805006 rune 16, 1998 Page2 GILES ENGINEERING F 1SSOCIATES, INC. remainder of the site would be paved with asphalt - covered parking lots, delivery and access driveways, with the northern some 90 feet of the project set aside for a loading zone and proposed future building area. One should refer to the enclosed Sire and E.�alorarion Plan, Figure 1, for existing building configuration and location, and the proposed•development. SUBSURFACE EXPLORATION On May 6, 1998, we visited the proposed Downtown Harley Davidson site to review the excavation of test pits. The test pits were excavated us>.ng a track- mounted backhoe prior to our arrival on site. The test pits were open upon arrival mild were provided with enziy steps for access to review subsurface conditions in the trench side walls. We reviewed existing soil conditions exposed in the side walls including the performance of pocket penetation tests in both intact materials in the trench side walls, as well as blocks of material excavated from the trench and deposited in the spoils piles. The test pit locations are shown on the attached Sire and Exploration Plan. The test pits all extended from a depth of 8 to 10 feet below the existing ground surface. In general, all four of the test pits encountered a near - surface layer of man- placed fill consisting primarily of broken bricks or the red clay used to manufacture bricks. This fill layer extended to a depth of from 1 to 1.5 feet in test pits TP -1, TP -2, and TP -3. In test pit TP-4, however, the red brick material was underlain by a loose silty sand fill to a depth of approximately 4 feet below the ground surface. In general, the subsurface conditions encountered below the surficial fill layer consisted primarily of a layer of medium -staff to stiff silty clay with trace to some sand extending to a depth of approximately 6 to 7 feet below the existing ground surface. These materials were in turn underlain by a loose to medium -dense silty fine sand to the full depth explored. Pocket penetrometer readings taken within the upper medium-stiff clayey silt/silty clay indicated penezation resistance ranging from 1 to 4 tsf. With depth, the penetration resistance decreased to 1 to 3 tsf. One should refer to the test pit logs enclosed at the end of this repor for specific subsurface conditions encountered at each of the test pit locations. During the review of the test pits, we observed slight seepage in test pits TP -1 and TP -2 at a depth of approximately 9 feet. Some caving was observed in both of these test pits beginning at a depth of approximately 8 feet. The groundwater observed in the two test pits was emanating from the loose silty fine sand layer encountered at the bottom of the test pits. Considering the proximity of the Duwarsh River, it is anticipated that groundwater levels at the site would be at or slightly above the elevation of the Duwamish River. Based on existing topography indicated on the site plan provided us, groundwater elevations are anticipated to be. at approximately elevation 2 feet. Groundwater levels should be expected to fluctuate not only with season and precipitation, but also with the influence of the adjacent Duwamish River. RECONLMENDATIONS l We understand that proposed development will include the remodeling of the existing steel J building occupying the site, the construction of an approximate 1,600 - square -foot single -story expansion on the west side of this building, and the placement of asphaltic parking lots, access driveways, and loading zones. We understand that the existing steel building is supported on conventional spread Fiorillo Northwest Project No. 6G-9805006 June 16, 1998 Page 3 r c5 GILES ENGINEERING PISSOCIATEES, INC. footings. The depth and bearing pressure design of the existing foundations are, however, unknown. Considering. the existing grade of the site is nearly flat, we anticipate that only minor cuts and fills will be required to provide subgrades for pavements. The purpose of this letter is to provide specific recommendations for the foundation construction of the proposed building expansion and parking lot, access driveway, and delivery route pavement design recommendations. Based on the subsurface conditions encountered and understanding that the existing building is supported on conventional spread footings, it is our opinion that the proposed expansion can be supported on conventional .concrete spread footings within the design parameters presented in this letter. Considering the near - surface accumulations of man - placed fill and brick fragments, some remedial improvement of foundations, as well as pavement subgrade, should be anticipated. One should refer to the Site and Exploration Plan and test pit logs enclosed with this letter for specific site information and subsurface conditions. Foundation Desiza The proposed 1,600 - square -foot expansion can be supported on conventional spread footings. The footings should be extended through existing near - surface fills. Test pit TP -1, which was located i adjacent to the proposed expansion, encountered approximately 1 foot of man- placed fills overlying a stiff to very stiff silty clay /clayey silt material which extended to a depth of approximately 10 feet below the ground surface. The penetrometer results of the upper 6 feet of these materials indicated resistance is on the order of 3 to 4 tons per square foot. In our opinion, the expansion could be supported on conventional spread and continuous wall footings extending a minimum of 1 foot into the underlying stiff to very stiff native materials (at least 2 feet below existing grade) designed with a maximum allowable soil bearing pressure of 2,000 psf. The soil bearing pressure may be increased by one -third to accommodate seismic and transient loads. If soft suberade conditions or existing fills are encountered at the base of the excavation, it would be necessary to overexcavate and replace these soft materials with properly compacted structural fill, controlled density fill (CDF), or quarry spall materials. We are available to provide foundation observation services as required to verify that soil conditions are consistent with those assumed in design. Should adverse or unforeseen conditions be encountered in footing excavations, it may be necessary to modify the foundation design as appropriate to account for these conditions. Provided the foundations are supported on at least stiff undisturbed native soils beneath the near - surface fill, with the recommended bearing. pressure presented above, long-term settlements on the order of 1 inch with differential settlements on the order of inch should be expected for the addition. The estimated settlements are a function of not only subgrade conditions available at the site, but also adequacy of contractor care during excavation and subgrade protection. The excavation should be clear of all loose, soft and disturbed materials and accumulations of water prior to reinforcing steel and • concrete placement. Fiorillo Northwest Project No. 6G- 9805006 June 16, 1998 Page 4 J C GILES ENGINEERING DISSOCIATES, INC. Slab -on- -wade floor slabs could be provided for the proposed expansion provided the subgrade consists of either stiff native soils or properly compacted structural fill placed above stiff native soils. We recommend that the existing fill soils' underlying the expansion area be removed and replaced with properly compacted structural fill compacted to a minimum 90 percent of the ASTM:D -1557 test procedure. Care should be exercised by the contractor when stripping and preparing native silty and clayey subgrades. These materials are highly moisture sensitive and susceptible to disturbance, especially when wet. It may be necessary to employ a layer of structural fill consisting of crushed rock or quarry spalls to protect subgrades from vehicular'traffic. It may also be necessary to selectively overexcavate and replace soft subgrades to achieve suitable subgades prior to concrete or fill placement. During adverse weather conditions, a separation fabric, such as Mirafi 500X, may be necessary to separate new fills from existing silty or clayey subgrades. We are available to provide construction observation services as required. Pavement Design Recommendations It must be recognized that pavement design is a compromise between high initial cost and little maintenance versus low initial cost coupled with the need for periodic repairs. As a result, the owner will need to take part in the development of an appropriate pavement section. Critical features which govern the durability of the surface include the stability of the subgrade soils, the traffic volume, and the frequency of use by heavy vehicles. The recommended pavement desimis are based on an assumed traffic loading of about 500 automobiles and four trucks per day for light -duty parking and driveways, and about six trucks per day for truck drives, for a 20 -year design period. We recommend that these assumptions be confirmed by the owner or designers prior to implementing the following pavement recommendations. Subgrade Suberade preparation should consist initially of the excavation to design subgrade elevation. The exposed subgrade should then be proofrolled with a loaded dump truck to detect loose or soft areas. Any soft areas observed during proofrolling should be overexcavated and replaced with compacted structural fill. Structural fill should consist of pit -run sand and gravel or other suitable, free - draining granular material. Fills should be compacted to at least 95 percent of the ASTM:D -1557 test procedure. After subgrade preparation and proofrolling, the subgrade soils are anticipated to consist of either stripped native silty clay /clayey silt, existing fill, or new structural fill over a suitable subgrade. The silty/clayey soils are considered to be a poor subgrade material for pavement support, with an estimated field CBR value of 5 for subgrade soil with a USCS classification of ML /CL. Due to the moisture sensitivity of the silty /clayey soils, a CBR value of 5 was used for design. Use of this CBR value assumes that all fill added to the site to raise grades is similar or superior to the on -site soils and has been placed and compacted to 95 percent compaction in accordance with the recommendations in this report. If persistent soft subgrade conditions occur or development is planned for the winter months, we recommend the use of geotextile separation fabric to facilitate construction. We recommend the use of Mirafi 600X or equivalent be used below the design pavement sections. Materials;: . :;. :.. :: : •• • • • ' . : Pavement. Section• Thickness WSDOT Specifications . . ° :Automobile: �• :Tra.flac:' •. : 3ruck Traffi c .. ... :.Asphalt Surface•: ::. 3 7: Section:5 -04 .9. -03.8, Class B Crushed Aggregate Base Course 4 ( 6 Section 4-04 Base Course Granular Subbase 8 I 12 Section 9- 03.14(1) J Fiorillo Northwest Project No. 6G- 9805006 June 16, 1998 Page 5 CONCLUSIONS r.v u..... w:... a..-.... q..r ....A,..:+...w.ax The following table presents the recommended pavement sections. If heavy truck traffic cannot be limited to specific truck drive areas, the entire pavement is recommended to consist of the truck drive pavement section presented in the table: Other pavement section materials may be used, but probably will require a section thickness adjustment. .Recommendations for alternate pavement sections can be provided in an addendum report if desired. The appropriate WSDOT specifications are presented so that proper materials and construction procedures are used. The recommended pavement sections summarized above are based on assumed traffic loadings. Pavement design recommendations assume proper drainage and construction observation and are based on AASHTO design parameters for a 20 -year design period. However, continual flexible (asphalt) pavement maintenance along with a major rehabilitation after about _8 to 10 years should be expected to obtain a 20 -year service life. Conclusions and recommendations contained in this letter are specifically for foundation design for the proposed expansion of the existing building and pavement design parameters. We appreciate the opportunity to have been of service on this project. We are available to provide construction observation and testing services as required. Should you have any questions or require further information, please do not hesitate to call. emman, P.E. Senior Project Manager John E. Zipper, P.E. Regional Manager Enclosures: Site and Exploration Plan, Figure 1 Test Pit Logs TP -1 through TP-4 Kurt\6C.9805006ne8 GILES ENGINEERING P /SSOCIATES, INC. Respectfully submitted, GILES ENGINEERING ASSOCIATT,S.INC. NORTH MINIM TP -2 TP-4 TP -1 PROPOSED ADDITION TP -3 EXISTING BUILDING • 48T$ AVENUE SOUTH TP-4 TEST PIT NUMBER AND APPROXIMATE LOCATION FIGURE 1 SITE AND EXPLORATION PLAN PROPOSED DOWNTOWN HARLEY- DAVIDSON 1300148T$ AVENUE SOUTH SEATTLE WASHINGTON 6G-9805006 SCALE 1" = 50' JUNE 15, 1998 cv GILES ENGINEERING P)SSOCIATES, INC. GILES "NGINEERING ASSOCIATES ANC 11807 North Creek .-C Suite 102, Bothell, Washington (425) 482 -2020( ,:) 482 -6300 RECORD OF TEST PIT EXPLORATION Test Pit TP -1 Project: Downtown Harley Davidson Project No: 6G- 9805006 Date Excavated: May 6, 1998 Location: 95 ft. north, 45 ft west of SW Building corner. ,. Approximate ground surface elevation (ft): 11 • Depth (ft) Material Description Nc Sample Testing 1 Loose, brick fragment and red clay . Fil1• 1 2 J Stiff to very sti$ moist to wet, wet with some iron. oxide staining (FeQX), silty CLAY /clayey SILT. Massive. - _ 3 I ,,, Pocket Penetrometer 3.0 - 4.0TSF 4 4 5 5 6 Loose to medium stiff wet, gray, silty fineSAND /fine sandy SILT. Trace of clay. Massive. y . Test pit sides are caving between 8ft and l Oft 6 7 7 Pocket Penotrometer 1.0.2.0TSF 8 8 9 r Light groundwater seepage. 9 10 Test pit TP -1 terminated at 10 feet. 10 GILES "NGINEERING ASSOCIATES ANC 11807 North Creek .-C Suite 102, Bothell, Washington (425) 482 -2020( ,:) 482 -6300 RECORD OF TEST PIT EXPLORATION GILES - 'vGINEERING ASSOCIATES - NC 11807 North Creek Parkway ( $, Suite 102, Bothell, Washington (425) 482 -20 '425) 482.6300 (FAX) RECORD OF TEST PTT EXPLORATIONS Test Pit TP -2 Project: Downtown Harley Davidson Project No: 6G- 9805006 Date Excavated: May 6, 1998 Location: 40ft east, 50ft south of NW Property comer. Approximate ground surface elevation (ft): 12 • Depth (ft) Material Description Nc Sample Testing 1 Medium stiff moist to wet, gray, lean CLAY. Bricks and roots. (FILL) - 1 Pocket Penetrometer 1.5 - 2.5TSF 2 Relic topsoil zone with tree roots up to 1/2 inch diameter. - Medium stif wet, dark gray, silty CLAY /clayey SILT. Trace of fine sand. Massive. • Loose, wet, brown, silty fine SAND /fine sandy SILT. J Test pit sides are caving between 8 and 10 feet. ' 2 3 3 Pocket Penetrometer 0.5 - 2.STSF 4 4 � 5 6 6 7 7 Pocket Penotremeter 0.5 1.5TSF 8 8 9 • Groundwater seepage at 9 feet. 9 10 10 Test pit TP -2 terminated at 10 feet. GILES - 'vGINEERING ASSOCIATES - NC 11807 North Creek Parkway ( $, Suite 102, Bothell, Washington (425) 482 -20 '425) 482.6300 (FAX) RECORD OF TEST PTT EXPLORATIONS GILEW 7NGINEERING ASSOCIATES _. N C 11807 North Creek Paricwa, L th, Suite 102, Bothell, Washington (425) 482-20( .425) 482 -6300 (FAX) RECORD OF TEST ITU XPLORATION Test Pit TP -3 Project: Downtown Harley Davidson Project No: 6G- 9805006 Date Excavated: May 6, 1998 • Location: 45ft west, 75ft south of NE Property corner. Approximate ground surface elevation (ft): 12 Depth (ft) Material Description • Nc Sample Testing • 1 Medium stiff moist to wet, red, pottery CLAY. .(FILL) . ' Medium stet moist to wet, gray, lean CLAY. _ - Medium stiff, wet, gray, silty CLAY /clayey SILT. Loose, moist to wet, brown, silty fine SAND. • 1 • 2 2 Pocket Penetrometer 2.5 - 3.0TSF 3 • I tr. 1 Pocket Penetrometer 3.5TSF 4 4 Pocket Penetrometer 2.0TSF 5 5 Pocket Penetrometer 2.0TSF 6 6 7 7 Pocket Penotremeter 1.0- 1.5TSF 8 8 9 9 Test pit TP -3 terminated at 10 feet. No groundwater seepage encountered. No caving of test pit sides observed 10 10 GILEW 7NGINEERING ASSOCIATES _. N C 11807 North Creek Paricwa, L th, Suite 102, Bothell, Washington (425) 482-20( .425) 482 -6300 (FAX) RECORD OF TEST ITU XPLORATION •. GILEF "NGINEERING ASSOCIATEr TNC 11807 North Creek .nth, Suite 102, Bothell, Washington (425) 482 -2L (425) 482-6300 (FAX) RECORD OE TEST PTT EXPLORATIONS Test Pit TP-4 Project: Downtown Harley Davidson Project No: 6G- 9805006 Date Excavated: May 6, 1998 Location: 30ft east, 20ft north of SW Property coiner. Approximate ground surface elevation (ft): 12 Depth (ft) Material Description • Nc Sample Testing L Loose, moist, brown, silty, fine to medium SAND. • , (F L) • • Metal strips and roots to 1 inch m diameter. Relic topsoil at 4 feet. - Loose, moist to wet, brown, silty fine SAND. _ medium stiff, wet, gray, clayey SILT /silty CLAY. Trace to some fine sand. 1 2 2 3 3 4 — "- 4 5 5 6 - 6 Pocket Penot*e:aeter 1.STSF 7 8 8 Pocket Penetrometer 1.5 - 2.5 TS!: Test pit TP-4 terminated at 8 feet No gr oundwater seepage encountered. No caving of test pit sides observed , 9 10 10 •. GILEF "NGINEERING ASSOCIATEr TNC 11807 North Creek .nth, Suite 102, Bothell, Washington (425) 482 -2L (425) 482-6300 (FAX) RECORD OE TEST PTT EXPLORATIONS Sent. By: Zipper Zeman Associates Inc.; JetSuite; Apr-22-.99 15:12; Page 2 Zipper Zeman Associates, Inc. Oeotechnicai and Environmental Consulting Fiorillo Northwest, Inc. 131 Southwest 156th Seattle, Washington 98166 Attention: Mr. Brent Jacobsen Subject: Geotechnical Evaluation of Liquefaction Potential Downtown Harley Davidson 13001 48th Avenue South Tukwila, Washington Dear Mr. Jacobsen, 'f t' t. r! tYC F: it ' � tits" iM/ R+" ki Y fNiY: e•:. n� +rmhw..aaw�................... , J -370 April 21, 1999 CITY FETUKWILA J 1 1 2 2 2 1 ;399 PERMIT CENTER This letter report contains the results of our evaluation of liquefaction potential at the referenced site. The purpose of this evaluation is to determine the potential for loss of soil strength during seismic shaking. This study was authorized by your acceptance of our March 31, 1999 proposal letter. The scope of work was limited as described in the proposal, and did not include evaluation or design recommendations for support of foundations or floors of the structure. ' The scope of work consisted of field exploration, laboratory testing, engineering analyses, and preparation of this report. The conclusions presented herein have been developed based upon our limited subsurface exploration, geotechnical engineering analysis, and our experience with projects of a similar nature. This report has been prepared for the exclusive use of Fiorillo Northwest, Inc. and their agents, for specific application to the referenced project and purpose. This report was prepared in accordance with generally . accepted geotechnical engineering practice. The field exploration for this study consisted of drilling a single, hollow -stem auger boring at the site on April 7, 1999. An engineer from our firm supervised the drilling, obtained samples, recorded Standard Penetration Test results, and prepared a detailed log of the soil and groundwater conditions encountered. The boring was located on the north side of the proposed addition. FrE913--63q; C9C1 025, 19231 Avcnuo Won, Suite 8201 Lynnwood, Wuhinston 98036 (425) 771.3304 Sent.By: Zipper Zeman Associates, Inc.; JetSuite; Downtown Harley Davidson 1300148" Avenue South Tukwila, Washington SUBSURFACE CONDITIONS Apr -22 -99 15:13; 3 -370 April21, 1999 Page 2 The purpose of this evaluation was to: • evaluate the geotechnical conditions at the site in conjunction with a field exploration program, • analyze those conditions with respect to liquefaction potential, and • provide this report summarizing our findings and conclusions. SITE AND PROJECT DESCRIPTION The project site is located on the northern side of 48 Avenue, northeast of the intersection of Interurban Avenue and 48 Avenue South in Tukwila, Washington. An abandoned steel frame building is located on the property and is planned to be used for the Harley Davidson shop. A 1600 square foot addition is planned on the southwest portion of the existing building. The topography of the site is relatively flat, with a slight depression adjacent the northwest side of the existing building. We understand that the project will consist of remodeling of the existing building and the construction of the addition. The existing building is a steel frame structure with no floor slab. Because the site is designated as a potential liquefaction area, it is required that a geotechnical report be prepared addressing liquefaction potential of the site soils and mitigating recommendations, if any. Subsurface conditions were explored by a hollow -stem auger boring located in the arca of the planned addition. A boring log is enclosed with this report. The boring was completed to a depth of 49 feet below the ground surface, with sampling by Standard Penetration Test methods. The Standard Penetration Test provides an interpretive measure of soil strength, and results are included on the boring log. Samples were subjected to laboratory testing, as described below. The boring encountered approximately six inches of fill consisting of coarse gravel and cobbles with some demolition debris. Below the fill was soft, moist to wet, light gray clayey silt with some fine sand, The gray silt extended to approximately 12 feet in the boring. Below the gray silt was gray to black, medium dense, moist to wet silty sand that extended to a depth of approximately 16 feet in the boring. Black, medium dense, saturated sand was encountered below the silty sand and extended to a depth of 43 feet where a dark gray, soft, wet clayey silt was encountered. The clay extended to the termination depth of the boring at 49 feet. The soils are interpreted to represent recent alluvial sediments deposited after the last glacial period. Groundwater was encountered at a depth of 15 feet while drilling the boring. A previous geotechnical engineering evaluation of the site by Giles Engineering Associates, Inc. in June, JAnerZLman a■ Ii(ei rn 19231 36t Avenue West, Sufic 13201 Lynnwood, Washington 98036 1370,Fiuloy- t-iquefac (425) 771 - 3304 Page 3 J Sent.By: Zipper Zeman Associates,,,,Inc.; JetSuite; Downtown Harley Davidson 13001 48e Avenue South Tukwila, Washington 19231 36 Avenue Wont, Suite B201 1370,Hule•Liquefac ZARUKZUWILLAMINASElaiiiIi Lynnwood. Washington 98036 Apr- 22 -.99 15:13; 1998 indicates groundwater seepage on the order of 9 feet below the surface in exploratory test pits. Groundwater conditions should be expected to vary with changes in site drainage, precipitation, grades, and other factors. Laboratory tests were completed on several samples obtained from the boring, Laboratory testing included visual classification of all samples and gradation analysis on samples collected at 7.5 feet, 12.5 feet and 37.5 feet. Laboratory test results are included on the boring log where appropriate. The gradation analysis plots are enclosed with this report. GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS 1.370 April21, 1999 Page 3 ' Liquefaction is a process whereby loose to medium dense, granular soils below groundwater level lose strength due to a buildup of pore pressures caused by seismic shaking. The potential for liquefaction is required to be mitigated for earthquakes on the order of magnitude 6.5 producing ground accelerations on the order of 20% of gravity by the City of Seattle, In the absence of specific design requirements by the City of Tukwila, we used the same criteria as Seattle for this evaluation of liquefaction potential. The analysis method utilized for this evaluation was developed by Seed and Idriss, and is generally accepted for this type of evaluation. The boring encountered an approximately 12 feet thick near surface layer of clayey silt. The silt is considered to have a low potential for liquefaction due to the amount (over 70 percent) of soil particles passing the #200 sieve (< 0.075 mm). The silty sand layer encountered between approximately 12 and 16 feet depth was assessed to have a low potential for liquefaction. The sand layer from approximately 16 feet to 43 feet below the existing surface was assessed to have a moderate susceptibility to liquefaction with the exception of loose to medium dense sand at depth which have a high potential. However, because of the thickness of the overlying low susceptible clayey silt and silty sand layers, and with the area around the she being level, the potential for sand boils or surface rupture that could affect the addition is considered low. Ground shaking from a design magnitude earthquake may cause volumetric changes within the medium dense, gray silty sand and the black sand layer from 16 to 43 feet. Volumetric strains were assessed to range up to 2% within the sand layers. This amount of strain indicates potential total settlement on the order of 4.5 inches. Differential settlement should be anticipated to be two- thirds of the total amount. We recommend that the design of the addition incorporate tolerance for the above estimated settlements. Mitigating measures should include sufficient structural bracing of the addition to allow it to withstand differential settlement in the range of 3 inches. (425) 771 - 3304 Page 4 Sent ay: Zipper Zeman Associates, ..Inc.; JetSuite; Downtown Harley Davidson 13001 tue Avenue South Tukwila, Washington CLOSURE We appreciate the opportunity to have provided geotechnical engineering services to you on this project and hope this letter meets your current needs. If you should have any questions, please do not hesitate to contact us at your convenience. Respectftilly submitted, ZIPPER =MAN ASSOCIATES, INC. Enclosures: Boring Log B-1 Gradation Analysis Plots Timothy H. Roberts, P.G. Project Engineer Apr-22-Q4 15:13; 4 John E. Zipper, P.E. President ZIPIOX281881211981818122418ra 19231 36* Avenue West. Suite 8201 Lynnwood, Washington 98036 1370.8 J.370 April 21, 1999 Peg e4 (425) 771 —3304 Page 5/10 ..„ PROJItCT: Downtown Harley Davidson JOB NO. J BORING B.1 PAGE 1 07 2 Location: 48 Avenue South, Tukwila, WA Approsintate Elevation: 1 LOOmPlia 6.11Deeeron a C.' 1 . — aqionm aldantS aaRAd I iuma9 Penetration Resistance • Standard Blows per fbot Other 10 20 30 2 to 4 *ton re come gravel end cobble. with emu . 11012LilL — . Sok mow to wirt, lighe gray clayey SILT with eon* c rad . . • Medium dams. moist to untraud, pay ellty und to bleak Medium dense. Mutated, black with rod Decks.. vay tine to fine SAND 3 tau officio& Hushed with wax below during ;each raeop ling. .... ......... T ••• ''''' •" ........ ....... r ... S..1 343 5.5 s -6 • Is' ATD 1 r I I i 4 ---- l• 1 4 i i ■ ! : ! ^ .:• ........... T----i 4....^.! s : . .. .. ...... 4,... 4 -4 1I ; : i I 4 4 4 4 4 --4 . ---1 • • • • I : 4 r . - 1 I : ....... ..... i ... .1 4 4.. I 4 '" 4- 1 ...... No ...... 444 ••44 i 1 ; 4 • 4. 4--. ; ...... ....* , . • ; 1 : ; . ! : I • • . 4- -, 4 '- -- i 4...." 4 4 • -. 3 4 4 'I i - 1 4 i .. + i 4 . i i 1 : • • : i ' 4 4 1 4 4 i 4 . • i i I • • 1 ! 1' • 4 . 4 . i 1 1 1•''''• 4 i • I • i .1 i••— • I 4 I 4 4 4 4 ' 4 1 4-1 I 4 I i i 1— •••• 4 ; ; ; ,--1 4-4 . 1 : ; ...... •i••••-•4 4 4 4 .1...-4 ■ 4 • 4 4 . 1 .... .4 . I i • 4 -4 4 4 4 4 4 . • : 2 2 2 2 . . . 7,5 32. 17.5 — 22.5 EXPLANATION I 2th 0.D. oplk spoon sample is 3-incit I.D. Shelley tube um* Groundwater level at Moe ofdrilliog ATD or due of ineassimmint 0 20 40 60 So 100 Moisture Content Mu* Limit Neenrat Liquid Lilt I • • No Recovery • Zipper Usual* Aseociates, Inc Geotecholcal & Environmental Coniadtanu Sent . By: Zipper Zeman Associates, Inc.; JetSuite; Apr-22-99 15:14; Page 6/10 Location: 4SI Avenue South, Tukwila., WA Approximate Elevation: Asa Doeription atdang l�gs�n� amass pamaso Penetration Resistance • A Standard Moto pa foot 01 bur 10 20 30 40 Mews don, aaturatui. bleak with ad itocict. vwY I fart °thaw. • Sonia ant laws. 1 Ibut heave. ... So& wa, dirk clayey SILT with ibta mud ....... ....... - . S.7 S-9 S-1,2 541 I . I : i 1 • • 1 : i . . 1 • I L i 4----.4 ' Iiiailliii 4 4 4---.4 i i 44 4 ......4... -- : 1 1 : 1 • 4- _•• 4 ; ! i 4 4 ...... i •••••• I 1 ; 1 I ' 3 1 I • I • .." • . -4 1 .4 i ••• ' 27.5 011•••••••■ 324 .1.0 4 4 4 4 - •-•• 4 . i 1 A I ; i I 4 • • 1 i 1 1 1 : 4.j 4 4 i . i ! • I . .1 ' /”...--.; I i 4...... I i : I ' ' ' • 37.5 . ; I • 4 4- -- .4 4---1 I i 1 4 4.-- 4....--4 "•••• • i —4 i ! 4 4 . 1 i • • ' i i I • 1 4 1 I 1 , I i 1 -4 1 . i 4 1 i • - -- I 4 i - 4 ii '4 42 ....—.—, ----- 4.---; r I 1 ••••••• !i:1: 4 4 4 4 4 4 4 4 ' 4 4 -- 4 4 4.. -.. 4 1 : 4 4.-----4 4 4.......... -.4 . i 1 : ! : • i ' • • 1 • I 4 • 8 4 4 4 ! : '• i I ..1 4 4 • 4..--4 4 • • ' • : • • I " ; ! ! i i ; ...... -- 'i" - " -4 , 1 4- • i ; ; ; *; 47.6 •• so Boum of hole at 49 fox. EXPLANATION I 2-iuch 0.D. Tilt spoon 'unpin El 3-iach I.D. Sisk tub. ample • Otoundwatar Wel at time of drilling ATD or dm ottammesmes - - - - 0 20 40 60 SO 100 I Moisture Content Katie LINN Natural Liquid Limn I I I 1.—. Sent ,Sy: Zipper Zeman Associates, Inc.; JetSuite; FROMM?: Downtown Harley Davidson V- o 000vory • JOB NO. J-370 Apr 15:14; SLING 1:1-1 Zapper Zeman Associates, Inc. Gootechnical & Environmental Consultants Page 7/10 PAGE 2 OF 2 Exoloration Sample Depth (feet) Moisture (%) Fines (%) Description S-1 5 - 3 7.6 29 71 GILT with sand poul.peRs COW Came Flee Cars* Mecum Fns Sit Clay °RAVEL SANC) ........ FINE CRAWIED 10 90 .........- SIZE OF W OPENING IN ir r INCHES r I lir -• sr U.S. 4 STANDARD 10 20 ila SIEVE 110 SE 11X1 200 • HYDROMETER . . . "'"411111.111111 A ., — i 70 . * 03 — Cg .. . - . N ...... E - . a , . . , 40 . - , E - 3 ... 20 . 10- 0 ' ... . . - _ , • ..I A , i - 1 .1) 'Sent Sy: Zipper Zeman Associates, Inc.; JetSuite; (., GRAIN SIZE DISTRIBUTION ASTM 0422 1000.00 100.00 10.00 1,00 0,10 GRAIN SIZE IN MILLIMETERS 0.01 0.00 ZIPPER ZEMAN ASSOCIATES, INC GEOTECHNICAL. AND ENVIRONMENTAL CONSULTING PROJECT NO. J-370 DATE OF TESTING: APRIL 12.1000 PROJECT NAME: Devintavn Neriey Oakum Apr-227 15:14; Page 8/10 Exploration Sample Depth (test) Moisture (%) Fines (%) DeigriptIon 8-1 5 - 4 12.5 32 23 SAND with Silt pouxeme GOBBLES come Pne come meaurn US. STANDARD i0 30 GRAVEL SAND MAO GRAINED 100 SIZE OF OPENING ir IN e INCHES r I ur 3w US. STANDARD i0 30 40 SIEVE SIZE OD 100 200 HYDROMETER 0 II 1 1011 1111111 011011 1 1 1 11 1 0 III , 1"". iii 111 1 1 1 1 'ii IF I IIIllII 111 • I IIIII 111111 1 . on ' III MINI 11 IIII 111 II • Ill I INN I . 'liii 111111 J Sent Oy: Zipper Zeman Associates, Inc.; JetSuite; 1000.00 GRAIN SIZE DISTRIBUTION ASTM D422 100.00 10 00 1.00 0.10 GRAIN SIZE IN MILLIMETERS ZIPPER ZEMAN ASSOCIATES, INC 050TECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO. J-370 DATE OP TESTING: APRIL 12.1see Apr-22-99 15:14; Page 9/10 0.01 PROJECT NAME: Dowrsown Harley bevideco 0.00 Exolorstion Semple Depth (feet) Moisture ( % Fines ( %) Description SAND with trace silt B-1 S - 9 37.5 32 8 eou DERs 008&E6 Caro F ni Cowles MStiun Pins 3IIt CJy GRAVEL SAND PINE GRAINED 'Sent By: Zipper Zeman Associates Inc.; JetSuite; 1 GRAIN SIZE DISTRIBUTION ASTM D422 1000.00 100.00 10 00 1.00 0.10 GRAIN SIZE IN MILLIMETERS ZIPPER ZEMAN ASSOCIATES, INC GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO. J -370 DATE OP TESTING: APRIL. 12,1999 Apr -22 -99 15 :15; 0.01 0.00 PROJECT NAME: DownIOwn Herby Dmillson Page 10/10 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE WE HYDROMETER ` Ihl 1l11III1I1II h0 III lIIIIIILIllIIIIlII MN 1111I111 I1lllhlIIIll1I1I Ii!lI1I11 1111 111111 V Mmiii p 'o 1111111 I � ■II ' ■11 1 liii I 11111111 11111 ' �111� 1111 1 II NI 11101 'Sent By: Zipper Zeman Associates Inc.; JetSuite; 1 GRAIN SIZE DISTRIBUTION ASTM D422 1000.00 100.00 10 00 1.00 0.10 GRAIN SIZE IN MILLIMETERS ZIPPER ZEMAN ASSOCIATES, INC GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO. J -370 DATE OP TESTING: APRIL. 12,1999 Apr -22 -99 15 :15; 0.01 0.00 PROJECT NAME: DownIOwn Herby Dmillson Page 10/10 4' Max Height 6 1 1' Min. 1 • connect to or daylight to ditch Cutlet Pipe Undisturbed soil 2'0 Standard Steel Pipe Railing with Welded Joints Hot —Dip Galvanized. Astute 3. Ornamental Iron Handrail may also be permitted with City Engineer Approval. 10' past to poet spacing with slip fit expansion joints. Nan —Shrink Grout 4' Diam Galy Steel Sleeve Min. 16' • 17' e anaftel Aie .I r ION 12' 12' SEE ABOVE FOR ROCKERY DETAILS No footnge•: - -- - of- structures (including other No structures, roadways. or parking lots in this area. rockeries) 2(orflatte . 'Y • Min. 6` dia_ perf. PVC SOR 35 pipe /MSHTO M278 /ASTM 3034; min:.. 1X continuous slope to outlet; pipe wroped in filter fab'ric(Mirafi or equiv.) NOTES. : Free — draining backfill; min.12 wide layer of 2' -4' quarry spells adjacent to rockery. Stable cut face in native material 1' diameter washed gravel; min. 6' cover over pipe; min. 2' gravel under pipe, 12' wide. Place pipe between rocks to avoid weight. VIEW FACING ROCKERY ANf oim Fr PIRF 1. Rock shall be sound and have minimum density of 160 pounds per cubic foot. 2. The long dimension of all rocks shall be placed perpendicular to the wall. Each rack should bear on two rocks in the tier below. 3. Rockeries are erosion — control structures. not retaining walls. Native material must be stable and free — standing in cut face. 4. Improved walking surfaces above and adjacent to rockeries over 30' in height shall be protected by a rail conforming to UBC 1711. 5. Base rock is 2 —man minimum. (2 mon rock .0 200 -700 lb 18' -28') 6. Shop drawing for all roiling must be city approved prior to fabrication. • City of Tukwila ROCKERY & SIDEWALK Vim SAFETY. RAIL N to .al. . DATE: 1 1/15/96 RS -5 i TYPE OF STREET RIGHT —OF —WAY (QT) PAVEMENT WIDTH (F fl ARTERIAL PRINCIPAL 80- 100 48434 MINOR 60-80 36 -64 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL, 60 24 -36 ACCESS STREET COMMERCIAL 60 36 RESIDENTIAL 50 28 CUL —DE —SAC ROADWAY 40 28 TURNAROUND 80(diam) 60(diam) PRIVATE 30 20 ALLEY 20 15 - - -- 10' -- Min. Utility Easement NOTES: 7 771 1.777. 1. MI specifications shall be as per the combined specifications prepared by the Washington State Department of Transportation and the American Public Works Association. Washington. State Chapter entitled '(Present) Standard Specifications for Roads. Bridge, and Municipal Constriction . 2. See Detail R -11 for the sidewalk width. 3, Street classifications are designated by Ordinance. 4, private streets may serve up to 8 tots, and must be less than 200' in length. use of private streets is subject to approval by the Public Works Director. 5. Pavement section must be designed for a minimum of HS20 loading. Right of —Way Pavement Width Class 8 Asphalt Concrete Crushed Surfacing Class B Gravel City of Tukwila Thickness as required by Engineer's design. Storm Sewer dc. Catch Basin Cement Concrete Curb and Gutter See. Tukwila Cement Concrete Sidewalk Standard Plans 2' of 5/8' Minus Crushed Rock DATE: 11/15/96 a4 4glimr, l ie'. 10'-- Min. Utility Easement TYPICAL ROADWAY SECTION Not to coals. RS -1 I • 14 R METAL FRAME et GRA PER WSDOT STD. PLAN 8-2A A 3' 7' •—Cr INLET DETAIL oi N INLET SECTION A-A CURB AND GUTTER AS P WSDOT STD. PLAN F-1 (BARRIER' STYLE) 3' 7' C "cv URED IN P CEMENT CONCRETE CURB ANO CUTTER ED 60 CRADECTYP.) 2 / 6' • City of Tukwila CURB AND GUTTER CATCH BASIN SURROUND DATE: 11/20/96 RS-27 A rr 1. _ • (I. .......... _._......_. .__.... ... ,..., �; n :: r. r g r 76riu l"! ! MI( i'Sioa'cMuMv;'.. ca 4, EXPASION JOINT TO (PRE/CUED TYP.) 4 y Yp . JOINT A NOTES: 5/8' CRUSHED ROCK SECTION A -A .,EXPANSION JOINT ELIMINAT IF GUTTER APRON ARE POURED MONOLITHIC ' rp7.15•06 ee R 2 Min. or more as directed. Driveway, (Max. Reconended Grade Is 1SZ) Top of Curb at Driveway CURB DETAIL 1. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBUC WORKS FOR INSPECTION. 2.. CONCRETE SHALL BE CLASS B OR Bti it ti THAN 5 1/2 SACK. 3000 PSI. 3. ALL DRIVEWAY APRONS SHALL BE A MIN. 6' THICK. 4. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA/WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 5. REMOVAL OF EXIST1NG CONCRETE CURB. GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH EXPANSION JOINT. 6. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 7. TURNING RESTRICTIONS MAY BE APPUED BY THE CITY ENGINEER HANDFORM ALONG RADIUS FOR SMOOTH TRANSITION City of Tukwila COMMERCIAL DRIVEWAY Not to Palo. DATE: 11/15/96 RS -9 ACTIVITY NUMBER: D99 -0259 DATE: 3 -24 -2000 PROJECT NAME: DOWNTOWN HARLEY- DAVIDSON SITE ADDRESS: 13001 48 AVE S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision #3 After Permit Is Issued DEPARTMENTS: (dui ivis' \1" Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Approved REVIEWER'S INITIALS: ( e644014 L CORRECTION DETERMINATION: \PKROUI E.DOC 5/99 W PERMITCOORD COPY PLAN REVIEW /ROUTING SLIP !co Fire Prevention ri Structural Incomplete n APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions uVl v Not Applicable TUES /THURS ROUTI Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DUE DATE 4 -25 -2000 oL PI� nning Division 11 0 Z7� Permit Coordinator DUE DATE:3 -28 -2000 Comments: DATE: Not Approved (attach comments) TE: ' 2 1 ' 0 0 DUE DATE Approved Approved with Conditions Not Approved (attach comments) ri REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D99 -0259 DATE: 2 -15 -2000 PROJECT NAME: DOWNTOWN HARLEY DAVIDSON Response to Incomplete Letter # Original Plan Submittal Response to Correction Letter # _ XX Revision # 2 After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete Comments: TUES /THURS ROUTING: Please Route n Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved CORRECTION DETERMINATION: Approved C Approved with Conditions \PKKOUICAOC 5/99 Approved with Conditions �P. Planning Division 7-60 Permit Coordinator Not Applicable No further Review Required DUE DATE: 2 -17 -2000 DUE DATE 3-16 -2000 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: C. ACTIVITY NUMBER: D99 -02/ DATE: 11 -15 -99 PROJECT NAME: DOWNTOWN HARLEY DAVIDSON Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # XX Revision # 1 After Permit Is Issued DEPARTMENTS: Buil Divi • ion A1' l!-2�9 Public Works VN Complete \RROUTC.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: Approved n Approved with Conditions n 1. 1 ?. cad Planning Division n Permit Coordinator C ! J DUE DATE: 11 -18 -99 Incomplete n Not Applicable Comments: No further Review Required DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 12-16 -99 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: DEPARTMENTS: Building Division Public Works Complete Comments: Approved E Approved V'RROUIE.000 5/99 54r PLAN RE IEW /ROUTING � IP CORRECTION DETERMINATION: ACTIVITY NUMBER: D99 -0259 DATE: 9 -24 -99 PROJECT NAME: DOWNTOWN HARLEY DAVIDSON Original Plan Submittal Response to Incomplete Letter # _ XX. Response to Correction Letter # 2. Revision # _ After Permit Is Issued Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES /THURS ROUTING: Please Route ri Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 10-26-99 Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Approved with Conditions . ',i�tt' . r REVIEWER'S INITIALS: Fire Prevention ri Planning Division Permit Coordinator DUE DATE: 9 -28-99 Not Applicable No further Review Required n DUE DATE Not Approved (attach comments) DATE: ?Sk ACTIVITY NUMBER: D99 DATE: 9-7-99 PROJECT NAME: DOWNTOWN HARLEY DAVIDSON Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # j Revision # After Permit Is Issued DEPARTMENTS: Ne Bag Division J Fire Prevention datAid 6 1 - 1 5 11 . 4 1-1-41 Public Works X1 Structural Complete Incomplete fl TUES/THURS ROUTING: Please Route 1M_ Structural Review Required Approved I WRROUTEDOC 5/99 Perr4 Comed. Cij PLAN REVIEW/ROUTING SLIP .,1■■ n nij Plann,ng Division R:1 4 ta - 17fgr Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 9-9-99 Not Applicable Comments: No further Review Required APPROVALS OR CORRECTIONS: (ten days) DUE DATE 10-7-99 REVIEWER'S INITIALS: DATE: Approved with Conditions ri Not Approved (attach comments) ri REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D99 -0259 DATE: 7 -29 -99 PROJECT NAME: DOWNTOWN HARLEY DAVIDSON Original Plan Submittal XX Response to Incomplete Letter # 1 Response to Correction Letter # _ Revision # _ After Permit Is Issued DEPARTMENTS: Building Division E t L i"? ../u ' , 4 3?-iv-19 I Complete Approved Approved WRKOU1I.DOC 5/99 aorci 65)Ry PLAN REVIEW/ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES /THURS ROUTING: Please Route Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions Approved with Conditions Coigne ttan (fr 41 /tad q-ia-ctei REVIEWER'S INITIALS: CORRECTION DETERMINATION: DUE DATE DUE DATE: 8 -3-99 Not Applicable No further Review Required Not Approved (attach comments) Not Approved (attach comments) M g P anngd Division Permit Coordinator Comments: DUE DATE 8-31-99 REVIEWER'S INITIALS: DATE: REVIEWER'S INITIALS: DATE: DATE: Complete DEPARTMENTS: Building Division Public Works Pe � ► 4� COOV C. PLAN REVIEW /ROU ACTIVITY NUMBER: D99 -0259' . DATE:. 7 -22 -99 PROJECT NAME: DOWNTOWN HARLEY DAVIDSON XX Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # Revision # _ After Permit Is Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete rJt , .aa I , r ,,, rim 4,4 PI nning Division 21 tug ? ,z1 -q' Permit Coordinator DUE DATE: 7 -27 -99 Not Applicable Comments: IA etm94 or, Nv f kitaiJ2o cP 1-19 -19 ( TUES /THURS ROUTING: Please Route n Structural Review Required n No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 8 -24 -99 Approved n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions C Not Approved (attach comments) El REVIEWER'S INITIALS: DATE: WRROUTE,DOC 5/99 DATE: Approved with Conditions n Not Approved (attach comments) n Revision No. Date Received Staff Initials Date Issued Staff Initials I — S 2000 I LOL=. 11 9 1 �8 \-3 -a J(3 Summary of Revision: A wind T ows . o Zr'I. - ,C� 4- ba--t "►roonn ; • a j ? y no room• Pr ovL c L . _1 — _ C.Dr r, "i or. ove $ , i o j — �' le `iv street cry ss_Sec flop, P raj4 4.Received By: 1 CC` LO& 5' 1 Revision No. Date Received Staff Initials Date Issued Staff Initials — S 2000 I LOL=. Summary of Revision: , _, • W. , • ,_ .- Received By: e < it/ -_ Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: • Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: • Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: • Received By: PROJECT NAME: W• Site Address: MO REVISION LOG PERMt:. 0. Original Issue Date: 1 (please print) (please print) please print) (please print) (pl ease print) • fir City of Tukwila Department of Community Development 1 •.-tLe.= , /41'1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fa; etc. Date: S 0 Plan Check/Permit Number: P 0: O Response to Incomplete Letter # Oi Response to Correction Letter # 151( Revision # after Permit is Issued Project Name: Do v.--e T e.) Project Address: ( 46 A-IP . Contact Person: t'Orr Summary of Revision: A1019 i ri o /, O) LAJ ro - Phone Number: ZOP. 2 -4 / PERMIT CENTER John KRants, Steve Lancaster, Director Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Iii L29 . -- --- Entered in Sierra on ?"/"" c C) 06t29/99 6300 Southcenter Boulevarc4 Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Far (206) 431-3665 ' Date: �� c0 City of Tukwila • Department of Community Development Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax etc. ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # after Permit is Issued Project Name: DOw 0 f - v ll a'✓ I ey - Project Address: *9 Ave. S v ✓ 1/4/ Contact Person: r' ► �� ; 1 ; a ►ti , f f e r r w ❑ Revision # Summary of Revision: (A' .ev+ou5 1 • w ", yia, i S d a 2 - ! - 0 o � l , cry ko✓) a - + h t 1 ' ( ei. ltw -*rte 1,1P. Y(/• a-ti-A r ■ A 7 A Plan Check/Permit Number: La J 2 - /7 f tit). Sheet Number(s): � -` L - I a-P "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: js 43-. Entered in Sierra on S x0 �oJ� L 5'`� John W.•Rents, Mir Steve Lancaster, Director ) P DA V q s D� lo- 1 n - 5 1 r 4 w A aS' JS fl� L A Phone Number. ? 5 3 S b z- loq rs c e p p1 x„ --n tr y Iaca._ �ubv►.�, a • • ✓si IA a h PERMIT CENTER 06!29199 6300 Southcenter Boulevard Suite #10 • Tukwila, Washington 98188 • (206) 4313670 • Fay (206) 431.3665 4 Date: I 1//' City of Tukwila ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # I after Permit is Issued Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: .' '- Dqi - 7- Project Name: (/d w r•-' '- 9 4 - V k (� gib Project Address: 177 C7 (!) 1 " 41";" A C • Contact Person: Summary of Revision: A IT( Otis Of (Kr 'W i r 1OnvJ S - 1 - 0 2 t�v C. AT( r 04C D4-t'e- N t / /4-1 .. . r John W. Rants, Mayor CITY OF TIUKWIL4 NOV 15 1999 PERMIT CENTER Phone Number: - 206 .2 / /, 26,00 v 3 vv e 7'b S r(6-t---r", ^ e✓ o S5 k , 0A-0, Sheet Number(s): 0 i,&-rt- 1041-1-k r- e .1 d C (21 S�e.•r /oiv Sf-ff.�y^ "Cloud" or highlight all areas of revision including date of re isio Fe 4. t. A, k IA ., Received at the City of Tukwila Permit Center by: EKEntered in Sierra on I 1 ' 1F) 19 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 41313670 • Fax (206) 4313665 City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted . through the mail, fax, etc. Date: eq / Z`f' /4 ❑ Response to Incomplete Letter # [V]� Response to Correction Letter # ❑ Revision # after Permit is Issued Plan Check/Permit Number: --- 1 . 1Y11 — Project Name: 1)w N rDw rS t -v t 05 John W. Rants, Mayor •cITY SEP 2 it 1999 PERMIT CENT Project Address: « [ � I ' ,, 4 + A S. Contact Person: T7Q -L -'tr Phone Number: iLl I . 4)( ( 0 (4950' Summary of Revision: I'D Co r- ?T(ary l— &-tr C 't ( c et-) emagaric)?-f 2- Sheet Number(s): "Cloud" or highlight all areas of revision including date of r vision Received at the City of Tukwila Permit Center by: EJ /Entered in Sierra on 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 . _ ._ ..,• c >......P w•.. nr. r. w.. e.- �mm: v:. vy. rr....+w. <acNw..•,...,..,.....« ......-.«.....•... .++...�.we.a.00.+ww.w.�«..+nw.r .:: Date: City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Plan Check/Permit Number: TA a t V !YT l John W. Rants, Mayor Project Name: w�� w v1 'f�'1� " Dein/ t 9 S'l Project Address: t' "Tv TT-F �p Contact Person: T7 -Ij P S Phone Number: CO. 4( . CO Summary of Revision: f3f11& t TT'l t N.l 1 96 "lc Co -t -c t ©-,J L. pty , , Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [iEntered in Sierra on 06/29/99 6.300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1(24 Cf 1 Plan Check/Permit Number: `f .1 - d . 7f -' V Response to Incomplete Letter # 0 Response to Correction Letter # 0 Revision # after Permit is Issued Project Name: bwti� -�jw.J - 0 00`1 Project Address: ( t- S, 48774 Contact Person: 71 Phone Number: Z& 74 (1 Z- Summary of Revision: LA--$ z'A e- + t��� --� ' 602,_04.1 -7 7 /1? t..4c-r-r -6.4._ 6 4vC-1) 0/11' �. -=10.- CITY OF TUKWILA All 2 9 1999 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on ..KA�cWG.M1T •.TJVmthlmi��.m John W. Rants, Mayor 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 • Av.Fw.rw�vwMl:+aJ.�x Las'. K1:11ItIn Vlc9[l' Y14W..L3M.lJF42C�iS W�0�1d1V$ �M+ 11Uki4i31' �% 1! 'gXR3a�Yp+'.wl':INM�'�'t Fire Department Review Control #D99 -0259 (512) Dear Sir: City of Tukwila Fire Department Thomas P. Keefe, Fin' Chief July 30, 1999 Re: Downtown Harley Davidson - 13001 48th Avenue South 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) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 2 .................., ....•..rw..wrner+..u.u:.[•uanV. wwaw.nw.ar,Wn %H� • v��ehxf +x�n.xh'ulwkrv4vriNlAZNtE%1:H7 i? 1Ni' 3�. S. Vfl' �W15. i'. fWlf' Tri. k+ MR• veNnsitt4WMUtR% Rt4ptrtR0.wAWUVInawN .nlwwotr.rnr....w.s ryw..... —+— 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 10, 4 -3, 4 -4) The inspection tag on the fire extinguisher is required to have the date the inspection or maintenance was performed and the initials of the person performing the inspection or maintenance. (NFPA 10, 4- 3.4.2) Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 250 feet from an exit, measured along the path of travel. (UBC 1004.2.5.2.2) Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 1003.3.1.5) 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) John W Rants, Mayor Thomas P. Keefe, Fine Chief Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax. (206) 575.4439 City of Tukwila Fire Department Page number 3 Thomas P. Keefe, Fire Chief obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) 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. (UFC 1207.3) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) Internally illuminated exit signs shall have both bulbs working at all times. (UBC 1003.2.8.4) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1003.2.8.2) 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 than 3/4 inch. (UBC 1003.2.8.3) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 1003.2.9, 1003.2.9.2) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 4 Thomas P. Keefe, Fire Chief When exit signs are required by The Building Code (see U.B.C. section 3314(A)), additional approved low level exit signs which are internally or externally illuminated, or self - luminous shall be provided in all interior exit corridors serving guest rooms of hotels in Group R, Division 1 occupancies. The bottom of the sign shall not be less than 6 inches or more than 8 inches above the floor level. For exit doors, the sign shall be on the door or adjacent to the door with the closest edge of the sign within 4 inches of the door frame. (UFC 1212.6) Exit doors serving exit enclosures and exit passageways shall be maintained self - closing or shall be automatic closing by actuation of a smoke detector. All hold open devices shall be listed for the intended purpose and shall close or release the fire assembly to the closed position in the event of a power failure. (UBC 1005.3.3.5, 1005.3.4.4) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1004.2.2) When two or more exits from a story are required and when two or more exits froma room or an area are required, exit signs shall be illuminated. (UBC 1003.2.8.4) The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of it's failure, illumination shall be automatically provided from an emergency system for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the means of egress system serves an occupant load of 100 or more. Such emergency systems shall be installed in accordance with the electrical code. (UBC 1003.9.2) Combustible material shall not be stored in exits or John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 • Fax (206) 575-4439 C' City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 5 exit enclosures. (UFC 1103.3.2.3) All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) Exit doors shall be maintained in accordance with Section 1207. Exit doors shall be maintained in an operable condition. Doors installed as part of required fire assemblies shall be maintained in accordance with Section 1112.2. (UFC 1207.1) 3. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) Local U.L. central station supervision is required. (City Ordinance #1742) Maintain a 3' clear space around the sprinkler riser(s) for emergency access. (NFPA 13 4 -1.2) When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #1692) (UFC 903.4.3, 1106) 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) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575 Page number 6 C City of Tukwila Fire Department John W. Rants, Mayor Thomas P. Keefe, Fire Chief 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 valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #1742) Maintain minimum 40 degrees F temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13 -4- 14.4.1.2) Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13- 4- 5.5.3.1) All control, drain, and test connection valves shall be provided with permanently marked weather -proof metal or rigid plastic identification signs. The signs shall be secured with corrosion - resistant wire, chain or other approved means. (NFPA 13- 2 -7.3) Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir conditions. (City Ordinance #1742) All sprinkler systems, fire hydrant systems, standpipe systems, fire alarm systems, portable fire extinguishers, and other fire- protective or extinguishing systems or appliances shall be maintained in an operative condition at all times and shall be replaced or repaired when defective. All Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575 C City of Tukwila Sprinklers that have been painted or coated, except by the manufacturer, shall be replaced and shall not be cleaned by use of chemicals, abrasives, or other means. (NFPA 13 -2- 2.5.2) Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13- 2.2.7) Sprinkler systems shall be maintained in an operative condition at all times. Sprinkler systems and their component parts (including hose stations and standpipes) shall be inspected and tested per N.F.P.A. 13, N.F.P.A. 14 and N.F.P.A. 25 at a minimum frequency of every twelve months. A copy of inspection, test and maintenance records shall be forwarded to the Tukwila Fire Prevention Bureau. Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. 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 John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 7 repairs and servicing shall be made in accordance with F!, recognized standards. (UFC 1001.7.1) A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13 -2- 2.7.1, 2- 2.7.2) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 8 and the City of Tukwila Ordinance #1742. Local U.L. central station supervision is required. (City Ordinance #1742) Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #1742) 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) 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) 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) Call the Tukwila Fire Department at 575 -4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 City of Tukwila Fire Department Page number 9 5. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 6. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 1111.1) Thomas P. Keefe, Fire Chief When walls and ceilings are required to be of fire resistive or noncombustible construction, interior finish materials shall meet the requirements of Uniform Building Code 803. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. (UFC 901.4.4) 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. (City Ordinance #1846) There shall be no enclosed usable space under stairways in an exit enclosure, nor shall the open space under such stairways be used for any purpose. (UFC 1210.3) All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) This review limited to speculative tenant space only - John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-4439 John W Rants, Mayor Yours truly, Fire Department Page number 10 special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. The Tukwi a Fire Prevention Bureau cc: TFD file ncd Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) S7S•4404 • Fax (206) 575-4439 M54124100 DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED HY LAW AS CONST CONT GENERAL REGIST. # EXP. DATE CC01 GREENRC148MM 07/14/2000 EFFECTIVE DATE 07/14/1986 GREEN RIVER CONST COMPANY INC 6402 S 144TH ST STE 1 TUKWILA WA 98168 F625.052 -000 (8/97) : F625.052.000(8/97) Duach And Display Certificate DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL EXP : DATE CC01::•° FI.ORINI1210 /01/1999 ,:EFFECTIVE.. :DATE. • : :. 09/'06/1988 FIORILLO NORTHWEST INC PO BOX 66826 SEATTLE WA 98166 Detach And Display Certificate REGISTERED AS PROVIDED BY LAW CONST CONT GENERAL REGIST. # EXP. DATE CCO1 FIORINI1210F 11 /01/1999 EFFECTIVE DATE 09/06/1988 FIORILLO NORTHWEST INC PO BOX 66826 • SEATTLE WA .98166 • Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign Identification Card Before Placing In Billfold downtown harley davidson site plan vicinity map legal description revision no 3 DONTON_IIARLE TUKWIIaA IV A S H I NT G T 0 :33RD NT III? NOT TO SCALE \NET !TAP (EXIS 1NC :P7F)- (1) 8" TAPPING E. (1) 8',' CATE VALV} Vic{ .ri_1, (1) THRUST BLOCKING —.- .i! "ttM JnAINA E F Z RIM= i7 y. IE =7.81' N i CONIC BETE RPE. E. 7 /J 5- 2 CONCh:L!E i IPE EE *_:r_7 _.a. = a ,rare to we r_.._ ved 5,1, jtjec 1E= DRAi.'v MANH`;_)LL f1S ENG) Rim-13.62' CR1 2EWLR MA -_ -i _ NrtR OF CHANNEL ExISTIN CITY OF TDK 0 APPROVED SEP 2 7 1999 AS NOTED BUILDING DIVISION .1OF ISSUE. h L. DA 1'E fEVISION SHE 1 U Y s PROJECT TEAM OIL ?.IER: ARCHITECT: STATISTICS RUSSELL AND JENN!1=ER '.ON 6121 MARTIN LUTI-4ER KING WA', �C -wT SEATTLE, WA 9alla cONTACT: RUSS (253) : ROSS DECKMAN ARCI- :ITECT 4121 S. MERIDIAN, S!u! 2B PUYALLUP, WA °a3T3 CONTACT: BILL BOUJDISH (253).540-540R., C! DBI CON ULTING- ENNG AEER5 SO2 16T1-1 ST. NE.. SUITE 312 AUBURN, WA 98002 CONTACT. DANA : -1O!; E< 253) a81 -O92-- PROJECT NAME: DCU.NTC411.1 HARI.. EY- DA✓!DSON LOCATION: 13001 485H STREET A'/E S. SITE USE: REF',, . .., .,55. ZONE: C:'Li DISTRICT SITE AREA: 13,393 SF' 2 =AC:ES • SETBACKS FFRONT: 2 SIDE, INTERIOR: SIDE, STREET: 125• REAR HEIGHT: »_ MAX CODE: 1051 UBC OCCUPANCY: B, M LEGAL DESCRIPTION THAT PORTION OF THE STEPHEN. FOSTER AND C. C. LEWIS. DONATION CLAIMS. IN SECTIONS 14 AND 15, TOUNSHIIP 23 NORTH, RANGE 4 EAST, WM., IN KING COUNTY, . WASHINGTON,. MORE PARTICULARLY DESCRIBED A5 FOLLOWS. COMMENCING AT A POINT WHICH .BEARS NORTH 40.0105" WEST A DISTANCE OF 920:6 r"EET FROM A MOMJMENT (NUB) AT THE PA. Cr A :CURVE ON THE: CENTER LINE OF TI-I. DWiAMfb 4 54TON JUNCTION KOAD, NOW PAVED, SAID RI'. BEING APPROXIMATELY 1000. FEET EAST AND 20. FEET BOUT OF THE QUARTER CORNER. BETWEEN SECTIONS 14 AND IS, TOUNSHIP 23 NORTH RANGE. 4 EAST, THENCE NORTH 49'24' NEST ON A LINE 15000 FEET DISTANTU-ROM 'AND PARALLEL WITH THE CENTERLINE,OF THE SAID D&ACFOSH RENTON JUNCTION. ROAD A DISTANCE OF 83550 FEET TO A FONT UIHICH BEARS NORTH 81'44 15" EAST A DISTANCE OF -19911 FEET FROM AMONUMENT. (HUB) AT THE END, A ON THE CENTER LINE OF SAID DUAAF1Jal4 RENTON AINCTION ROAD, SAID ENO CF CURVE BEING APPRC)XB'1ATELY I2O0,FE.ET NORTH AND; 440 FEET VEST CF THE QUARTER CORNER BETWEEN SAID SECTIONS 14 AND .I5 THENCE SOUTH 40' 36'. WEST A.DISTANCE OF 20.90 FEET TO THE NORTHEASTERLY _ MARGIN OF THE PUGET. ELECTRIC RAILIIIAY' RIGHT OF MAY, THENCE NORTH 49 WEST ALONG SAID MARtsIN OF - RIGHT OF WAY A DISTANCE CF 1600FEET TO THE TRJE POINT OF BEGINNING, THENCE NORTH 45 "WEST ALOHA SAID MARGIN OF SAID RIGHT' CF WAY A DISTANCE CF 3!021 FEET, THENCE NORTH 40'36' EAST A DISTANCE.OF +10210 FEET, THENCE 5OCTH 49'24' EAST A DINTANC:E CF `3 -. THENCE SOUTH 40'36' SLEET A DISTANCE OF 102.10 FEET TO THE POINT OF TOGETHER WITH A PERPETUAL EANI1tNT FOR ROAD - PURPOSES OVER. AND ACROSS A STRIP. OF LAND 20 FEET IN WIDTH EXTENDING FROM'.. THErMOST SOUTHERLY CORNER OF THE ABOVE DESCRIBED TRACT OF LAND SOUTH 49'24' EAST A DISTANCE OF 535 FEET ALONG THE RIGHT OF WAY OF THE• FUGET.SOUNP ELECTRIC RAILWAY THE SOUTHERLY MARGIN CF SAID STRIPOF -LAND BEING IDENTICAL WITH THE NORTI -iERLY MARGIN CF SAID RIGHT OF WAY; EXCEPT THAT PORTION' OF THE STEPHEN FOSTER AND CC. LEWIS DONATION CLAIMS IN SECTIONS 14 AND 5, TOILNSHIP 23 NORTH, RANGE 4,EAST, WIN., IN KING COUNTY, WASHNNGTON DESCRIBED AS FOLLOWS: COMMENCING AT A PONT WHICH BEARS 40'0105" WEST A DISTANCE OF 9206 FEET FROM A MONUMENT (INIB) AT 11-IE• RI. OF A CURVE ON THE CENTER LINE OF THE OU!AAMISH RENTON JUNCTION ROAD, NOW PAYED, - SAID P.L BEING APPROXIMATELY 1000 FEET EAST AND 20. htti SOUTH CF THE QUARTER CORNER BETWEEN SECTIONS 14 AFC, IS. TOILNSI-IIP 23 . NORTI4, RANGE 4 EAST, THENCE NORTH 4524' VEST ON A -LINE 5000 FEEL DISTANT FROM AND PARALLEL WITH THE CENTERLENE OF THE SAID DUUA3MISH RENTON�• ROAD A DISTANCE OF a35.00 FEET TO A- -FONT IRA -1104 BEARS, NORTH'.51'44'I5" EAST A DISTANCE OF 19937.. FEET FROM A MONUMEINTI C-UN) AT THE :END OF A CURVE ON THE CENTER LINE OF SAID DUWAMISN RENTON JUNCTION ROAD, SAID END CF CURVE' BEING APPROXIMATELY' 1200 PEET', NORTH. AND 440 FEET SENT OF THE CO3NER✓ETSEEN SAID SECTIONS 14 AND I8, THENCE SO 40•36' WEST A DISTANCE OF 2000 FEET TO THE. NORTHEASTERLY MARGIN OF THE PUGET 50. ND ELECTRIC RAILWAY RIGHT OF WAY, THENCE NORTH 49'24' WEST ALONG SAID MARGIN OF SAID RIGHT OF WAY.. A CA AJNCr OF 165E FEET TO TFE TRUE POINT GF ___.. -..._• THENCE NORTH 49'24' WEST ALONG SAID MARGIN OF SAID RIGHT OF WAY A DISTANCE OF 31021 FEET, THENCE NORTH 40'36' EAST A DISTANCE OP 450. FEET, THENCE SOUTH 49'24.' EAST A DISTANCE OF 31021,.. THENCE SOUTH 40'36' !LEST A DISTANCE OF 450. FEET TO THE. POINT OF BEGINN.RNCs.: EXCEPT ANY PORTION TI - HEREOF DEEDED TO THE CITY OF TUKWILA FFOR 45TH AVENUE SOUTH... VICINITY MAP IN SITE PLAN '/ DEMOLITION PLAN 0' 4' 10'. 25' 45' £55' Note: All esistinq_ utility :!ocatlon5 are appro.' Contractor will vergy prior to any work.. - t0 r17atn �-- Tnef 15 t ex�.. -::•c 'C 6 °cac :rra - N 40'36'00 'W . 252.10 1 ,- - 4- 105 -6". 5C 7 EX STING B L t fNC� :O BE CC51 REMOVED To r the 5,5 ow!r .^_Orl- C.retE .15C Metal s di�q - e z h A n 0 ii06,16 5 2 1106 1652. wawa Y Y 6 1 7iv:S ! CONCRETE PAS 8x8.16 SPLIT FACE SLOCK (2) 5 R£BAR s TOP COURSE CONCRETE PAVERS 8.8x16 SPLIT FACE BLOCK COLOR AND STYLE TO MATCH BUILDING (2) REBAR o BOND BEAM 4S" ABOVE CONC.: SLAB 4 REBAR 8° OG: W/ ALT. HOOKS PAVEMENT LEVEL i t I _ ) II r - � = ( fi I(IT { i 1 0 GNU U1ALL SECTION FULL HEIGHT GATE, CHAN -. / LES( W/ VINYL SLATS DUI"IPSTER / RECYCLING t-RONT ELEVATIOIe! DLEAR how >, iskama i I m S . SPLT -FACE CMU WALL PER DETAIL FULL HEIGHT GATE, CHAM- LINiC WI'ANYL SLATS 1Z)UMFSTER '/ RECYCLING ENCLOSURE ELAB ASSEtIELY 4" CONCRETE SLAB 6x6 WL4kWL4 5511 6" GRAVEL �_I I SCALE 1 SCALE ,SCALE 0 SECTION 6 RAMP 9 6 HANDRAIL POST /-- SLEEVE FOR I- 4ANDRAIL POST 6 CURB POURED IN PLACE W! SLAB I 6x6. Wr WIUM. SET SLEEVE IN THICKENED EDGE OF 4" LONG. SLAW BLtE BACKGROUND UY WHITE SY!'>BOL 4 LETTERNG - WHITE. LETTERS W/ STD. WORDRS ER HANDICAP CODE PEG/. "VAN ACCESSIBLE- SIGN BELOW NTERNATIONAL SYMBOL WHEN ESOtARED —2" a STEEL POST CENTERED ON HANDICAP STALL FLANTrt esp. 4' CONC. 5CS.,.;AL< HfC PARKING STALL "'FATE 3A_� A -:ALT F4vMG 0 ACCESSIBLE STALL DETI4IL 0" MIN. t7YP -UM MIN (VAN CESSIBLE) SCALE 1 °•I "-0" HANDICAP SYMBOL SEE DETAILS 1, SHEET AC22 ACCESSI15LE STALL DETAIL MMPIIMMMMIIIIMM 11111k illeM11111111121111 EMI IIIIIIMM1101111111 EMI IMEMMMMMIIMM Mr- ss ais>as:I: �_ ® S A `� MI S IKFrF:, 1 r ® 11111111111111111 • ACCESSIBLE 5T4LL DETAIL SA1LC2JT THROIXsSI J01/ ,T 4'fP UANDIC■P I, CURB RAMP!Si -IALL NOT BE POURED INTEGRAL WITH.. SIDEWALK OR PAVEMENT AMP SHALL NOT BE ISOLATED WIE:THROUGH JOINT'MATERIAL °ON ALL 5IDE5, SUT AT END: OF'RAI IE ADJACENT 'To ROADWAY PAVEMENT. 2. THE CENTER: RAMP, SECTION SHALL HAVE _ A COURSE TE2GTURED SURACE OBTAINED BY A 3/4' S -11 FLATTEi5D EXPANDED METALMESH,BEING PRESSED INTO r7fi=IE SELL FRESH CONCRETE 1145 LONS"AXISSOF TI$ DIAMOND PATTERN SMALL BE•PERPENDIOJLAR: THE CUPS. TF1E TRIANGULA U11■E SECTIONS SHALL HAVE A SLIGHTLY BRUSHED FINISH>PARALLEL TO THE CURB, INSTALL WITH NEW PAVEMENT CURB MONOLITHIC WITH RAMP-NEti) PAVEMENT SHALL BE ELOCEED OUT TO FULL DEPTH:' RAMPS TO COMPLY WITH 15..3 USC SECTION 1106 4 tUAC SECTION 51 -40. PAVE CURS ; RAMP DETAIL SAWCUT Uk;ERE NEEDED. THROUGH JOINT ALL AROUND SCORE LINE (TYP) CURB . -._ LIMITS OF TEXTURED SURFACE 0" MEN. f I:iO MAlE SLOPE 3' -0' MIN.. I - - ' Ill MAX. SLOPE_ ■ CONC. WALK 'GRID LINES 4° OG. EACH.' WAY ("GRID FOR LAYOUT ONLY, NOT TO SE PANTED 4`.. SIDE WHITE PANTED 5 TR1FE TWO COATS BLUE PASSED SOLED EACKGR011 - 2 COATS 3' O" MIN. :10 MAX SLOPE t _ - SCALE P =I•_0 " SCALE I' =1. cm RE oF,T D m C UICwILA,� - q NOV '15 1999, D' PERMIT. CENTER!! c' p4P� wr 0 199 DAD' \N G:p1V1S \O t :AMP D ETJA I L 50LE SCAL 9 V _, _ ARCHITECT SU 61 • 2 4 ctt THE tom. PRNR TO 1A9tiTN1.'CTIO 1397 U0 r., SECT ON 1106.16 , MOUNTING LOCATION AND SIGNS SHALL BE INSTALLED ON THE WALL .'-CENT TO THE LATC WIDE OF THE DOOR SIGNS SHALL CE CEN _RED AT 60 ■CHF 125 PM AB ^/E FINISHED HED FLOCK MOUNT NG. - _OC4 ..-tai FOR SUCH 51GNAGE SHALL BE SUCH TART L. PERSON APPROACH WITHIN 3 !NCHEE ('e- M? CS 51 =.GE WIT-OUT ENCOUNTERING MEOTEC'INL^ O° +ROTS OR STANDING UW T.+N THE WAIVE OF A DOOR. .106 163 FINISH AND COLOR CHARACTERS AND SYMBOLS Si-ALL HA✓E . HOD- CONTRAST. WITH THEIR BACKGROUNDTHE C NACTER AND BACKGROWIC OS NTERIOR 1200 - E EWAIWELL. MATTE OR OTWER NONG - RE EINi5! - ALL INTERIOR AND EXTERIOR NW-iS DEP!CTi.NC- T-A INTERNATIONAL S ?'MBOL OF 0 ''ESS SHALL BE WHITE ON 4 BLUE EACKIAROI - NO P06.!6.4 C-,ARACT.,R PROPORTION AND HEIGHT LETTERS ^ND NUMBERS ON SIGNS SHALL H E -: WID H TO HEIGHT RATIO BETWEEN 3.5 AND 12 ANC 4 STROKE- W.DTH-TC-HE:G:-: RATIO SE`JEEN 1.5 O- :-RAE" T ERS AND Na.,BERS ON S E .-�4 L ACCORDING TO THE VIEWIN! DISTANCE WHICH THEY ARE TO EE READ THE MINIM"U = CHARAC, ER - FOR SIGNS THAT ARE SUSPENDED OR PROJECTED OVERHEAD IS 3 INCHES r 6 MM.+ FOR UPPER CASE _E Ra LOWER CASE LETTERS ARE PERMITTED. 1106.165 RAISED AND BRAILLE Ci44RACTERS . AND ? TC,A,L SYMBOL SIGNS (PICTOGRAMS 1106.165 RAISED CHARACTERS AND SYMBOL CHARACTERS AND SYMBOLS. ON T4C E: S OGNS EE RAISED AT LEAST V32 NON (C8 , RAIS_t, CHA.RACTERS AND. SYMBOLS SHALL BE SIMPLE'. TYPE. FACE UPPER CASE CHARACTERS RAISED CHARACTERS AND STIIECLS &LiAL L BE BETWEEN 5/8 INCH (16 I- .1 AND 2 fNCHES iN Helc,H7. RAISED. CHARACTER SHALL BE ACCC.T1PIN._D EY BRA ILLE IN ACCORDANCE WITS r.J+S SECTION. BRAILLE BRAILLE SHALL BE SEPARATED FROM THE OR'FSPONDT4G RAISED CHARACTERS OF SYMBOLS BRAILLE SHALL BE GRADE 2 PICTOGRAMS- WHERE PROVIDED, PICTOGRAMS SHALL BE ACCCEI ANIED EY THE EQUIVALENT VERBAL DESCRIPTION PLACED DIRECTLY BELOW THE PICTCGRAM. THE BORDER DIMENSION OF THE PICTO_RAM SHALL BE NOT LESS, THAN 6 MCI-ES ( 132 1 r11 IN. HEIGHT, i I E. E 40.N • ATE OE Y7 ..,,A GToki I I 1 I U. l , f i i t t i fk ttt I! ' lri lil, { a 11 I , !i � s15. S?tl fil .y jii {; i i (i i 1.: t l� ( I I I 1 , i 1 ! I I ll N i 1( ( ` II r li � I - 1 i. I 1 -,e 1 II II F ii06,16 5 2 1106 1652. wawa Y Y 6 1 7iv:S ! CONCRETE PAS 8x8.16 SPLIT FACE SLOCK (2) 5 R£BAR s TOP COURSE CONCRETE PAVERS 8.8x16 SPLIT FACE BLOCK COLOR AND STYLE TO MATCH BUILDING (2) REBAR o BOND BEAM 4S" ABOVE CONC.: SLAB 4 REBAR 8° OG: W/ ALT. HOOKS PAVEMENT LEVEL i t I _ ) II r - � = ( fi I(IT { i 1 0 GNU U1ALL SECTION FULL HEIGHT GATE, CHAN -. / LES( W/ VINYL SLATS DUI"IPSTER / RECYCLING t-RONT ELEVATIOIe! DLEAR how >, iskama i I m S . SPLT -FACE CMU WALL PER DETAIL FULL HEIGHT GATE, CHAM- LINiC WI'ANYL SLATS 1Z)UMFSTER '/ RECYCLING ENCLOSURE ELAB ASSEtIELY 4" CONCRETE SLAB 6x6 WL4kWL4 5511 6" GRAVEL �_I I SCALE 1 SCALE ,SCALE 0 SECTION 6 RAMP 9 6 HANDRAIL POST /-- SLEEVE FOR I- 4ANDRAIL POST 6 CURB POURED IN PLACE W! SLAB I 6x6. Wr WIUM. SET SLEEVE IN THICKENED EDGE OF 4" LONG. SLAW BLtE BACKGROUND UY WHITE SY!'>BOL 4 LETTERNG - WHITE. LETTERS W/ STD. WORDRS ER HANDICAP CODE PEG/. "VAN ACCESSIBLE- SIGN BELOW NTERNATIONAL SYMBOL WHEN ESOtARED —2" a STEEL POST CENTERED ON HANDICAP STALL FLANTrt esp. 4' CONC. 5CS.,.;AL< HfC PARKING STALL "'FATE 3A_� A -:ALT F4vMG 0 ACCESSIBLE STALL DETI4IL 0" MIN. t7YP -UM MIN (VAN CESSIBLE) SCALE 1 °•I "-0" HANDICAP SYMBOL SEE DETAILS 1, SHEET AC22 ACCESSI15LE STALL DETAIL MMPIIMMMMIIIIMM 11111k illeM11111111121111 EMI IIIIIIMM1101111111 EMI IMEMMMMMIIMM Mr- ss ais>as:I: �_ ® S A `� MI S IKFrF:, 1 r ® 11111111111111111 • ACCESSIBLE 5T4LL DETAIL SA1LC2JT THROIXsSI J01/ ,T 4'fP UANDIC■P I, CURB RAMP!Si -IALL NOT BE POURED INTEGRAL WITH.. SIDEWALK OR PAVEMENT AMP SHALL NOT BE ISOLATED WIE:THROUGH JOINT'MATERIAL °ON ALL 5IDE5, SUT AT END: OF'RAI IE ADJACENT 'To ROADWAY PAVEMENT. 2. THE CENTER: RAMP, SECTION SHALL HAVE _ A COURSE TE2GTURED SURACE OBTAINED BY A 3/4' S -11 FLATTEi5D EXPANDED METALMESH,BEING PRESSED INTO r7fi=IE SELL FRESH CONCRETE 1145 LONS"AXISSOF TI$ DIAMOND PATTERN SMALL BE•PERPENDIOJLAR: THE CUPS. TF1E TRIANGULA U11■E SECTIONS SHALL HAVE A SLIGHTLY BRUSHED FINISH>PARALLEL TO THE CURB, INSTALL WITH NEW PAVEMENT CURB MONOLITHIC WITH RAMP-NEti) PAVEMENT SHALL BE ELOCEED OUT TO FULL DEPTH:' RAMPS TO COMPLY WITH 15..3 USC SECTION 1106 4 tUAC SECTION 51 -40. PAVE CURS ; RAMP DETAIL SAWCUT Uk;ERE NEEDED. THROUGH JOINT ALL AROUND SCORE LINE (TYP) CURB . -._ LIMITS OF TEXTURED SURFACE 0" MEN. f I:iO MAlE SLOPE 3' -0' MIN.. I - - ' Ill MAX. SLOPE_ ■ CONC. WALK 'GRID LINES 4° OG. EACH.' WAY ("GRID FOR LAYOUT ONLY, NOT TO SE PANTED 4`.. SIDE WHITE PANTED 5 TR1FE TWO COATS BLUE PASSED SOLED EACKGR011 - 2 COATS 3' O" MIN. :10 MAX SLOPE t _ - SCALE P =I•_0 " SCALE I' =1. cm RE oF,T D m C UICwILA,� - q NOV '15 1999, D' PERMIT. CENTER!! c' p4P� wr 0 199 DAD' \N G:p1V1S \O t :AMP D ETJA I L 50LE SCAL 9 V _, _ ARCHITECT SU 61 • 2 4 ctt THE tom. PRNR TO 1A9tiTN1.'CTIO 1397 U0 r., SECT ON 1106.16 , MOUNTING LOCATION AND SIGNS SHALL BE INSTALLED ON THE WALL .'-CENT TO THE LATC WIDE OF THE DOOR SIGNS SHALL CE CEN _RED AT 60 ■CHF 125 PM AB ^/E FINISHED HED FLOCK MOUNT NG. - _OC4 ..-tai FOR SUCH 51GNAGE SHALL BE SUCH TART L. PERSON APPROACH WITHIN 3 !NCHEE ('e- M? CS 51 =.GE WIT-OUT ENCOUNTERING MEOTEC'INL^ O° +ROTS OR STANDING UW T.+N THE WAIVE OF A DOOR. .106 163 FINISH AND COLOR CHARACTERS AND SYMBOLS Si-ALL HA✓E . HOD- CONTRAST. WITH THEIR BACKGROUNDTHE C NACTER AND BACKGROWIC OS NTERIOR 1200 - E EWAIWELL. MATTE OR OTWER NONG - RE EINi5! - ALL INTERIOR AND EXTERIOR NW-iS DEP!CTi.NC- T-A INTERNATIONAL S ?'MBOL OF 0 ''ESS SHALL BE WHITE ON 4 BLUE EACKIAROI - NO P06.!6.4 C-,ARACT.,R PROPORTION AND HEIGHT LETTERS ^ND NUMBERS ON SIGNS SHALL H E -: WID H TO HEIGHT RATIO BETWEEN 3.5 AND 12 ANC 4 STROKE- W.DTH-TC-HE:G:-: RATIO SE`JEEN 1.5 O- :-RAE" T ERS AND Na.,BERS ON S E .-�4 L ACCORDING TO THE VIEWIN! DISTANCE WHICH THEY ARE TO EE READ THE MINIM"U = CHARAC, ER - FOR SIGNS THAT ARE SUSPENDED OR PROJECTED OVERHEAD IS 3 INCHES r 6 MM.+ FOR UPPER CASE _E Ra LOWER CASE LETTERS ARE PERMITTED. 1106.165 RAISED AND BRAILLE Ci44RACTERS . AND ? TC,A,L SYMBOL SIGNS (PICTOGRAMS 1106.165 RAISED CHARACTERS AND SYMBOL CHARACTERS AND SYMBOLS. ON T4C E: S OGNS EE RAISED AT LEAST V32 NON (C8 , RAIS_t, CHA.RACTERS AND. SYMBOLS SHALL BE SIMPLE'. TYPE. FACE UPPER CASE CHARACTERS RAISED CHARACTERS AND STIIECLS &LiAL L BE BETWEEN 5/8 INCH (16 I- .1 AND 2 fNCHES iN Helc,H7. RAISED. CHARACTER SHALL BE ACCC.T1PIN._D EY BRA ILLE IN ACCORDANCE WITS r.J+S SECTION. BRAILLE BRAILLE SHALL BE SEPARATED FROM THE OR'FSPONDT4G RAISED CHARACTERS OF SYMBOLS BRAILLE SHALL BE GRADE 2 PICTOGRAMS- WHERE PROVIDED, PICTOGRAMS SHALL BE ACCCEI ANIED EY THE EQUIVALENT VERBAL DESCRIPTION PLACED DIRECTLY BELOW THE PICTCGRAM. THE BORDER DIMENSION OF THE PICTO_RAM SHALL BE NOT LESS, THAN 6 MCI-ES ( 132 1 r11 IN. HEIGHT, i I E. E 40.N • ATE OE Y7 ..,,A GToki SCALE: IR " =" -0" E4C W ? PRE - ENGINEERED GALYANIZED.LADDER R.I•Ys5 a r -0" APART ' PER MANUF. a 15 24 O.C. 6" - (2) •4 BARS CHO tZS d TOP COL _ VERT. a 24" D JOINT i 4 0 +4 BARS (VERT -) a T! O�G. —� j' BENT •4 BARS O VERTICAL BARS I +4 BARS IHORIZ) 24' LAP a VERTICAL BARS � i • . 4^• LAP 4 BARS VERTICAL, p 12 OC. 2 e RE ' - - ig BA J � 9 W lUATERSTOP n •4 bar IS" each way WATERSTOP 'BENT N DRAIN U center -Ilne of slab DRAM SCALE: 1/2".1 LIE ' > MOST BE Fi1LLY IN PLACE PRIOR TO BAC1kf41I= LID MANLF TO .vERfFY $EAR1NGs ` . .RATERAL C.QNNE REGAll •4a re I2" ea. wa 40' -0 3' 0' DESIt LID TO N520 -44. LOADII4 VAULT FLOOR PLAN SCALE L 2 , 0 " POUR SLOTS PER MA`&E v010 DAM BY fifANUF. TYF- Ross E D ATE OF WASHLICTOSF. DESiCe 1 LLF? TO i i.520 -44. LOADING •4 bar a ffi" each., @ay center -tine. of slab [!L'Yiisl�iVYi NOTE: LOCATE LIE/ TO NOT WTE FER 01104 510 - SWALE tfk AP PR° \ AEC 1 1999 A.L0114G p1VISl0 'i:LT. iiLiLLi ,d A H vo'D -�— '5'. BARS m 12" 00 (1401RIL INTERLOCKING U -B:.EE O CORNER •4 ADO •4 ADD >: R.ILL NEIGHT FIFE TI-4RU WALL WATERSTOF - RX Zvi: (I- ','-a"x1/2" STRIP) • VOLCAY INS ALLED IN STRICT CO4FO 01A.NCE MANUF SF'crl:- iCATiO;y °. 0 WATERSTOP DETAIL SCALE- V4 " l` -O" !e' r JiL 12,011 :4414410.or, on: oomoro.aor i u.ofrit 01,414 i■p,or. owner 11,4Ayti.refee4A'00.,.0iO, :reOrri ret6120 upper tioor',winefou.i/ per owner .19 - reariseeCtlooKplen / Iv* owner '• - . , . _ , _„ ,te..4 ficact fp.tOti V peor taVirialtr .(:) - --- • .41 ',.S40.4 O; ;A:viaon riey tee .e.1,4. '-.. 11;41elLeiifere; / per bef march i4P,11}8 :tt 5 ' .r '11C1 ' 7,14 ti z - , -. .„. „LA rI154 0.11,1.1Cir '1,1 • ••■■ttpe Hr) IE t ■.VI L. se 4/I 191 •,Q 1 9•,9 l =IL .I aim ; dl n QJ aoa aoip C aepin 4I /.: -;61 VE'6 „L/t:4-.L „Lii':4r-,f91 - Ioumo lad m�+ d1IW5'PO `Po 66£t* apumw suQiW O4 calais, 1 4ib sr yoaaw molno�'4 I I7 I Nl ?flmQ aOf�.% 9 P a- 666I'L l 66'bl'6 moiAw uoleln{P (Su1P11V41 ,* - u old ,00l4 PO,IA$u 6S' /I"6 ? avumo apdy acid aoole PIstn. 68'm56 - - - -0 oumo Jody uold Jo ?);) Poak * - :66'1'11 7 . _.._. sumo ivd /isaogioldWw P oppo'm4Pulm cools gvdd>1 g+ziawa urboa.aufSp p�iaoalva _6 aoumo od / Ai IJSO to , �, mum 111. 'i L sam i aos9 J uJn Ild sO ttaisigva @0L .'I I Sec r1? FI00^ _ �a Scale : Liv _ ! Top of Parmt Top or L ome roof _Bottom of Canoeu 8 -8" Floor I✓, -v" _. Bottom of Canocy. S' -S` _ `lain Floor =__ -T=im of Para et 7 . t9 Floor' e Rcof Ridae wail assembly — __ - -_ - 6" metal studs at 16" o.c with 5+3" t ^owb -a _pace - 6 metal studs at 16' o.c. with 5 /5 type 'x qwo Second Floor Struct:: al metal deck ---i ov steel beams with dropped aco;rsticai c._ t ng tiles metal studs at i'o" oG. with 5.8 type x' gwb wait assembly - metal studs at 16" ac. with 5/8" type 're gwb c: Lowc roof - air space - 6 metal studs at 16' do with 5. a" t .. gwb _ Bottom or Canopy 8 _g ^. Plain Flo r PER i591 UB.C, SECTION. 3004; H015TWAY:,VENTING. SHAFTS (1-1OI5TWAY5)'. HOUSING ELEVATORS- EXTENDING- THROUGH MORE THAN TWO FLOOR LEVELS SHALL 8E VENTED : "TO THE OUTSIDE;. THE AREA OF THE VENT SHALL NOT 8E. LESS.THAN 3 -1/2 PERCENT 'OF THE AREA Cr THE ELEVATO I-I T, PROVIDED A MINIMID OF 3' SQUARE btkl PER ELEVATOR 15 PROVIDED'. VENTS: SI -TALL BE CAPABLE ONLY OF MANUAL OPERATION OR CONTROLLED Sr A MANUAL 51FIITCH MOUNTED IN AN APPROVED LOCATION. THE VENTII -OF EACH BJDIVIDUAL 14015TWAY SHALL BE INDEPENDENT FROM ANY Z?THER HOISTWAT VENTING-; AND THE MTERCGE EGTICN OF SEPARATE HOIEfDAY5 FOR 114E PURPOSE OF VENTING 15- PROHIBITED. Elevator Machine Rm. Hoistwa y. venting over 1 -hour elevator shaft per 1551 UE?G.... section 3004 Interior roof /ceiling assembly 5 /6' type .c' gwb over 6" metal ceiling ,foists 'Schindler.' elevator 4 556 3152 G2lA" series - (one -door) Access!ble. car -- reclu!rements per 1551 UEC section 3003 t 4 r F ; S Elevat r Ec � 11 i u F co , ' ,T,,;. ' = 0 ru VI ' Elevator door per manufact R ®` 'L-- #ate ®( u U ® A�[ +r r i - Exrst.. • concrete. floor • : i M slatr Q IT,, I t o t F Frovide access ladder per elevator manufacturer's requirements 1 t i Gi p j F .9� - MY OF TiMYElli. .°rovide drain / sump and NOV .pump '.. 5. 1999 66 { per tran manufacturer's rsauirements C Itl1Pt! -E ..lv F O MiT CENTE U I Il' L 13 pPPR I a Scale . 34 1 - m" DEC. 1 19 pER : ssse ae a>:E >as a' - ��vtce� pIVIS1ON rerott m wssixt. Structural metal deck over steel beams with dropped acoustica ceiling tiles 6 metal sttds at 16 oc Elevator. shaft -- to be 1 -hour construction Roof Ridge Second 1�t AIM Building Section A -A Ma in Floor 30'- 1 -f/2" 20' -0^" Second Floor Main Floor Roo Mann Ffoor ._ • aEtlan Or o.14.#00tpt?eeor # Wrleit'6raA nsw • 4;100 vlgarc floQrrx( lan I ownar 'ago 9 7'' p!I etty'ruvigw August;'19{98� ~ r®uteGd ata Era ' atIon / py ro/uri'r :.YI :31,1 citst4 gr111440 at nw coc4Mrf/j awryrr' _ t of f10.4 1 / psr awnipr ae .3141 - I nv v ei is > ' •s,gr� •.' _.._,. ■•. O — V I >4 DOOR :-ED O A - Storefront 6010 Nan -rated Metal Ha!icw 12,349,6 F2 B - Fkrati wood :3068 Non -rated Ubod Hallos F3 B- Fkreh wood 3068 Non -rated HaHow 89112 F4 C - Fkieh wood ' 3065 Non -rated UOod J•7aHoak 8NW F5 C - Flush wood 3068 Non -rated Wood 1-aloe 89)1,12 F6 E - Flush wood 3065 20 minute hist& , Hansa 4E13 Fl F - Wood 3068: 20-mfr.. Wood - 'Safid '. W fl 2 f3 D - Metal : 3068 Non - ratan Metal. Solid 123 }1 ,13 Fx] G - Fi ueh. wood 3068 Nan -rated Wood N.31o, 413 .13 G - Flush woad 3068 Non - rated innesatemp D -Metal 3068 Nan -rated MbtaI :+.^Gc2 :- 1.234)2,14 F12 3 - fl ush ' waod 3068 Nan -rated ;Wood Hallow 4,St>0)2. ® J- Metal. =..r - 1. - _. =.H 81®AU2 .'. H - Flush wood 306e Non -rated - - HaHwr 810 )1X2 H - Flush wood 6065 Non -m, -.- _ _ - 1•auow 61112 FIl A- Storefront 30TH Non -rated f{d11oa f2 ,3454;' F18 1:.. - Overhead ? 'ion _ - tlatfoa cii 123 J - Metaf IMEMEM11210311311111111 - _ :. i . g8,t.0A2, 1 - Overhead.. - F22 D - Metal 3068 "r* - '-_+ - 1.23 I Overhead 10080 t h- Metal Solid $ F24 J - Metal 3066 t M : Metal S ltd . 402022.. '.. F25 D.- Metal 3065 1 P : Meal Solid '& G 112 C -. Flwh wood - - -- - -- _ r - D - Metal 6066 MO F28 . D - Metal 6068 I. i r. Metal. So kJ - 8325. 124 l- Overhead 10000 Atop -rated Metal = - fattom lb =1:111111111 8''03222 M9 4,8s.nsi - F30 1 - Overhead 10080 Non - rated F31 P. -, Metal : Iles ®0:1 G - .. wood.. __ - Flush woad. 3066 20 -mkute 52 E - Flush wood 3048 20- miwte. Wood 16 53 E - Flush wood, 3068 20- th t Metal Hatlow $;1113 . '54 H - Flushziood 3068 Non -rated [flood 4481/ow 5J0.812 55 14 - Flushwood: 3068 Non -rated Wood # -fathom 8J03112 '.. 56 H - Flush woad 3068 Flan -rated stood Ratio. 4,10,$12 ,:.. 5 E � H -Rush wood' , 306a Flan -rated Hood Flaktosi NORM tii�re 12111111=1111111= wood iaii " " CE/1=11111 Hatiaa Ss)t 60643,Non-rated Metal Bol. Na1tow 810 ?12 ' laliam S.9J 4 8 Storefront Flush wood w+ Full lite tut lowers tamp glees I I/ 1 V 1 ✓_ D E F G Mie:tel Fk e 1 mood Flush wood Fkreh wood Fire - rated w/ v6nt grill w/ t�tpered rtrc -rated glace Flush wood OW full cite tempered' glass .Moto 1 Sed.■asreat ca7eulatice a for u- values 2. Door-Inst. to conform to Pert UIbec b;: edtUlan (Chapter 51-11 WAG) reap lrementn' for meathsreki}3p61y. 3 l uli -7Ste dr ors gldz1# u -vakle fmax.. - m.MO sau- 4. Solar heat gala coefficient • 10 max. Da30T DOOR TYPE Sc`F i .E THIS SHEET SEE spiep1LE 11415 SHEET SEE St THIS s-ter — MUMSr DIESIOTIM5ROOMF54154455 aEE e,;4212 h18 SHEET a---- 8151 W ALL LL t OO I1 UR To :P CLOT FFi' .ME SIZE Aluminum 8' -0° x W Ahminum 1T - 1 514" k 8' - 0 ^ 4kminnn 38' -3 3/4^ x 8' -0' Aklmintm 2 -0 r, 8' -0^ AWninun 3' -0°. x 6'-0" 4klm1num 4' -0• x .3' -0' tinum W: -.0 IR^ x:8' - St0 Front _br 3' -6" p, 1IN. MIN. 11 TI PL A$ LA . C Ot 4TER T ON' B 404 TO c4f ; t&' -fr 3)4" CLEAR; S MI 4° E94L'!S- 6P.k^ASN, -1 11/5 6.511644 FLOOR itto .33• - 5 3/41' x: 5' - sr" FDA QUIEVA N€7TE [. iUSE 8 ETV GLA56 9RTFi81 CF DOORS_ 2. $Et 1" CA ..e;Es Lrie:NS U- YALEES 3.1.1.1144: CO["FQF3'f TO 1991. WISEC 2ND EDIT 4:0 _ DOORS t1ttD - _... 5. ALL u 4Df TO RAVE TEMPERED SASS 1 -2 n4• CLE4R vEY RecoNEP7ENT8 FOR SEALIt Ys. rAut KING, IF-S 3/4 °CLEAR SCALE W4" _ i'-®" j a -a.1m " 13 lAft7 1' -10" )Ed'IT LIG14T- ''CLEAR VERIFY.. 001.1A $LK& FF3R U2" 1D44 3 4 Es4R' cTYF ) L r J� CITYOFTUKWILA' MAR 2 ; 7 2000 DOOR TYPES Door 7 Opening 4' - 4 5'_Ijl /8': 6' r�sasa t FG` h l t { RSS E #3ECKMA/4I STATE OE EASIONETOti 1 Corrugated roofing Metal roof edge cap Batt Insulation -- Refer to energy calculations For r -value Metal rafter - -. verifuwith structural drawings for size and notes 8" metal errs Refer to structural drawings for spacing Metal siding over vapor barrier Metal. column (beyond) -- .verify with structural drawings for size and notes See energy talcs. for R -value of insulation 12 FRoof at barge 7l' Existing metal purlin -- to remain -- Batt Insulation - -Refer to energy calculations For r - al' clog r ____ __ ' t Corrugated roofing 1 Continuous gaivin; zed gutter 3 C101,219 p0 l'1 — Suspended ceiling (where applicable' -- verify with Interior designer drawings for notes 5/s" type I2" furring hat charnel at 24" oc- Metal sic ng See energy ca . for R -value of insulation SC Continuous ilashIng Continue roCfino'material I . i along wall at r high minimum {goof Asserbty- I roofing mater-iai over rigid inlation l aver 3i4" spa - sheathing \\ /l r+ver pre engineered trusses ®. i Exterior wall at Tower roof gu:b .:�.,IVnG SCALE I ' 0" m u La l j mIG D Existing metal puritn -- to remain -Batt Insulation - -.. Refer to energy calculations For r - value 5/S 9c' gab - I I2" flaring hat channel at 24" o Provide stud blocking for grillage cable —.0 connection Existing metal rafter -- to remain Exterior wall at roof Center -line of exbting metal column See energy cafes_ for R -value of insulation S metal girls - Refer to structural drawings for spacing tipper'. floor _ Top - of Steel beam - verify with structural drawings For size and notes Steel' beam (beyond) verify with structural drawings for size and Totes Metal siding Continuous counter- flashing Contnuous Flashing - to be painted 8 "x8"x4" glass block dentit 4x8 "r.16" emu block Refer to sir ctnal drawings For reinforcing. ..c , ruga•eb roof irg - Existing metal. purl. �... - • remain - -Batt insulation : -- Refer to energy calculations For r- value F Corrugated roofing Contifwot gatvinfzed gutter "4 .downspouts Metal siding over'. vapor barrier See Galas. •. far_"R-value of insulaton 8":metal.girts Refer to structural drawings for spacing — Connection for cable suppo t for grillage SCALE 1" =I' -0" if i1 5/8" type 'x gwb. ll 112 fk rin„t a nnel -at 24 " 0-c. 'ham' 3 I2" concrete Capping over .. flutes "di 6x6 -w2.0 x w2.9 wwf e 1 4 o 12 " -22ga. "B" Formlock ' : by Yerco Upper Floor x:. wit _ • 5/8" •ype ,x gab_ I I2" Furring hat channel at 24" 0-.c, Exterior wall at floor ceiling Between Garage and Sedroon 4 / Laundry WALE I r-0 -- Metal studs for blocking 12" metal studs a I6" 0-.c. with 5/e ° gwb. each side - Existing metal art to remain Single -ply roofing material over 3/4° ape -rated sheathing Perimeter chamfer Refer to energy catca. for r -value of insulation S /a" type 'r.'. ewe u 5/8" ty .�..g �. Rigid insulation per energy -. calculation. :. Exterior wall at roof Metal header Refer to structural ckawings For size Storefront w a l l Baseboard shelf assembly. 3-5/8 metal studs a 12' c.c. i with 5/S type 'x'. glib stop S sloe I with 314" akiminum trim a top [ s?ge - to match interior design display platform - Concrete floor slab (Refer to structural. drawings for reinforcing) over 6 mil vapor barrier over 4" Free draining material verify with gectech report For recommendation vapor barrier Ma in Floor In air -9pace MEM Exterior, roof-at interior.wa.l f E x t e r i.or w a l l a sA c E 1 ";1, -0.l' A - L � t stor6frorlf, window::. Metal cap flashkg -, ,. I/2 Urring - hat. Parapet Assembly. channel 'at 24" 0-,a:: roofing material ' over 3/4" spa- rate'rd sheathing 3 I/2" concrete- 6° Metal stud at 16" ob. flutes w/ bxres•e4 with metal siding it over, I 1/2 " •T2g by Verco Upper Floor? Metal siding PE.. open -web trusses Refer, to structural drawkga for rotes Refer to energy 03103. for r-value of Insuation 6 metal stud. at 16 0-.c. tiretat siding SCALE 1 " =I' -v" See energycaics For R- value. of Insulation 6" metal stud at ib " 0-G. Sealant with backer rod with metal Mashing Store *root.irdOw Storefront window Sealant with bade rod /— 8"x8'4!6" rmu block /r Refer to structural drawi.•nge for reinforcing Cut starter course to match rest of courses to 4x8,416 eau at rest of building Concrete perimeter Footing • Refer to structural drawings 'i ti l , 4" ihick cone. 5ldeua 4c, , I • over 4" free - draining mat'.:' - Verity with geotechtreportt I . civil okwgs. Fonreiccabinef dat:tln Rigid Insulatiar per energy calculation.. foundation SCALE: 5/8" tree 5/8 " ' type 'x' gab. ; --j surround existing,., metal column . 8" metalglrts Refer to structural drawings, for spac{trg See energy caters- for R -value of 'insulation S/8` type 'x' gwb. I l2" Airing hat channel at 24" 0-.c. 5/8" t.l 'x' gam- Existing metal coltam +t (beyond) -- to remain Metal column f. (beyond) -- refer to structural drugs I 5/8" type 'x' stub.' --4 ruiners applied) Sete energy talcs: for R -value of i, insulation 5/8" type 'x' gab, I I2' furring hat channel at 24' 0-.c 8" metal girls Refer to structtaa( drawings for spacing I t Concrete floc stab - -refer to I structural drugs - Sidewalk Main Floor Concrete perimeter footing -- Refer to structural drawing$ . Ing Over 71 wwf -'e p Formiock 1. condition+ • : xterior wall at xterigr wa[l at S 6.5/8 F'ietat sidifg :. See energy. Gatos. . for R -value of ' insulation 8 °,metal girt. Refer:,, to structural drarufrrgs far .spacing Upper floor - Top of beam Steel beats verify with structural drawings for size and notes �. :. Steel beam (beyond) verify with: structural drawings For size and notes Existtng metat coltmn (betpnd3 -- to remain 5 3` types 'x': gwb. 1 12" fuming hat . channel at 24" 0-L. floor /ceiling SCALE I " =1' - _.. ill I P 4"x8'ki•" emu block Refer to structural drawings U for reinforcing. 0 Metal.' siding 1. air-space 2 Exterior wall at B lass block SCALE i"41 - SCALE I -0" me/ ct.i 0 zs 1 ! :; 4 "x8 "x16" PP' bl •NG p A Refer to structuraB3ngs For reinforcing -- provide weep holes above grade II Center -line of exis metal cahmn Contilptou9 counter - flashing Continuous Flashkg - to be parotid 8 "x8!k4" g 183 block.. dentll (3) courses (at top) to be smooth - faced. (1) courses to be spirt- faced (10) courses total -- = vapor - barrier I air- space' —Rigid Insulation `per energy ;calculation ,-Cut starter course to match rest of courses to Sx8xib gnu under the .storerront windows Grade , .r i RECENED S £ CR t.OF T IN(VatA — N ov t ~; less � P EFUAR CENTEP Rigid insulation per energy s at c ulat,ian at ion an o m Q R in 1. iE$4y�l t ?' te st 1.:q ta. ;4t 981 t ' . �.i �te,`ciHtck l �t1c€ -; as Pia a ie CONSTRUCTION G r Existing metal rafter -- j to remain 8' nets s Refer to strut d aw "'gel, For sl 5/6 type 1 1.2` iurr log nail \UUUnnel at 24 " cc. �- Bottom of. bearal _ i2.•- 6 above fl' h floor , ll 1.l II I it EG4S?EFtEC ■ AIRCIII�E Q 47-- F T/ ; STATE UE4 (2) .4 REBAR PAVING,LEVEL e** 016 SPLIT FACE MOCK (21.5 REBAR • TOP COURSE: 8)(8x16 SPLIT'FA'CE - BLOCK COLOR AND STYLE TO MATCH BUILDING •4 REBAR 8" O.C. Wt ALT. HOOK (.Non- structral ). 4"xb' x318 triangular stainless steel base plate -- to be . melded to metal column • SCALE Y = 1'-D° H;4t tbcx - X -. -)c - -X- 6• metal studs it Hi• ar . e a . trs et .tctu`ar dranalnes fu epacir 4"x8"xiS ram prQek. Refer to sVUCWral drawings for reinforolpg f . - Ise nt•_ See energy cares - 14 gauge checker t For R -varue or g I" a te tread -- air -space 1. insulation : Stairco" 334 341 3916 4 11 x8 "xlb" emu biotic Refer to structural drawings for reinforcInr -- provideuieep. holes above grade: (3) courses fat top/to be smooth - faced. (1) courses to be spilt faced... (10) causes total 1 air-space RIgld insulation per energy calculation r- Cut starter course . to match. rest of courses to 8x8x16 caw under the storefront wlndowe Grade!' b• sduare metal cok>eet Verify with, st+uetaraf for addittonehnotee and COO: oration carlouts :E Non. u•. carat ): 4e•,3'' err /gid etatNesa :. steel baesp1ate - - to be Welded ees me eCkein. C a'lorleaructwai I 5/8, drive er atakdess.steet ; rod otth Ofra rfs' Metal angle per - stalr manufacturer's requirements -- verify .wlth structural drawings for Mates -- : (refer -3 1./:.' concrete topping over flutes w/ 6x6 -w2.3 x m2,3 clauf • t over i U2 "- 22ga.? 1. Formloc by "Vertu" 1 V2`. diameter stainless stead harrkail 14 gauge decker .pp late tread -- "sta lrOo° 334 341 3916 x R metal Mate au-mew - °stairep - etructurat Floor - Refer to.atructuive drawmge roc caUoete 9tructufai beam (beyond) -- r.. to stru¢t(e`at dr aws for notes Interior stair I I!1" diameter seamless steel handrail Correction plate to concrete slab . per stair manUfactur es reguIrements Interior stair steel floor beam -- -nisei to st arawiga for notes M ataiangle p e- fita frsr laate,er's," r eakittreefaints - vartfy meth structurral ors ae 3 e 1r; ed bslfrrn4 A. ri,aokFiE_� ,.. Met 1 elgre- pa- $rai atnnufattvea•s r -- Veri al thawing.. FFr.. notes ' steel floor beam - - refer to structural drawki 3s for notes 12° wide thickened slab -- rerertor. eeet ctUral drawings for relnfQrcing Existing epee ate stab 3t16° x 12" metal --� piste: $Bales!( "stalcco" j t i 3 fir concrete topping Over flutes w/ 6x6- dr25 -. x,.w2$ wwF •'. t over 112" -22ga "B" Eormlock VAL PERMITCENTER Condenser unit enclosure PRE - STRETCHED i- IANGER WIRES TO CEILING STRUCTUFeS 4 -WAY5. DO NOT CONNECT TO MECHANICAL OR ELECTRICAL EQUIPMENT OR 3/4" DIA. EM.T. COMPRESSION STRUT O.C. EA. WAY. (VERIFY) SUPPLIER TO VERIFY PLE LOAD CAPACITY OF MAIN AND CROSS TEES FOR FIXTURE t DIFFUSER WEIGHTS - --- '- - --'+, NOTE 1. INSTALLATION PER ABTM 0.635 -St , 0636 -86, AND E530 -34 2. BRACING ATTAOI-PIENT PER TO-50 REP 4011 Seismic bracinee - g ) ) 4 coust Ica'! ceiling SLAB ASSEMBLY - 4° CONCRETE SLAB - 6x6 5145514 WWM -a° GRAVEL VERIFY WITH CIVIL .1 SOIL'S REPORT)-1 `T= CROSS °TEE -. SCALE NOTE: STR 2T TO BE FITTED TED flLS-O BETUF_EN MANN RUNNER AND FLOOR Ass=n LY ABOVE ABOVE SUSPENSION WIRES:' e 0. 145 -15014 (NO. S. bit GAGE) WIRE FOR I6': S0 FT. OR LESS' USE 11 TRAPEM . AT ALL OBSTRUCTIONS ALSO TO BE Will-IN 2` OF SURROUNDING PERIMETER" WALL OR, CEILING DISCONTINUITY -CO ADDITIONAL WIRES TO GRID WITHIN. 3 OF EACH OF EACH FIXTURE ADD TWO ADDITIONAL WIRES: ATTACHED TO OPPOSITE CORNERS CF SAD -I FIXTURE /MAY BE SLACK). SUPPORT ALL LIC IT9rC F1XTI;405. 518" vide 'x` gwb exterbr gyp. sheathing per structural li vapor - battier Refer to Interior design for - baseboard material Main Floor Concrete perimeter footing -- Refer to structtrat drawings n Exterior wall at foundation At typical conoltlon SCALE i".1.-0" 1,--- ----i-i - Al l� ofiR+.SMIIIM®S®ei1Bil1iM :�.' )(h yi Y X 'k W j } , t '' ki3{E Tj Mil a, - _. �+l i Space ` Floor I Ceiling 1998 UL Fire Resistance - Volumn I -- Design No. DO i I. 3 -12" concrete topping with 6x6 -w29 x w29 wwf 2. fluted 1 -1/2" 22 ga. "5" Forelock. by Verco 3, structural floor. beams 4, t < 2 suspended ceiling Design He X524 Refer to wall type 'w3' For callouts Design No. U425 Refer to wall type 'w4' for canoe, Dxign No_ U425 Refer to waif type .514'.. for calLouts , 5/8" type 'x' gypsum wallboard 2 over,6" metal studs at 16 ° rob 3. sound insulation (wt -ere neededt 4. 5/8 " type 'x„ gypsum era flocs d SCALE , ,�! �,.� '�l ��11 . i `'V 4 ` V. . w1 , tfltcm A Non -rated G iiY T OF NOV 1 5 1999 PERMIT CENTER Fuze. t ISSII,PrirtrE puss To tAY+3Xt'CffOry... Design No. Dell Beam - W8x20 mini size 1 - hour rated khtweleht Concrete - .Lightweight concrete expanded shale., clay or slate aggregate by rotary -ktin method, In per unit weight, 4500 psi 'cemeressive strength, 2 to 5 percent entrained air: Steel Floor - Composite 1-1/2 or 3 In deep phospah tIzed/patnted or e aly. units. No. 22 MSC' min... fluted units and 20120 115G. min. oell;lar un14. Overage Is for all Fluted, an cellular, or any blend of fluted and cellular Welded to supports 12 in. rec. Adjacent units button- pteched or welded together 36 in. -c. along side Joints. Alternate construction -- Noncomposite units of the same type . listed above may be used provided allowable loading isca lcuiated on the basis of noncomposite design Welded -Wire Fabric -- No. 6x6 -i0 /I0 SUXs Joint Cover -- 2 in. wide pr.aure- sensitive adhesive cloth tape following the contour of the units. Naner Wire -- No. 12 SLUG gale, steel, pigtailed through steel floor. units. Max. spacing of 40 in. oc. along main runners, at each corner of a light fixture, and at the midpoint along each side of a light Fixture. Fixtures Recessed _Light -- (Searing the UL Listing Mark) Fiouresoent lamp type, steel housing, 2 by 4 ft size. Nine Or slots, 9/16 in aide by 4 in. focated on horizontal flange of each long edge, uniformly spaced. Tape used over skits when no air boot attached to fixture. Fixtures spaced so their area does not exceed 16 sq. ft. per 100 sq- ft of ceifn. .area. Wired 1r: conformance with the National Electrical Code. Fixtures and ballasts must be considered for these ambient temperature conditions before installation. Air Boot -- One no boot attached to each side of a light fixture- Two V2 in. wide by I/4 in deep tabs at base of boot, 39 le oc., inserted into end air slots in tight fixture: and bent perpendicular to sec=ure boot tightly to tight fixture. 3 by l -1/2 in, oval inlet near center of, side of boot for cotes otion of flexible duct.: Each boot is 40 in. long, 1 In. .high, 2 in wide, made of 23 rise gain. steel Steel Framing Mentee (Bearing the UL Gassificatice Marking) -- A Main runners -- Nom 12 ft. long, spaced 24 or 48 m: oe_ Main rsrners face aoay from light fixtures. 5. Gross Tees - -:Nom 2 Ft. long, spaced 48 in. oc- at ends of Fixture when Fixtures are parallel to main runners. Nom 4 ft. lone, spaces 24 in o-c. at sides of light fixture when fixtures are perpendicular to main runners Tab at yid of cross tee inserted Into slat in main rune and ; secured with , - /4 in long Type 512 steel screw inserted through hole in tab. C. Light Fixture Support Splits -- Nom 23 -1ie and 41-L.2 in: tong, adjacent to sides and on of fight fixture, hooked over top cf main rtn-rer or cross tee. D. Access Splines - - I or 1 -I12 in deep, nom 45 in. long, spaced 12 In_ oc. perpendicular to main runners. Each end tab engaged in slot in main ruiner E. Closinp Splines -- I or I -1/2 in deep, nom 11 and 23 is +ono, supported 1.-y access splines. F. Flan Splines. -- Nom it in. long steel Fiat spline inserted into Icerfed edges of tiles. Accessible tile areas. for .Items A through F not to exceed 34 to. ft. per 00 sq. ft of ce.iling area. Goss Tee Spline (Not shown) -- inverted T- shaped; 1/5 In. deep, 3/4 in wide base, nom 4 Ft long, 0.021 n. thick painted steel. Ends supported by lower flange of main runners. Used between adjacent rows of inaccessible tile. Stabilizer Jar (Not shown). -- Not 2 or 4 rt. long.. Channel-shaped, 3/5 in. deep, 5/5 and 1/8 in long iegs 0.121 m thick gale. steel. Provided with i/4 In wide notch e: each end to fit cyan main. runners. Tab at notch location engaged tender tipper Flange of main curvier. Spaced alternating 24 and 45 in. oe. between main fermiers, not directly over accessible tiles or adjacent to light Fixtures. For support at wall, flanges of bar clipped about 1 -1/2 it from end, flattened out, and bent perpendicular to length of bar. This tab Inserted between bade of wall sioidino and wall Steel Spline -- Flat 13/16. In. wide, 11-5 /8 in. ione, 0.010 to 4015 kit thick painted steel, with two Indentations which run along'. lereth of spline Inserted into keeled,, edges of tiles parallel to main revers away from light fixtures and perpendicular to mein runners betweeelleht fixtures Also, not in half and used In kerfs of adjacent accessible dies to prevent uplift of tiles. fall Molding (Not shown,. Two types -Min. O.0i6 in. thick t26 gaeee) steel channel, I -5 /S In high with I/2 in upper and I in lower f tense, or, no 0.06. in. thick (26 gauge) steel angle, with 3/4 In vertical is and 1 in. horizontal leg.'. Hold -Down C.Ijeas (Not shown) -- Made of No 30 MSG spring steel , 5/5 In. w 3/4 fn- deep, with a span of 4 -3/5 In, used at periphery of ceiling: to press the flush to wall moidtrg- In addition, one clip placed behind each the edge against ,wall charnel in last tile row to maintain tight tile joints. Acoustical Materiel (Bearing the UL Classificetion Marked) -- Non 12 by f2 in. kerfed :edge:, tile. (5) s surface perforations. ir 595 UL Rre Resistance Voksss l -- Design No. U425 1. 5/5' type k' gypsum wallboard 2. 3 -5/S"' metal studs at t6° ob. 3- 4 -t /4° air-spears 4. 3 -5/8° instal studs at 16" oe. 5, 5/8' type .'x'. gypsum wallboard Design No- U425 Refer to wall 15e 'std' or caliouts _ Interior column Ceiling 1991 GA File.. No. FC 4503 L 3/4" T t G plywood 2. over 6° metal studs at 24° oc; 3. (2) layers of 5/5 type 'x' gab_ ease: Lacier t/2" type. X gypsum wallboard appltedat right angles to channel 61..1, minimum 6° deep, 16' gage gatvaruied steel ; Joists 24 ° . ob. with 1° Type 5 -12 drywall screws 24' 0o. Face- Layer i/2" t x gypsum wallboardappited at: right angles to Joists with I -5/8' Type 5-12 drywall screws l2" ae. at exl Joi and intermediate Joists and 1 -ill TypeG screws 12 ",o c. pla 3" back from 50he side of end Joint. and staggered 6" from Type 5 -12 suews at Joints Joints Offset 24 from base l ayer Jotnts. Floor of 3/4" TIG edge plywood applied at right angles to Joists with i -1/" No. 6 Phillips head screws with 3/4" pilot tip 6" o-c at end Jo+nt: and 12 ". o.e. at intermediate Joists. Design No, X524 Refer to wall type 'se' for ere fists interior wall : / column ions.. UL Fire Resistance - Volumn. l -- Design No. X524 I. 5/S' type:' x' gypsum wallboard 2, over 3 -5/5" metal studs at l5 oc. 3. 5 /S" type 'x' gypxtm. wallboard 4, Column Protection 5e5 Design No. X524 for column protection. 5 Wail Construction - See Design No. 0425: for details, a Top of wall shall be against the underside of roof deck. b All openings between top of wall and roof deck are to be filled with LL Classified mineral wool or glass fiber Insulation c, Steel studs in accordance with the :specifications In Design No U425 '1 - hour rated 1335 UL Fire Resistance - Volumn I -- Design No. X524 1 -tour rated I. Column Protection - 5ee Design No_ X524 for column protection. fo I -hour rated to Exterior wall Inter+lor wal;l. - -mffice /very ere '; 1998 UlJ Fire Resistance - Velum 1 -- Pesign No- 11469 1-hots ra "ed { 5/8' ti x' gypsum waUboard 2. 3.518;metal studs at 16" ed. 3. 5055553 tneuiatiosn 4 6" air =space 5. 3 -5/8 °. stud 5.5/8" t yp e 'x' gyp wallboard 1. Cottwrrrp?. Protec - See Design No. "X524 For co k,mn pro , tection.. "Mil Cbnstructton See Pes1gn No, U4?5 for detdlis_ a. Top of wall sl it! Pe against the uderside of roof deck b, 411 o penings bGetwee .top miner or ea and roof deck are to be F w UL taswSfled al wool or glass fi ber insulation 'c. 'Steel 25. ith s.accordance with tins specifications in Desi No- U4, 25. irk fi53 S REGlielt: �.. t ARCHITECT '. ROSS 5. ti OMAN gee Of Weeterees. 3 1398 Ltie Pee Resistance - Vokmn I -- Design No. X524 L 4x8xt6 cm; watt (below) 2. Metal sidk+cg 3. metal gists 4. bath 1MUlation 5. air -space 6. metal erring' studs at 16" oc. 1. 5/8' type 'x' gypsum walboard 8: cow Protection - See Design No. X524 for column protection. 5. 11511 Corotnaction -See Design No. U459 for details. a, Top of mall shall be against the underside of roof deck- b. MI openings between top of Watt and roof' deck are to be feted with tl. Gasslfied. mineral wool or glass fiber insulation. C. Steel studs. In accordance with the specifications In Design No. U425- Design No. X524 Refer to -stall type 1503' For canasta Designs X485 Refer to ma11 upe's.3' for calouts Design No::15425 Refer to twill type 'w4' for catlouts Interior wall - tpica l 1398 UL Fire Resistance - Yolu m I . -- Oesten No. .U425... 1.. 5/8° type 'x' gypsums wallboard 2. 6" metal studs at 16" c.c. 3. 5/8" type k' gypsum eattboard I -hour rated 1-hour rated Design No. U425 Steel Floor and.CeiStg Trac s(not shows:) -- Top and bottom.. tracks of wall assemblies '.shaft Consist of steel members, min No 20 GSG (0036 4t thick! gate. steel or No. 205 (ace3 in thidJprimed steel;: that provide a sound structural correction betmeew steel studs and to adJacee assemblies such as a fl or, ceiling, and o not Attached to floor and ceiling assemblies with spa greater than 24 M- oc Steel Studs -- Corrosion protected steel studs, min 3 -1/2 in. wide, m1n No. 20 G55 (0036 St thee/ al steel or No. 20 515G (0.733 in. thick.) primed steel, cold formed, shall be desstged in accordance with the current edition of the Specification for the Design or Cold-Formed Steel Structural Members be the American Iron and Steel Institute: All design details enhancing :tie structural inteeetty of the wall assembly, Including the axial - design load of the studs, shall be as specified by the steel stud . des. gner and /or' producer, and shall meet the requirertertts of all applicable lob...code agencies,. The max stud spacing of wall assemblies shall not exceed 24 its o.c. ebr 16 in- o-c. -.Sew item- 5c) Studs attached' to floor and ceiling track mitht/2 kt horse Type 5 -12 pan head, self - reining. self - tapping steel screws on both . sides of studs or by welded or bolted connections designed in accordance with the A151 specifications. Lateral Support Members (not shows) -- ilkbre required for lateral support of studs, support May be provided by means of steel straps, channels or other - -- similar means as specified Is the design of a particular steel stud wain system_ UJaiiboard. Gypsum. -- GJpstm wallboard bearing tits tiLl Classification marking as to Fire Resistance- One layer 5{8 Irt thick Applied vertically with Joints between layers staggered.... Gypsum Sheathing -- For exterior wallet/2 or 50 In thick exterior regular; gypsum sheathing', applied vertically one attadned'ta'erttfds and runner tracks with long Type 5 -12 bugle head scream spaced 12 in S.C. along studs and tracks- One of the following exterior facings are to be applied over the .gypn n sheathing. Fasteners (not shown). -- Screws teed to attach wallboard to studs: self - tapping bugle head sheet steel type, spaced 12 ki. oe. First layer Type 5 -12 by I Its long for I/2 in and 50 in. thick wallboards and 1 -1/4 1n long for 3/4 in thick wallboard. Second layer Type 5 -12 by 1 -5/5, in_ for U2 and. 5/8 is thee.. wallboards and 2 -54 in tong for 3/4 irt thick wallboard- . _Join_Taoe'' and Gpm�yed (not _shown) -- Vinyl or casein, dry or premixed. Joint compound. applied In two coats to Joints and tones heads of outer layer. Perforated paper tape, 2 m. wide, embedded M first layer of compound over at Joints of outer lays.: Destgn'No_ x524 Design Tlo- U489 Cyksm. Protection -- See design No. ),524 for column brotectiar.. "Z",or "C" shape: eirts fabricated from 0056 to 0.120 tn. -d th atel :' Gfrts shall - be 6 to 10'in.eep with 2 -1/2 to 3 In. flanges. -- -- -- Irk Clips -- Fabricated From min 0.115 ' St thick steel, dngtes. may be bolted to columns with 1/2` by" i - i/2 in bolts an tests ormay be plates shop - welded Lo columns, Steel Wall Panels -- No. 26 MSG nisi coated steel. Walt Construction : -- See Design No.,1f425 for details: a- Top of the wall shat) b8 against .ths wtderstdn of roof_ sleds. b- All openings: between top of ualF and roof zieck are c 7 es filled with UL Ciasst}TedisFneral wool or glass flb*r' 1530 ,..Steel studs 'irt accordance with 50 spesiflcattons to Aeslg n Hb. U425 Sub -g is -- M1n. 0020" is (25 gauges 5510k galvanized steel, 1 -5/16 1st wide an top and 2- 3/41n. wide at bottom by l /8. in. deep .(hat section), spaced L Steel.'Colunn - -- Column. sizes may vary. Max depth 50 in. Mir. flange -.4 let wide 3/16 In. thick, Min web 0090 in. AIL. columns to be designed in accordance with "A15C Specifications.' In addition to the above requirements, the weight- to perimeter (31/D) ratires4ali not be -Mess than 021. Ws Goes - sectional area l ft2), X 490. D=Perimeter of steel column, (2 x Flange width tin) ,'(2 x column depth I 2. Walle tp oard, Gsun• - Nom 1/2 in. t hick, !4 ft. wide. for I -hour ratRxg Two layers di Wallboard to be used-' Wallboard applied vertically;,attac led to steel studs and /or,angtes with scrawl spaced 12 In" o.c- Nocizontal isonboard Joints staggered 30-In. 0 . with screws located 1 iii- from the Jolrtt:"en" solo m. depth'eitceeds 3e irt wallboard over web applied irorizontalle $Gfews spaced 52 1st de. alternating between inside and outside flange attachment studs for outer stab attdment. Screws spaced 12 In oc for center web attachment- Joints, staggerer 12 in. oe. with screws located I In From -Joint _. _ _ -__._ Scews -Type S self - drilling, self - tapping, bugle head screws. For the first and second wallboard layers ever the flanges and the first lays over the web arse,, 1 in tong'; screws are. weal For the second ;sailboard layer the web areas i - 5/8 in tong screws are used. Interior wall - Showroom /Storage (!11 2� Non - rated L 5 /5 1. : type -'x'. gypsum wallboard 2. over 3 50" metal studs at l6" c.c. 3. 5 -34" air -space 4 3 -5/5: metal studs at 16" cis. 5. 5/8' type 'x' gypsum waliboard 9EC 119y9 ® ® 8 onG Y;p irre w Space ` i 91r p5 Floor I Ceiling 1998 UL Fire Resistance - Volumn I -- Design No. DO i I. 3 -12" concrete topping with 6x6 -w29 x w29 wwf 2. fluted 1 -1/2" 22 ga. "5" Forelock. by Verco 3, structural floor. beams 4, t < 2 suspended ceiling Design He X524 Refer to wall type 'w3' For callouts Design No. U425 Refer to wall type 'w4' for canoe, Dxign No_ U425 Refer to waif type .514'.. for calLouts , 5/8" type 'x' gypsum wallboard 2 over,6" metal studs at 16 ° rob 3. sound insulation (wt -ere neededt 4. 5/8 " type 'x„ gypsum era flocs d SCALE , ,�! �,.� '�l ��11 . i `'V 4 ` V. . w1 , tfltcm A Non -rated G iiY T OF NOV 1 5 1999 PERMIT CENTER Fuze. t ISSII,PrirtrE puss To tAY+3Xt'CffOry... Design No. Dell Beam - W8x20 mini size 1 - hour rated khtweleht Concrete - .Lightweight concrete expanded shale., clay or slate aggregate by rotary -ktin method, In per unit weight, 4500 psi 'cemeressive strength, 2 to 5 percent entrained air: Steel Floor - Composite 1-1/2 or 3 In deep phospah tIzed/patnted or e aly. units. No. 22 MSC' min... fluted units and 20120 115G. min. oell;lar un14. Overage Is for all Fluted, an cellular, or any blend of fluted and cellular Welded to supports 12 in. rec. Adjacent units button- pteched or welded together 36 in. -c. along side Joints. Alternate construction -- Noncomposite units of the same type . listed above may be used provided allowable loading isca lcuiated on the basis of noncomposite design Welded -Wire Fabric -- No. 6x6 -i0 /I0 SUXs Joint Cover -- 2 in. wide pr.aure- sensitive adhesive cloth tape following the contour of the units. Naner Wire -- No. 12 SLUG gale, steel, pigtailed through steel floor. units. Max. spacing of 40 in. oc. along main runners, at each corner of a light fixture, and at the midpoint along each side of a light Fixture. Fixtures Recessed _Light -- (Searing the UL Listing Mark) Fiouresoent lamp type, steel housing, 2 by 4 ft size. Nine Or slots, 9/16 in aide by 4 in. focated on horizontal flange of each long edge, uniformly spaced. Tape used over skits when no air boot attached to fixture. Fixtures spaced so their area does not exceed 16 sq. ft. per 100 sq- ft of ceifn. .area. Wired 1r: conformance with the National Electrical Code. Fixtures and ballasts must be considered for these ambient temperature conditions before installation. Air Boot -- One no boot attached to each side of a light fixture- Two V2 in. wide by I/4 in deep tabs at base of boot, 39 le oc., inserted into end air slots in tight fixture: and bent perpendicular to sec=ure boot tightly to tight fixture. 3 by l -1/2 in, oval inlet near center of, side of boot for cotes otion of flexible duct.: Each boot is 40 in. long, 1 In. .high, 2 in wide, made of 23 rise gain. steel Steel Framing Mentee (Bearing the UL Gassificatice Marking) -- A Main runners -- Nom 12 ft. long, spaced 24 or 48 m: oe_ Main rsrners face aoay from light fixtures. 5. Gross Tees - -:Nom 2 Ft. long, spaced 48 in. oc- at ends of Fixture when Fixtures are parallel to main runners. Nom 4 ft. lone, spaces 24 in o-c. at sides of light fixture when fixtures are perpendicular to main runners Tab at yid of cross tee inserted Into slat in main rune and ; secured with , - /4 in long Type 512 steel screw inserted through hole in tab. C. Light Fixture Support Splits -- Nom 23 -1ie and 41-L.2 in: tong, adjacent to sides and on of fight fixture, hooked over top cf main rtn-rer or cross tee. D. Access Splines - - I or 1 -I12 in deep, nom 45 in. long, spaced 12 In_ oc. perpendicular to main runners. Each end tab engaged in slot in main ruiner E. Closinp Splines -- I or I -1/2 in deep, nom 11 and 23 is +ono, supported 1.-y access splines. F. Flan Splines. -- Nom it in. long steel Fiat spline inserted into Icerfed edges of tiles. Accessible tile areas. for .Items A through F not to exceed 34 to. ft. per 00 sq. ft of ce.iling area. Goss Tee Spline (Not shown) -- inverted T- shaped; 1/5 In. deep, 3/4 in wide base, nom 4 Ft long, 0.021 n. thick painted steel. Ends supported by lower flange of main runners. Used between adjacent rows of inaccessible tile. Stabilizer Jar (Not shown). -- Not 2 or 4 rt. long.. Channel-shaped, 3/5 in. deep, 5/5 and 1/8 in long iegs 0.121 m thick gale. steel. Provided with i/4 In wide notch e: each end to fit cyan main. runners. Tab at notch location engaged tender tipper Flange of main curvier. Spaced alternating 24 and 45 in. oe. between main fermiers, not directly over accessible tiles or adjacent to light Fixtures. For support at wall, flanges of bar clipped about 1 -1/2 it from end, flattened out, and bent perpendicular to length of bar. This tab Inserted between bade of wall sioidino and wall Steel Spline -- Flat 13/16. In. wide, 11-5 /8 in. ione, 0.010 to 4015 kit thick painted steel, with two Indentations which run along'. lereth of spline Inserted into keeled,, edges of tiles parallel to main revers away from light fixtures and perpendicular to mein runners betweeelleht fixtures Also, not in half and used In kerfs of adjacent accessible dies to prevent uplift of tiles. fall Molding (Not shown,. Two types -Min. O.0i6 in. thick t26 gaeee) steel channel, I -5 /S In high with I/2 in upper and I in lower f tense, or, no 0.06. in. thick (26 gauge) steel angle, with 3/4 In vertical is and 1 in. horizontal leg.'. Hold -Down C.Ijeas (Not shown) -- Made of No 30 MSG spring steel , 5/5 In. w 3/4 fn- deep, with a span of 4 -3/5 In, used at periphery of ceiling: to press the flush to wall moidtrg- In addition, one clip placed behind each the edge against ,wall charnel in last tile row to maintain tight tile joints. Acoustical Materiel (Bearing the UL Classificetion Marked) -- Non 12 by f2 in. kerfed :edge:, tile. (5) s surface perforations. ir 595 UL Rre Resistance Voksss l -- Design No. U425 1. 5/5' type k' gypsum wallboard 2. 3 -5/S"' metal studs at t6° ob. 3- 4 -t /4° air-spears 4. 3 -5/8° instal studs at 16" oe. 5, 5/8' type .'x'. gypsum wallboard Design No- U425 Refer to wall 15e 'std' or caliouts _ Interior column Ceiling 1991 GA File.. No. FC 4503 L 3/4" T t G plywood 2. over 6° metal studs at 24° oc; 3. (2) layers of 5/5 type 'x' gab_ ease: Lacier t/2" type. X gypsum wallboard appltedat right angles to channel 61..1, minimum 6° deep, 16' gage gatvaruied steel ; Joists 24 ° . ob. with 1° Type 5 -12 drywall screws 24' 0o. Face- Layer i/2" t x gypsum wallboardappited at: right angles to Joists with I -5/8' Type 5-12 drywall screws l2" ae. at exl Joi and intermediate Joists and 1 -ill TypeG screws 12 ",o c. pla 3" back from 50he side of end Joint. and staggered 6" from Type 5 -12 suews at Joints Joints Offset 24 from base l ayer Jotnts. Floor of 3/4" TIG edge plywood applied at right angles to Joists with i -1/" No. 6 Phillips head screws with 3/4" pilot tip 6" o-c at end Jo+nt: and 12 ". o.e. at intermediate Joists. Design No, X524 Refer to wall type 'se' for ere fists interior wall : / column ions.. UL Fire Resistance - Volumn. l -- Design No. X524 I. 5/S' type:' x' gypsum wallboard 2, over 3 -5/5" metal studs at l5 oc. 3. 5 /S" type 'x' gypxtm. wallboard 4, Column Protection 5e5 Design No. X524 for column protection. 5 Wail Construction - See Design No. 0425: for details, a Top of wall shall be against the underside of roof deck. b All openings between top of wall and roof deck are to be filled with LL Classified mineral wool or glass fiber Insulation c, Steel studs in accordance with the :specifications In Design No U425 '1 - hour rated 1335 UL Fire Resistance - Volumn I -- Design No. X524 1 -tour rated I. Column Protection - 5ee Design No_ X524 for column protection. fo I -hour rated to Exterior wall Inter+lor wal;l. - -mffice /very ere '; 1998 UlJ Fire Resistance - Velum 1 -- Pesign No- 11469 1-hots ra "ed { 5/8' ti x' gypsum waUboard 2. 3.518;metal studs at 16" ed. 3. 5055553 tneuiatiosn 4 6" air =space 5. 3 -5/8 °. stud 5.5/8" t yp e 'x' gyp wallboard 1. Cottwrrrp?. Protec - See Design No. "X524 For co k,mn pro , tection.. "Mil Cbnstructton See Pes1gn No, U4?5 for detdlis_ a. Top of wall sl it! Pe against the uderside of roof deck b, 411 o penings bGetwee .top miner or ea and roof deck are to be F w UL taswSfled al wool or glass fi ber insulation 'c. 'Steel 25. ith s.accordance with tins specifications in Desi No- U4, 25. irk fi53 S REGlielt: �.. t ARCHITECT '. ROSS 5. ti OMAN gee Of Weeterees. 3 1398 Ltie Pee Resistance - Vokmn I -- Design No. X524 L 4x8xt6 cm; watt (below) 2. Metal sidk+cg 3. metal gists 4. bath 1MUlation 5. air -space 6. metal erring' studs at 16" oc. 1. 5/8' type 'x' gypsum walboard 8: cow Protection - See Design No. X524 for column protection. 5. 11511 Corotnaction -See Design No. U459 for details. a, Top of mall shall be against the underside of roof deck- b. MI openings between top of Watt and roof' deck are to be feted with tl. Gasslfied. mineral wool or glass fiber insulation. C. Steel studs. In accordance with the specifications In Design No. U425- Design No. X524 Refer to -stall type 1503' For canasta Designs X485 Refer to ma11 upe's.3' for calouts Design No::15425 Refer to twill type 'w4' for catlouts Interior wall - tpica l 1398 UL Fire Resistance - Yolu m I . -- Oesten No. .U425... 1.. 5/8° type 'x' gypsums wallboard 2. 6" metal studs at 16" c.c. 3. 5/8" type k' gypsum eattboard I -hour rated 1-hour rated Design No. U425 Steel Floor and.CeiStg Trac s(not shows:) -- Top and bottom.. tracks of wall assemblies '.shaft Consist of steel members, min No 20 GSG (0036 4t thick! gate. steel or No. 205 (ace3 in thidJprimed steel;: that provide a sound structural correction betmeew steel studs and to adJacee assemblies such as a fl or, ceiling, and o not Attached to floor and ceiling assemblies with spa greater than 24 M- oc Steel Studs -- Corrosion protected steel studs, min 3 -1/2 in. wide, m1n No. 20 G55 (0036 St thee/ al steel or No. 20 515G (0.733 in. thick.) primed steel, cold formed, shall be desstged in accordance with the current edition of the Specification for the Design or Cold-Formed Steel Structural Members be the American Iron and Steel Institute: All design details enhancing :tie structural inteeetty of the wall assembly, Including the axial - design load of the studs, shall be as specified by the steel stud . des. gner and /or' producer, and shall meet the requirertertts of all applicable lob...code agencies,. The max stud spacing of wall assemblies shall not exceed 24 its o.c. ebr 16 in- o-c. -.Sew item- 5c) Studs attached' to floor and ceiling track mitht/2 kt horse Type 5 -12 pan head, self - reining. self - tapping steel screws on both . sides of studs or by welded or bolted connections designed in accordance with the A151 specifications. Lateral Support Members (not shows) -- ilkbre required for lateral support of studs, support May be provided by means of steel straps, channels or other - -- similar means as specified Is the design of a particular steel stud wain system_ UJaiiboard. Gypsum. -- GJpstm wallboard bearing tits tiLl Classification marking as to Fire Resistance- One layer 5{8 Irt thick Applied vertically with Joints between layers staggered.... Gypsum Sheathing -- For exterior wallet/2 or 50 In thick exterior regular; gypsum sheathing', applied vertically one attadned'ta'erttfds and runner tracks with long Type 5 -12 bugle head scream spaced 12 in S.C. along studs and tracks- One of the following exterior facings are to be applied over the .gypn n sheathing. Fasteners (not shown). -- Screws teed to attach wallboard to studs: self - tapping bugle head sheet steel type, spaced 12 ki. oe. First layer Type 5 -12 by I Its long for I/2 in and 50 in. thick wallboards and 1 -1/4 1n long for 3/4 in thick wallboard. Second layer Type 5 -12 by 1 -5/5, in_ for U2 and. 5/8 is thee.. wallboards and 2 -54 in tong for 3/4 irt thick wallboard- . _Join_Taoe'' and Gpm�yed (not _shown) -- Vinyl or casein, dry or premixed. Joint compound. applied In two coats to Joints and tones heads of outer layer. Perforated paper tape, 2 m. wide, embedded M first layer of compound over at Joints of outer lays.: Destgn'No_ x524 Design Tlo- U489 Cyksm. Protection -- See design No. ),524 for column brotectiar.. "Z",or "C" shape: eirts fabricated from 0056 to 0.120 tn. -d th atel :' Gfrts shall - be 6 to 10'in.eep with 2 -1/2 to 3 In. flanges. -- -- -- Irk Clips -- Fabricated From min 0.115 ' St thick steel, dngtes. may be bolted to columns with 1/2` by" i - i/2 in bolts an tests ormay be plates shop - welded Lo columns, Steel Wall Panels -- No. 26 MSG nisi coated steel. Walt Construction : -- See Design No.,1f425 for details: a- Top of the wall shat) b8 against .ths wtderstdn of roof_ sleds. b- All openings: between top of ualF and roof zieck are c 7 es filled with UL Ciasst}TedisFneral wool or glass flb*r' 1530 ,..Steel studs 'irt accordance with 50 spesiflcattons to Aeslg n Hb. U425 Sub -g is -- M1n. 0020" is (25 gauges 5510k galvanized steel, 1 -5/16 1st wide an top and 2- 3/41n. wide at bottom by l /8. in. deep .(hat section), spaced L Steel.'Colunn - -- Column. sizes may vary. Max depth 50 in. Mir. flange -.4 let wide 3/16 In. thick, Min web 0090 in. AIL. columns to be designed in accordance with "A15C Specifications.' In addition to the above requirements, the weight- to perimeter (31/D) ratires4ali not be -Mess than 021. Ws Goes - sectional area l ft2), X 490. D=Perimeter of steel column, (2 x Flange width tin) ,'(2 x column depth I 2. Walle tp oard, Gsun• - Nom 1/2 in. t hick, !4 ft. wide. for I -hour ratRxg Two layers di Wallboard to be used-' Wallboard applied vertically;,attac led to steel studs and /or,angtes with scrawl spaced 12 In" o.c- Nocizontal isonboard Joints staggered 30-In. 0 . with screws located 1 iii- from the Jolrtt:"en" solo m. depth'eitceeds 3e irt wallboard over web applied irorizontalle $Gfews spaced 52 1st de. alternating between inside and outside flange attachment studs for outer stab attdment. Screws spaced 12 In oc for center web attachment- Joints, staggerer 12 in. oe. with screws located I In From -Joint _. _ _ -__._ Scews -Type S self - drilling, self - tapping, bugle head screws. For the first and second wallboard layers ever the flanges and the first lays over the web arse,, 1 in tong'; screws are. weal For the second ;sailboard layer the web areas i - 5/8 in tong screws are used. Interior wall - Showroom /Storage (!11 2� Non - rated L 5 /5 1. : type -'x'. gypsum wallboard 2. over 3 50" metal studs at l6" c.c. 3. 5 -34" air -space 4 3 -5/5: metal studs at 16" cis. 5. 5/8' type 'x' gypsum waliboard 9EC 119y9 ® ® 8 onG Y;p irre :2._O 3/4 4 .. r1g �IYIG "2S .0 be n vn ?G vr.0 cCNV2 wJ,aDyr : T!PICK Pot factures_ M'.. trrer IJ care rrn exinc s:a•E hers anc to m. off , 1O-12 ".M tra'ty with tOwfer. ..� ! E �3 IAN TO WET 4n .T_ 1 6 %9ER OP11C S T 1Z Al 8 Ai A J : 4: 1 • r.� i2l SU MT FRONT KNE1ER N MEM SPACE. 10 eQ AT 1U-1 APT N li -'; -%. pl!!!!F_ n r ; ; ill!! 1l1Ulljil11 L J INTERIOR SYSTEMS INCORPORATED 525 ROLLING MEADOWS DRIVE FOND DU LAC, WISCONSIN 54935 920 - 923 - 4313 INDEX ACCESSIBILITY NOTES THESE NOTES ARE PARAPHRASED FROM THE AMERICANS WITH DISABILITIES ACT ACCESSIBILITY GUIDELINES (ADAAG) AND THE FEDERAL REGISTER JULY 26, 1992. THEY ARE INTENDED TO HIGHLIGHT SOME OF TIE ISSUES RELEVANT TO THIS PROJECT BUT SHALL NOT BE CONSIDERED COMPLETE OR SISEDE THE ACTUAL LAW. REFERENCES TO SECTIONS OF THE REGISTER ARE SHOWN IN PARENTIESES. ACCESSIBLE ROITES ONE ROUTE AT LEAST 36" WIDE SHALL CONNECT ALL ENTRANCES AND SPACES OF THE BUILDING. MAIN AISLES SHALL BE NO LESS THAN 60' WIDE. AN ACCESSIBLE PATH SHOULD BE PROVIDED INTO EACH MERCHANDISE AREA AND. TO THE CASH REGISTER AND FITTING ROOM. (43) OBJECTS PROTRUDING FROM WALLS SHALL EXTEND 4' MAX IF BETWEEN 27' AND 8 ABOVE THE FINISHED FLOOR IF THE PROTRUDING ITEM EXTENDS BELOW 27' AFF. NO RESTRICTIONS APPLY. PROJECTIONS MAY NOT REDUCE THE CLEARANCE REQUIRED FOR AN ACCESSIBLE ROUTE. (4.4) DOORS DOORS MUST HAVE A CLEAR WIDTH OF 32' MINIMUM WITH DOOR OPEN AT M0° (4.135) AT LEAST ON LEAF MUST MEET THIS MINIMUM IN A DOUBLE -LEAF DQ DRWAY. (4J34) HARDWARE MUST BE EASILY OPERATED WITH ONE HAND AND DOES NOT REQUIRE TIGHT PINCHING, GRASPING, OR TWISTING OF THE WRIST. LEVL - R OPERATED, PUSH-TYPE AND U- SHAPED HANDLES ARE ACCEPTABLE. COCA HARDWARE MUST BE MOUNTED NO HIGHER THAN 44' AF.F. (4.13M) SIGNASE PERMANENT ROOMS AND SPACES SHOULD BE DESIGNATED WITH SIGNS THAT COMPLY WITH THE FOLLOWING: RAISED, BRAILLED CHARACTERS AND PICTOGRAMS (430.4); NON-GLARE FINISH AND CONTRASTING LETTERS AND BAG05ECEHO (4305); MOUNTED ON THE WALL. ADJACENT TO THE LATCH SIDE OF THE DOOR AT 60" ON CENTER MACVT THE FINISHED. FLOOR. (4306) FITTING ROOMS PROVIDE ADEQUATE CLEAR FLOOR SPACE FOR A 5' DIAMETER TURNING RADIUS. DOOR CANNOT SWING INTO THE TURNING SPACE. A BENCH MUST BE PROVIDED THAT MEETS THE FOLLOWING: MINIMUM SIZE 24" X 48 ° , HEIGHT IT' - 19' AFF. 30" X 48' CLEAR SPACE ALONG SIDE OF BENCH, SEAPORT 250 LB LOAD AT EDGE, MOUNTED TO WALL AT LONG SIDE (4352-4)'. PROVIDE A MIRROR THAT 15 IB X 54' MINIMUM, MOUNT 50 THAT IT CAN BE USED FROM A 5TAN0ING OR SEATED POSITION. (4355) SALES AND SERVICE COUNTER THE COUNTER WHERE THE CASH REGISTER 15 LOCATED AID /OR 60005 MD SERVICES ARE DISTRIBUTED SHALL HAVE A PORTION AT LEAST 36''IN LENGTH THAT 15 A MAXIMUM HEIGHT OF TA' ABOVE THE FINISHED FLOOR (12) RESTROOMS FINISHES FOR THESE ROOMS ARE PROVIDED FOR iN T1-115 SET OF DRAW/GS. HOWEVER - THE LAYOUT - OF - FIXTURES IN THESE ROOMS WILL BE- THE - RESPONSIBILITY OF THE PROJECT ARCHITECT AND MUST COMPLY WITH ADAAG AND THE FEDERAL REGISTER THIS INCLUDES BUT 15 NOT LIMITED TO: PROVIDE CLEAR FLOOR SPACE FOR 5' DIAMETER TURNING RADIUS (4223); CONTROLS AND DISPENSERS SHALL BE PLACED NTH THE HIGHEST REACHABLE PART WITHIN REACH RANGES OF 15' - 48' FOR A FORWARD APPROACH AND 9' - 54' FOR A SIDE APPROACH, CAROLS 5403.D BE OPERABLE WITH ONE HAND AND NOT REQUIRE GRASPINY, PINCHING OR TWISTING OF THE MAST. (422.7) TOP OF SEAT ON WATER CLOSET MUST BE BETWEEN TO AND 19' AFF. (4J63) GRAB BARS MUST BE PROVIDED, SEE ADAAG OR FEDERAL REGISTER FOR SPECIFIC MOUNTING HEIGHTS, ETC. (4.16A) FLUSH CONTROLS MUST BE MOUNTED ON WIDE SIDE AT 44'.MAXI.MIM IEIGHT AFF. AND SHALL BE EASY TO OPERATE WITH ONE HAND. (4.265 AND 421.4) PAPER DISPENSERS SHALL BE MOUNTED ON THE SIDE WALL BELOW THE GRAB BAR AT A MINIMUM HEIGHT OF PT A.F.F. AND 36" MAXIMUM FROM THE BACK WALL AND ALLOW CONTINUOUS PAPER FLOE (4.I6b) LAVATORY RIM OR WINTER SHALL BE A MAXIMUM OF 34° AFT., MINIMUM CLEARANCE BETWEEN... THE FLOOR AND BOTTOM OF APRON SHOULD BE 29 "_ KNEE CLEARANCE SHALL BE IT HIGH MIN. TO 6" DEEP MIN. TINDER THE LAVATORY. LAVATORY TOE CLEARANCE SHALL eE 9" HIGH MIN. AND 6" WIDE :ROM THE BACK WALL. (4.192) EXPOSED PIPES MUST BE CONFIGURED TO PREVENT CONTACT. OR INSULATED.. NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES. (4.19.4) BOTTOM EDGE OF MIRRORS TO BE MOUNTED AT 40" A.F.F. MAX. (4.19b) GENERAL CONSTRUCTION NOTES I. ALL WORK, CONSTRUCTION AND MATERIALS SHALL COMPLY WITH ALL PROVISIONS OF THE - UNIFORM BUILDING CODE - AND - - WITH OTHER RRULES, REGULATIONS, AND ORDINANCES GOVERNING THE PLAGE OF THE CONSTRUCTION. IT 15 THE RESPONSIBILITY OF ANYONE SUPPLYING LABOR OR MATERIAL OR BOTH TO BRING TO THE ATTENTION OF THE DESIGNER AND THE OWNER ANY DISCREPANCIES OR CONFLICT BETWEEN THE REQUIREMENTS OF. THE CODE AND THE. DRAWINGS THE APPLICABLE CODES SHALL INCLUDE BUT SHALL NOT BE LIMITED TO INC OR THE BOCA NATIONAL BUILDING GODS; UNIFORM PLUMBING CODE, UNIFORM ELECTRICAL CODE; UNIFORM MECHANICAL WOE, UNIFORM FIRE CODE 2. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL WORK AND MATERIALS IN ACCORDANCE WITH ALL LOCAL AND / OR CITY BUILDING CODES. 3. ANY CONFLICTS OF DIMENSIONS BETWEEN THESE PLANS AND EXISTING CONDITIONS ARE TO BE BROUGHT TO THE ATTENTION OF INTERIOR SYSTEMS, INC. BEFORE PROCEEDING WITH THE PROJECT. 4. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED BUILDING PERMITS. 5. G.C. TO MAKE SITE INVESTIGATION PRIOR TO CONSTRUCTION OF THIS JOB TO FAMILIARIZE AND VERIFY THE DIMENSIONS AND ELEMENTS REQUIRED BY THIS PROJECT IN THE EVENT THAT A DISCREPANCY OR FURTHER CLARIFICATION 15 REQUIRED. THE G.G. 15 TO CONTACT INTERIOR SYSTEMS, INC. PRIOR TO COMMENCEMENT OF WORK. A. G.G. SHALL PROVIDE PORTABLE FIRE EXTINGUISHER(5) AS REQUIRED BY FIRE MARSHAL. 1. EVERY EXIT SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. 8. ALL NEW ANGLED WALLS ARE 45 DEGREES UNLESS NOTED OTHERWISE. FIXTURE NOTES I TIE TARLEY DAVIDSON' SELECTED INDEFElNENT FIXTURE INSTALLATION CONTRACTOR WILL BE RESPONSIBLE FOR- THE - FOLLOWING:: FLOOR FIXTURES, WALL FIXTURES. ACCESSORIES, AS 9401410N THE FIXTURE FLOOR PLAN_ THE GO. SHALL INSTALL ALL WALLS. FINISH FLOORING, CEILING, ELECTRICAL, MECHANICAL, PLUMBING, LIGHTING, ETC_ FOR CLARIFICATION OF RESPONGIBIUITES CONSULT INDEPENDENT FIXTURE INSTALLATION CONTRACTOR OR INTERIOR SYSTEMS. INC (920) 923 -4313 AND I OR RCS ( 414) 354 -6400, PRIOR TO COMMENG&ENT OF ANY PHASE OF THUS PROJECT. 2 USE CARBIDE NP BLADE 60 TEETH / INCH FOR GUTTING SLATWALL WITH FETAL HORIZONTAL. STRIPS. 3_ NOTE: WERE ELASTIC LAMINATES DOOR ON HORIZONTAL SURFACES TIE FOLLOWNG GRADES SHALL BE USED: :. FORMICA GRADE -. 10 / HAGS NEVAMAR GRADE -16. ARP SURFACE WTLSONART GRADE 107 PIONITE GRADE HORIZONTAL I/16' INCH LAMINART GRADE STANDARD 0.050 INCH NO SUBSTITUTIONS WILL BE ACCEPTED. 4. Slatwall: 9. G.G. TO CONSULT STRUCTURAL AND MECHANICAL ENGINEERS FOR REQUIREMENTS AS NEEDED TO FACILITATE THE COMPLETION OF THIS. PROJECT 10. G.G. AND /OR OWNER TO CONSULT WITH LICENSED ARCHITECT FOR EMERGENCY EGRESS AND LIFE SAFETY REQUIREMENTS (FIRE RATED BARRIERS, SPRINKLERS AND TYPE OF CONSTRUCTION, LAND EMERGENCY EXIT DOOR LOCATIONS). II. THIS BUILDING TO CONFORM TO THE FEDERAL. REGISTER RULES AND REGULATIONS STANDARDS FOR ACCESSIBLE DESIGN AND AMERICANS WITH DISABILITIES ACCESSIBILITY. GUIDELINES. THIS INCLUDES ALL AREAS, ENTRANCES, BATHROOMS, DRESSING ROOMS, ETC. 12. METAL STUDS MAY BE USED IN LIEU OF 1000 STUDS WHERE COOK ALLOWS. b. Walt System Finish: Maize Shbari 54-2 -2T Chan le Insert 3" O.G. GROOVE SPACING Manufacturer: Wnanill 200 Edam Rood Shebp)gm Fails. WI 53085 Contact: 2455 Otte, (920) 467 -2402 Fox: (920) 461 -6114 5. Slatwali Hon:Wore: SW 469 Straight IT Face Out SW 465 Dorm Slant 12' Face Out 3350 I/2' x 112" Rectangular Roil (wt to size) 1278 -14 Hog Roll Bracket 3355 Hang Rail End Cop :. Finish: Iron Glimmer Source :: Garcy Corporation 1400 N. 25th Avenue Melrose Pork IL 60160 (7O8) 345 -2500 TO( . 008)345 -3823 :. P666 Tiger Drybc Powaercoot 1 49 - 102 -10 Iron Glimmer Manufacturer: Pan International Co, Inc. 45 Mayhili Street Saddle Brook, NJ 01663 {800) 524 -1294 Fax: (201)291 -0021 x-0259 FLOORING NOTES L FLASH PATCH ALL AREAS WHERE FLOOR 15 NOT LEVEL OR TRUE PRIOR TO. FLOC BIG- INSTALLATION 2. ALL FLOORING ANGLES ARE 45 DEGREES UNLESS NOTED OTHERWISE. 3. CONSULT MANUFACTURER PRIOR TO PURCHASE OF MATERIALS TO INSURE PROPER STORAGE, METHODS OF INSTALLATION AND TYPES OF ADHESIVES... 4. 1N134 INSTALLATION OF NE11 FLOORING HAS BEEN COMPLETED, SEALANT MUST BE APPLIED PER MANUFACTURERS SPECIFICATIONS TO RESIST STAINING. 5. PROVIDE AND INSTALL WALL BASE B- I''..ST ALL EXPOSED WALLS SEE INTERIOR ELEVATIONS AND FLOOR COVERING PLAN FOR EXCEPTIONS CONCERNING B-2. 6. PROVIDE AND INSTALL.. RUBBER REDUCER STRIP AT ALL TRANSITIONS. TELEPHONE / ELECTRICAL' NOTES I. MINIMR4 FUNCTIONAL REQUIREMENTS FOR TELEPHONE / ELECTRICAL ARE NOT SHOWN ON DRAWINGS. ELECTRICIAN 15 RESPONSIBLE FOR ADDING ELECTRICAL SOURCES AS REQUIRED IN ORDER TO CONFORM TO MINIMA4 STANDARDS OF THE UNIFORM ELECTRICAL LODE AND ANY LOCAL OR CITY REOJIRBIENTS, AND COORDINATE INSTALLATION OF COMPUTER EQUIPMENT WITH SUPPLIER 2. GENERAL CONTRACTOR MUST: PROVIDE ALL ELECTRICAL ENGINEERING DRAWNGS REQUIRED FOR THIS PROJECT. 3. GENERAL CONTRACTOR MUST PROVIDE, INSTALL AND HOOK -UP TO POWER EXIT ILLUMINATION SIGNS. (STYLE BY TENANT) LIGHTING NOTES I. Fixtures by NG2 NlotB11NOI L367( N . i[fITm 19Pa P - INN e OntrNUUtor Owner: Nelson Ele and Inc. Menomonee on e e Falls; D WI 53051 Contact:. Chris Fiorentino (414) 190 -2534 0 2535 Dr Fax: (414) 631 -2465 4. GENERAL CONTRACTOR TO PROVIDE AND INSTALL MATERIALS REQUIRED TO COMPLETE PROJECT. AS WELL AS HOOK -UP POWER TO ALL REGISTER AN, FIXTURE PUNTS REWIRING POWER' GENERAL CONTRACTOR, TO COORDINATE WITH RESPECTIVE TRADES. I A 13001 4811" Ave.S: Tukwila, WA', 98168 PHONE: 206 -722 -8457 FAX 206 -722 -8442 WNER: RUSS & JENNIFER T 0 ,4nPPLEED issTALHJ9 err s s.- 0 SEAL E, ma n16T,Y18rDr die, 0 nlSTN1fJ eY e@BIAI.. C-0NnLIG�YJrC DO mom SCALE OPP PLANS. c4LLi iNiER1OR SYSTISS, HG: FOR ADOTOONAL DIMENSIONS: (414) .123-4313 THESE PLANS AND -ate E DRAPE.. ME SPECIFICATIONS cGNT.aN ATE FIE PROPERTY OF INTERIOR 9Yssa - mac_ THESE PLANS MAY NOT NEGOP1E7 REPRODIRIB55 OR QYEE'Si1137 ANY IDLY it PART OR RI cinomTTHi00T THEE PRESS WRITTEN GOFEENTOF INTERIOR SYSTE EE TIC, ANY UNAUTHORIZED USE OF MEE PL.OTRI HILL RESULT IN FATHERS S DUE' FOR 5E2VIC • RENDERED RIF INSERSoR _- SYSTEMS'. MG. " (�aAt�d6NS TI6NIII10611T3H7(ALY:BWJ TREE P[A16TRETODAi+ DNE�T NE OIR ICHE EE HOIEYHLbEORERSGIJLEE NEaPONSTETORCONPILM EtteFTL#W.Cam, M INVATEP TIEA/EA 71EBEDR'i6LOGI®__ ,HS QUINT ISTIESOLE PTTFMNYOP NAW.Er -655 OR CONC. pRAHRIBS',PEM R RERLDUCEN OGI[ ORIFREI 7IRE7 AWnUE knew TIE DOXE4$IVITIENCHE W cemotEr- owvlosoRmama sr.,. DOWNTOWN HARLEY- DAVIDSON Standard _Dealership A 0 A A A written dirnenslone have precedence over scale ki all cases. the ccefaacEer- shall - verify dl dimensions- a'd conditions at the fob site and systems Incorporated of all cles prior to starthq work. Meet title Title Plan scale . designed by O.lnthia ; Beck . drawn GB by protect manager Ralph Grebe 1113/98 n . s protect Downtown Harley- Davldsa Iocctlon Tukwila, WA rets PAGE DESCRIPTION TITLE PLAN 2 FIXTURE PLAN 3 FIXTURE PLAN 4 CONSTRUCTION PLAN 5 CONSTRUCTION PLAN CEILING PLAN 6A CEILING PLAN 7 ELEVATIONS 8 ELEVATIONS q ELEVATIONS 10 ELEVATIONS 51 SCHEDULES Fl FIXTURE DETAILS F2 FIXTURE DETAILS F3 FIXTURE DETAILS GI CABINET DETAILS G2 CABINET DETAILS G3 CABINET DETAILS INTERIOR SYSTEMS INCORPORATED 525 ROLLING MEADOWS DRIVE FOND DU LAC, WISCONSIN 54935 920 - 923 - 4313 INDEX ACCESSIBILITY NOTES THESE NOTES ARE PARAPHRASED FROM THE AMERICANS WITH DISABILITIES ACT ACCESSIBILITY GUIDELINES (ADAAG) AND THE FEDERAL REGISTER JULY 26, 1992. THEY ARE INTENDED TO HIGHLIGHT SOME OF TIE ISSUES RELEVANT TO THIS PROJECT BUT SHALL NOT BE CONSIDERED COMPLETE OR SISEDE THE ACTUAL LAW. REFERENCES TO SECTIONS OF THE REGISTER ARE SHOWN IN PARENTIESES. ACCESSIBLE ROITES ONE ROUTE AT LEAST 36" WIDE SHALL CONNECT ALL ENTRANCES AND SPACES OF THE BUILDING. MAIN AISLES SHALL BE NO LESS THAN 60' WIDE. AN ACCESSIBLE PATH SHOULD BE PROVIDED INTO EACH MERCHANDISE AREA AND. TO THE CASH REGISTER AND FITTING ROOM. (43) OBJECTS PROTRUDING FROM WALLS SHALL EXTEND 4' MAX IF BETWEEN 27' AND 8 ABOVE THE FINISHED FLOOR IF THE PROTRUDING ITEM EXTENDS BELOW 27' AFF. NO RESTRICTIONS APPLY. PROJECTIONS MAY NOT REDUCE THE CLEARANCE REQUIRED FOR AN ACCESSIBLE ROUTE. (4.4) DOORS DOORS MUST HAVE A CLEAR WIDTH OF 32' MINIMUM WITH DOOR OPEN AT M0° (4.135) AT LEAST ON LEAF MUST MEET THIS MINIMUM IN A DOUBLE -LEAF DQ DRWAY. (4J34) HARDWARE MUST BE EASILY OPERATED WITH ONE HAND AND DOES NOT REQUIRE TIGHT PINCHING, GRASPING, OR TWISTING OF THE WRIST. LEVL - R OPERATED, PUSH-TYPE AND U- SHAPED HANDLES ARE ACCEPTABLE. COCA HARDWARE MUST BE MOUNTED NO HIGHER THAN 44' AF.F. (4.13M) SIGNASE PERMANENT ROOMS AND SPACES SHOULD BE DESIGNATED WITH SIGNS THAT COMPLY WITH THE FOLLOWING: RAISED, BRAILLED CHARACTERS AND PICTOGRAMS (430.4); NON-GLARE FINISH AND CONTRASTING LETTERS AND BAG05ECEHO (4305); MOUNTED ON THE WALL. ADJACENT TO THE LATCH SIDE OF THE DOOR AT 60" ON CENTER MACVT THE FINISHED. FLOOR. (4306) FITTING ROOMS PROVIDE ADEQUATE CLEAR FLOOR SPACE FOR A 5' DIAMETER TURNING RADIUS. DOOR CANNOT SWING INTO THE TURNING SPACE. A BENCH MUST BE PROVIDED THAT MEETS THE FOLLOWING: MINIMUM SIZE 24" X 48 ° , HEIGHT IT' - 19' AFF. 30" X 48' CLEAR SPACE ALONG SIDE OF BENCH, SEAPORT 250 LB LOAD AT EDGE, MOUNTED TO WALL AT LONG SIDE (4352-4)'. PROVIDE A MIRROR THAT 15 IB X 54' MINIMUM, MOUNT 50 THAT IT CAN BE USED FROM A 5TAN0ING OR SEATED POSITION. (4355) SALES AND SERVICE COUNTER THE COUNTER WHERE THE CASH REGISTER 15 LOCATED AID /OR 60005 MD SERVICES ARE DISTRIBUTED SHALL HAVE A PORTION AT LEAST 36''IN LENGTH THAT 15 A MAXIMUM HEIGHT OF TA' ABOVE THE FINISHED FLOOR (12) RESTROOMS FINISHES FOR THESE ROOMS ARE PROVIDED FOR iN T1-115 SET OF DRAW/GS. HOWEVER - THE LAYOUT - OF - FIXTURES IN THESE ROOMS WILL BE- THE - RESPONSIBILITY OF THE PROJECT ARCHITECT AND MUST COMPLY WITH ADAAG AND THE FEDERAL REGISTER THIS INCLUDES BUT 15 NOT LIMITED TO: PROVIDE CLEAR FLOOR SPACE FOR 5' DIAMETER TURNING RADIUS (4223); CONTROLS AND DISPENSERS SHALL BE PLACED NTH THE HIGHEST REACHABLE PART WITHIN REACH RANGES OF 15' - 48' FOR A FORWARD APPROACH AND 9' - 54' FOR A SIDE APPROACH, CAROLS 5403.D BE OPERABLE WITH ONE HAND AND NOT REQUIRE GRASPINY, PINCHING OR TWISTING OF THE MAST. (422.7) TOP OF SEAT ON WATER CLOSET MUST BE BETWEEN TO AND 19' AFF. (4J63) GRAB BARS MUST BE PROVIDED, SEE ADAAG OR FEDERAL REGISTER FOR SPECIFIC MOUNTING HEIGHTS, ETC. (4.16A) FLUSH CONTROLS MUST BE MOUNTED ON WIDE SIDE AT 44'.MAXI.MIM IEIGHT AFF. AND SHALL BE EASY TO OPERATE WITH ONE HAND. (4.265 AND 421.4) PAPER DISPENSERS SHALL BE MOUNTED ON THE SIDE WALL BELOW THE GRAB BAR AT A MINIMUM HEIGHT OF PT A.F.F. AND 36" MAXIMUM FROM THE BACK WALL AND ALLOW CONTINUOUS PAPER FLOE (4.I6b) LAVATORY RIM OR WINTER SHALL BE A MAXIMUM OF 34° AFT., MINIMUM CLEARANCE BETWEEN... THE FLOOR AND BOTTOM OF APRON SHOULD BE 29 "_ KNEE CLEARANCE SHALL BE IT HIGH MIN. TO 6" DEEP MIN. TINDER THE LAVATORY. LAVATORY TOE CLEARANCE SHALL eE 9" HIGH MIN. AND 6" WIDE :ROM THE BACK WALL. (4.192) EXPOSED PIPES MUST BE CONFIGURED TO PREVENT CONTACT. OR INSULATED.. NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES. (4.19.4) BOTTOM EDGE OF MIRRORS TO BE MOUNTED AT 40" A.F.F. MAX. (4.19b) GENERAL CONSTRUCTION NOTES I. ALL WORK, CONSTRUCTION AND MATERIALS SHALL COMPLY WITH ALL PROVISIONS OF THE - UNIFORM BUILDING CODE - AND - - WITH OTHER RRULES, REGULATIONS, AND ORDINANCES GOVERNING THE PLAGE OF THE CONSTRUCTION. IT 15 THE RESPONSIBILITY OF ANYONE SUPPLYING LABOR OR MATERIAL OR BOTH TO BRING TO THE ATTENTION OF THE DESIGNER AND THE OWNER ANY DISCREPANCIES OR CONFLICT BETWEEN THE REQUIREMENTS OF. THE CODE AND THE. DRAWINGS THE APPLICABLE CODES SHALL INCLUDE BUT SHALL NOT BE LIMITED TO INC OR THE BOCA NATIONAL BUILDING GODS; UNIFORM PLUMBING CODE, UNIFORM ELECTRICAL CODE; UNIFORM MECHANICAL WOE, UNIFORM FIRE CODE 2. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL WORK AND MATERIALS IN ACCORDANCE WITH ALL LOCAL AND / OR CITY BUILDING CODES. 3. ANY CONFLICTS OF DIMENSIONS BETWEEN THESE PLANS AND EXISTING CONDITIONS ARE TO BE BROUGHT TO THE ATTENTION OF INTERIOR SYSTEMS, INC. BEFORE PROCEEDING WITH THE PROJECT. 4. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED BUILDING PERMITS. 5. G.C. TO MAKE SITE INVESTIGATION PRIOR TO CONSTRUCTION OF THIS JOB TO FAMILIARIZE AND VERIFY THE DIMENSIONS AND ELEMENTS REQUIRED BY THIS PROJECT IN THE EVENT THAT A DISCREPANCY OR FURTHER CLARIFICATION 15 REQUIRED. THE G.G. 15 TO CONTACT INTERIOR SYSTEMS, INC. PRIOR TO COMMENCEMENT OF WORK. A. G.G. SHALL PROVIDE PORTABLE FIRE EXTINGUISHER(5) AS REQUIRED BY FIRE MARSHAL. 1. EVERY EXIT SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. 8. ALL NEW ANGLED WALLS ARE 45 DEGREES UNLESS NOTED OTHERWISE. FIXTURE NOTES I TIE TARLEY DAVIDSON' SELECTED INDEFElNENT FIXTURE INSTALLATION CONTRACTOR WILL BE RESPONSIBLE FOR- THE - FOLLOWING:: FLOOR FIXTURES, WALL FIXTURES. ACCESSORIES, AS 9401410N THE FIXTURE FLOOR PLAN_ THE GO. SHALL INSTALL ALL WALLS. FINISH FLOORING, CEILING, ELECTRICAL, MECHANICAL, PLUMBING, LIGHTING, ETC_ FOR CLARIFICATION OF RESPONGIBIUITES CONSULT INDEPENDENT FIXTURE INSTALLATION CONTRACTOR OR INTERIOR SYSTEMS. INC (920) 923 -4313 AND I OR RCS ( 414) 354 -6400, PRIOR TO COMMENG&ENT OF ANY PHASE OF THUS PROJECT. 2 USE CARBIDE NP BLADE 60 TEETH / INCH FOR GUTTING SLATWALL WITH FETAL HORIZONTAL. STRIPS. 3_ NOTE: WERE ELASTIC LAMINATES DOOR ON HORIZONTAL SURFACES TIE FOLLOWNG GRADES SHALL BE USED: :. FORMICA GRADE -. 10 / HAGS NEVAMAR GRADE -16. ARP SURFACE WTLSONART GRADE 107 PIONITE GRADE HORIZONTAL I/16' INCH LAMINART GRADE STANDARD 0.050 INCH NO SUBSTITUTIONS WILL BE ACCEPTED. 4. Slatwall: 9. G.G. TO CONSULT STRUCTURAL AND MECHANICAL ENGINEERS FOR REQUIREMENTS AS NEEDED TO FACILITATE THE COMPLETION OF THIS. PROJECT 10. G.G. AND /OR OWNER TO CONSULT WITH LICENSED ARCHITECT FOR EMERGENCY EGRESS AND LIFE SAFETY REQUIREMENTS (FIRE RATED BARRIERS, SPRINKLERS AND TYPE OF CONSTRUCTION, LAND EMERGENCY EXIT DOOR LOCATIONS). II. THIS BUILDING TO CONFORM TO THE FEDERAL. REGISTER RULES AND REGULATIONS STANDARDS FOR ACCESSIBLE DESIGN AND AMERICANS WITH DISABILITIES ACCESSIBILITY. GUIDELINES. THIS INCLUDES ALL AREAS, ENTRANCES, BATHROOMS, DRESSING ROOMS, ETC. 12. METAL STUDS MAY BE USED IN LIEU OF 1000 STUDS WHERE COOK ALLOWS. b. Walt System Finish: Maize Shbari 54-2 -2T Chan le Insert 3" O.G. GROOVE SPACING Manufacturer: Wnanill 200 Edam Rood Shebp)gm Fails. WI 53085 Contact: 2455 Otte, (920) 467 -2402 Fox: (920) 461 -6114 5. Slatwali Hon:Wore: SW 469 Straight IT Face Out SW 465 Dorm Slant 12' Face Out 3350 I/2' x 112" Rectangular Roil (wt to size) 1278 -14 Hog Roll Bracket 3355 Hang Rail End Cop :. Finish: Iron Glimmer Source :: Garcy Corporation 1400 N. 25th Avenue Melrose Pork IL 60160 (7O8) 345 -2500 TO( . 008)345 -3823 :. P666 Tiger Drybc Powaercoot 1 49 - 102 -10 Iron Glimmer Manufacturer: Pan International Co, Inc. 45 Mayhili Street Saddle Brook, NJ 01663 {800) 524 -1294 Fax: (201)291 -0021 x-0259 FLOORING NOTES L FLASH PATCH ALL AREAS WHERE FLOOR 15 NOT LEVEL OR TRUE PRIOR TO. FLOC BIG- INSTALLATION 2. ALL FLOORING ANGLES ARE 45 DEGREES UNLESS NOTED OTHERWISE. 3. CONSULT MANUFACTURER PRIOR TO PURCHASE OF MATERIALS TO INSURE PROPER STORAGE, METHODS OF INSTALLATION AND TYPES OF ADHESIVES... 4. 1N134 INSTALLATION OF NE11 FLOORING HAS BEEN COMPLETED, SEALANT MUST BE APPLIED PER MANUFACTURERS SPECIFICATIONS TO RESIST STAINING. 5. PROVIDE AND INSTALL WALL BASE B- I''..ST ALL EXPOSED WALLS SEE INTERIOR ELEVATIONS AND FLOOR COVERING PLAN FOR EXCEPTIONS CONCERNING B-2. 6. PROVIDE AND INSTALL.. RUBBER REDUCER STRIP AT ALL TRANSITIONS. TELEPHONE / ELECTRICAL' NOTES I. MINIMR4 FUNCTIONAL REQUIREMENTS FOR TELEPHONE / ELECTRICAL ARE NOT SHOWN ON DRAWINGS. ELECTRICIAN 15 RESPONSIBLE FOR ADDING ELECTRICAL SOURCES AS REQUIRED IN ORDER TO CONFORM TO MINIMA4 STANDARDS OF THE UNIFORM ELECTRICAL LODE AND ANY LOCAL OR CITY REOJIRBIENTS, AND COORDINATE INSTALLATION OF COMPUTER EQUIPMENT WITH SUPPLIER 2. GENERAL CONTRACTOR MUST: PROVIDE ALL ELECTRICAL ENGINEERING DRAWNGS REQUIRED FOR THIS PROJECT. 3. GENERAL CONTRACTOR MUST PROVIDE, INSTALL AND HOOK -UP TO POWER EXIT ILLUMINATION SIGNS. (STYLE BY TENANT) LIGHTING NOTES I. Fixtures by NG2 NlotB11NOI L367( N . i[fITm 19Pa P - INN e OntrNUUtor Owner: Nelson Ele and Inc. Menomonee on e e Falls; D WI 53051 Contact:. Chris Fiorentino (414) 190 -2534 0 2535 Dr Fax: (414) 631 -2465 4. GENERAL CONTRACTOR TO PROVIDE AND INSTALL MATERIALS REQUIRED TO COMPLETE PROJECT. AS WELL AS HOOK -UP POWER TO ALL REGISTER AN, FIXTURE PUNTS REWIRING POWER' GENERAL CONTRACTOR, TO COORDINATE WITH RESPECTIVE TRADES. I A 13001 4811" Ave.S: Tukwila, WA', 98168 PHONE: 206 -722 -8457 FAX 206 -722 -8442 WNER: RUSS & JENNIFER T 0 ,4nPPLEED issTALHJ9 err s s.- 0 SEAL E, ma n16T,Y18rDr die, 0 nlSTN1fJ eY e@BIAI.. C-0NnLIG�YJrC DO mom SCALE OPP PLANS. c4LLi iNiER1OR SYSTISS, HG: FOR ADOTOONAL DIMENSIONS: (414) .123-4313 THESE PLANS AND -ate E DRAPE.. ME SPECIFICATIONS cGNT.aN ATE FIE PROPERTY OF INTERIOR 9Yssa - mac_ THESE PLANS MAY NOT NEGOP1E7 REPRODIRIB55 OR QYEE'Si1137 ANY IDLY it PART OR RI cinomTTHi00T THEE PRESS WRITTEN GOFEENTOF INTERIOR SYSTE EE TIC, ANY UNAUTHORIZED USE OF MEE PL.OTRI HILL RESULT IN FATHERS S DUE' FOR 5E2VIC • RENDERED RIF INSERSoR _- SYSTEMS'. MG. " (�aAt�d6NS TI6NIII10611T3H7(ALY:BWJ TREE P[A16TRETODAi+ DNE�T NE OIR ICHE EE HOIEYHLbEORERSGIJLEE NEaPONSTETORCONPILM EtteFTL#W.Cam, M INVATEP TIEA/EA 71EBEDR'i6LOGI®__ ,HS QUINT ISTIESOLE PTTFMNYOP NAW.Er -655 OR CONC. pRAHRIBS',PEM R RERLDUCEN OGI[ ORIFREI 7IRE7 AWnUE knew TIE DOXE4$IVITIENCHE W cemotEr- owvlosoRmama sr.,. DOWNTOWN HARLEY- DAVIDSON Standard _Dealership A 0 A A A written dirnenslone have precedence over scale ki all cases. the ccefaacEer- shall - verify dl dimensions- a'd conditions at the fob site and systems Incorporated of all cles prior to starthq work. Meet title Title Plan scale . designed by O.lnthia ; Beck . drawn GB by protect manager Ralph Grebe 1113/98 n . s protect Downtown Harley- Davldsa Iocctlon Tukwila, WA rets d i i /3 /q8 sheet 2 pro Ralph Grebe II B II C I I I Tukwila, WA f prott ec Downtown Harley- Davidson II shee t title Fixture Plan I 0 }twit 3 , o�>da IA cslY o THIS DRAMS IS 1fE soIEPR fiERIT.GE HARLEr -0AVIDSORG0J... OKaliessmetu o BE REFRODIIOED,Dl5iR1971E OR HAP F/L70I8,AT ANYTIME hilD211"lie BoigIESSIED i ITTENG.(775 f. OFHARLEr- DAVmsONrnrazcQ .:. N F > . 0 M kg �1 �51 in r, 4 $ O Q ; � � f ,N i R °: � �' F � ' � � � � these drawings are the property of: INTERIOR written dimensions have precedence over scale. In all cases:.. the contractor shall verify all dimensions ad conditions at the Job site and notlfy Interior 5y5terns incorporated of all ascrepcv • ties prior to starttlq wary_ a'DOC -� �INII Q 8 n °� . , {w N V1 x J io T° N v � �+ J , as � 1;<® i ,, SYS I OORATED x 1ig 52.5 rolling meodows drive fond du loc, wisconsin 54935 and shall not be used, copied or reproduced without written permit ion from the owner, p FIXTURE KEY 1 GRID FUCi11RE ' \I'NI \ nil PAM WALL SYSTEM Coln STORAGE SPACE TO HAVE ROOF STARTING AT 16'-0. AFF. CUSTOM32 LOU16E AN/ SERVICE MOI1EIP SPACE TO HAVE ROOF STARTING AT. W' -0' AFF. SUPPLIED BY OTHERS OR EXISTING GLASS GLeES Offs Motor Accessories Area SUGGEST FRalh PETtIFE7132 HI100h6, IN IN1EE1OR SPACE, TO ETD AT. 10' -0' AF.F SUGGESTED FOLDING DOORS -TO SEPARATE ROOM INTO TWO ROOFS Feature Motorcycles MotorGlothes Area MOTORCLOT£5 STORAGE RISS' OFFICE RGRIEY -DARED INS DRAM/ SS THE 50LEPPOPERTYOF HARLEYDAWSON COJr DRANGGNENOTTO. E?EEms,cense Neu;oft W7FPLTq®AT ANYIT ENTIOLf.7TEE7 NETIBILOINENT OrNFRIEY -D/vEp E70I co.I 13001 48th Ave.S. Tukwila, WA 98168 PHONE: 206- 722 -8457 FAX: '206 - 722 - 8442 WNER: RUSS & JENNIFER TO O srcsm+sma, : ; /� sr.PPL1® Aiv etsTAU. ®at eeerAr. �/ canRAaroR 0SUPPLI®AIO iNSTAGm eT O1iB2: QQyy 31APL.eo.9Y saDaoR SMIRKS. NC. 6O MSTALC®9Y ems.. C,ONIRAGTOR. DO NOC SCALE OFF PLANS, CALL INTERIOR SYSTEMS, FOR ADDITION DIMENSIONS.. (414) 4849(3 TFIESE PLANS AND t�T.- SPEGIFTGATIONS - TEEM TE GONT AfZE PROPERiYOF INi13aO1t5Y5T@45i:WG TESE PLANS MAY HOT E3ECOP1M -... REPRODUCED: USED OR IIPL EMENTED.Ii ANY WAY, IN PART OR IN MNILE MITHORT THE EXPRESS WRiTIEN CONSENT OF INTERIOR SYSTEMS, INC_ :. -. ANY UNAuruoR reo use or THESE PLANS HILL RESULT IN PAYMENT' RE'. FOR 5ER%RCE5 R[3D4ER®' BY M1ERTOR'. SYSTt3^Ln: INC. MEECAtENINDENAZIYAST CARAT TEE PLFIS PEST ADA REELWE1ENSIO TE 1ST. oFOli!]ON8>6E NLielERSEtii6 SIPILLE REFOGREE ' TARCOKUA ICF.NrtINLMACCOF5 AS!WDAt NTIEIRE&TEPLIDNS5LAJTTB. Witten dimensions have: precedence over scale In all cases. -the contractor It Ii dnenskns ald conatiore at the Job sits crud notify Interior ssyEpstems. Incorporated of all discrepan- cies prior to starting work_ sheet title Fixture Plan pr'oJect Downtown Harley -Davi Iocoition Tukwila, INA I%8" I -0" d I d 'Cynthia Beck drawl hlf GB Ralph .Grebe dote rt flg I6-6 Si H Q 1 0 23'-6 I/2' these drowings- are the property of: 9'-4 1/2• 22'-6 1/2• o 1'1 if t -- - T' 2 1/2 43'-6 =■1111111111111111111111111 111•11 INTERIOR fl o � m o o ® ,' SYSTEMS INCORPORATED p.o. box 1049 525 rolling "meadows drive fond du lac, wiscor sin 54835 and " shall not be •used, copied or reproduced' w ithout written permission from the owner. »PD V2' � s a 2q 10 1/2" 2q 10 in 20 51/2 D »D 4'A' l -II 1 /2 —8' U16'— 2'.4 I/2 — 6 S 4D O O m 0 Q 0 _ 1111 l 1;i 1 X 4 2 rn I COLD STORAGE SPACE TO HAVE ROOF STARING AT 16'-0' AFF. 1'30 V2 CUSTOhHt I.OUNEE AtV SERVICE WRITE -LP SPACE TO HAVE ROOF STARTS* AT I6' -O AFF. 'T 3 38'. 3T- I2' Motor Accessories Area OPEN TO BELOV1 O Motor Accessories Area 1141 A TO BE EMT BY GL. -F-0 V2 J SU66E5r FRONT PERIheret WINDOP4 IN INTERIOR SPACE TOEIO AT IO'-0' BULKHEAD DETAIL MUMS tlFDI' eM Qi314 FLY OR Grillo) NELON Il5 MOT ® SLATIOLL EU1A076 ALL OFFICE F1RNITIRE Atf716TOO@4 STATION LOCALLY 10'3' 4T-4' ® cove s1Ee I/T Threaded Rod NOT TO SCALE 83'-5 V2' t4'-4I V2 TO BE BUILT BY 6L. PT -I LM -3 LM -2 LM-3�• BULKHEAD DETAIL '-11 V2' 36'4' T-I1 V2' MotorGlothes Area 1/2' TIreaded od -1' -0' OL. NOT TO SCALE 341 V2' I 1)ci 25 • licMaster -Car I V4' Screw - Zinc Pat I91655A201 (6 301 833-0300 • 18'-6' 1 0 1 1170 I O tY/ i2' (Dress\ '\Room) 0 DOWNTOWN HARLEY-DAVIDSON Standard Dealership , 131101 48th Ave:S. Tukwila, WA 98156 PHONE: 206-722-8457 FAX: 206 -722 -8442 WNER: RUSS &= JENNIFER TO � $UPPLA 7 AND IN: WALLOP 6r •119I<aR srSTEtei.•G. OsuFF em /WO INSTALLS , er eSeiEIL 0 surFuEo Am" ess,:tFL®sr 9rTuro er R IEROPESISRB$ INC 6SMLm nsr ealerAL coN7RwcTlole DO NOT SCALE OFF PLANS - LL . 1147621012 SYSTEMS. INC. FORADDNIQW- D IMIENSIONS- (414) 423-43 01135EPEANS. ARE:. THE DRAM/405,W SPECIFICATIONS-ME, CONTAIN AFZE TFE' rtzorEarr OF INT1 SYST@F ;NlO- THESE PLANS -MAY, NOT BMOC/MIX REPRODIJca (ASEO OR @TPlEM941® el ANT MAY, IN PART OR IN INNOLE i4RFGVT THE EXPRESS FRFTTEN CONSENT OF INTERIOR SYSTEMS; MG. ANY. U4AUfHOW2ffiIbE'OF-T2IESE . PLANS YELL REStLT IN PAYFISW DtE FOR SER:YIGE5 lftwacR SYSTEMS. ING MEE W.NE93r OFOR1304. ASEIGfEVERTIEaI 9eILIE „ iSP SELEFOR COMEtLY GEN71FA[LAOPEOCOP ASNQDA1®NI EAFEATIEanAlG6 location Tukwila, WA xale I/8" _ I O" des19nedby Cynthia Beck .; LB..; project,ma,d9 Ralph Gr.1 data 11/3/.18 shoe! 14I5 PRAMS IS TWESOLE PROP9GTOF HARLE1- CAV105a2 ao,a,� DRNINGS fER7rio EEREPR000O PSIRE2IEMOA.NMIEAl,HIREC ,. AMIDE MOW TIE EIFIXESEP NUNN COI5Bif OFIWeLer.oAV osret: xalt IG. " A A A A A GFty Ur A srrt Pa7IM wIttea dtrnernlons;tnave precearadue over scab in all cases..,_the cordrocFatc shall verify all rilinenslore and wren:J e at the Job sits and interior systems -Ficc perated of all cies prior to starting wort ra r. C - 3 sheet title Construction Plan praJect Downtown Harley - Davidson E CL 5: V4' s ■■•= H • \1111■ ■■ ■■ ■!1■IM�1■ ®I\®■ ►`.I ®t► 7■■e2111E►1 ■'- 1311■ it ®■■■ ■■■11 ■��1N1 ■®∎ 1■■■■ ■,1■1e1 ■O1 ■r Il■■�■wi■®a■®1■�1r I'iwil■IIIII■1r N■I! •r • Ir.pimr ®►w ii 2' -0' --- + - 5' - U 3/4' ---- r5 II 3/4' H wth sacra IF they do please contact Ord' Carte et Systems tic.. beFare Mares. purchoskog HI 1--q -4 lf2 H 1'-II V2' 5 Centered 41 — b' 4' -11. V4 3'-ID 3/4 Mm led e_ T-0 AFF 5'!2 V4' i I I G _12-0' 12 0' H' 4 2 H NOTE: GRAPHICS AND SIGNAGE ARE TO BE DETERMINED. CORPORATE HARLEY- DAVIDSON MUST APPROVE ANY GRAPHICS AND SIGNAGE BEING USED.' THEY ARE ALSO ROLLING OUT A GRAPHICS AND SIGNAGE PACKAGE WITH THE TARGETED FINISHING DATE OF SUMMER 'qq. PLEASE CONTACT CINDY GERKE AT , I20-q23-4313 EXT 165 OR MARY MiLOSCH, AT 414 - 343 -45b3 ABOUT GRAPHICS AND SIGNAGE. il> 1 -6'-11 12'-- b' -II'', V2'—' 3'-0' I Reeds to be warted to nal atvve midme(TYPICAL) FVt 'E'.. Mitres on a thee' to cane on dreg ,store Elvers and to tun oft nO 10-12 P.M. Yenfy ' HIM Omer. P P • Mort .6'.nexus over center of shk L ■■ tV ► =1;7 ul ■►z /, /�1 111111 ■ .® ■ ■ ■ ■i1 ■ ■ ■ ■i��rw�r�I _ ®i ■ ■■■ ■ ■ ® ® ■ ■i�/i■ ■® ■!III - '.1■ 7 Sin'iillow virt!■Iili��morriI" ∎rmor ∎v ■11■■ ��s'7�1 ® O: .,T�►�f�. u i�/>SI -Z .. �} v /AlBa w�� ■ ■��� ■■s■■� �rar��■ME■■711 „� ®�� ■ ∎M■vr r nINAMEN� III IJIM r ■ ■eIll . .. ■■■ I ■ ■■ ■ ■1 " ®I,►=/3 ►-13 ■ ■►=13ii►z13AiT All •\11111111KrAII: 111111118 MN e311►=/13■■►=/MI0M ►/1311 ®\I1 R ° IMAM O° ; = !! ■■ ■■®= %■ ■ ■■r;iL �!!> .ri- i1■ ■►`.r7`■ ® ------ INIMIIIIIIIIIIII ®■ ■fall ® \l -- -- .11 NESIENHomir ei ■ ■■®,®® ■ts■ ■. Amism nnami ■■■i■S■ '' ■■■1®■ors iiil 111 3111111111111 M11111111i 11111 11! D' 1®.11 ■ mart/ 3∎ ., .-�L9m -atee ..,' mrdty: :amen 13®i►=13■ ®' �. - 3 ■i 3 ®■ ��] ®L 3 ■ ®'1'■ ®�� 03 ■ ■ ►= 171 ®w %■ 1hil® 111® I 111111111111/® ®1111111111 111111 111111111V Ai DOWNTOWN! HARLEif— DM DC Standard Male 13001 '481h Ave-S. Tukwila, WA 98165 PHONE: 206-722-8457 FAX: 206 -722 -8442 WNER :' RUSS & JENNIFER T () saur 1s:1VD g6 6f TALLED(3T era S1ST75MC. O A)O sestmaL. ® !sr 6eteRM.. GONiRAGTOR ' 0 SLPPL® A)O I06TAr r i.n eT OfMEM , 0 Sr PRCJ 13Y INiHeORSTSTHSk 1iG REJFALIF9 BT 6l3HiA4OONTSR/ici , DO NOT SCALE OFF PLANS- GALL olt4ENSIONS.. ONES M25-ENS mese PLAT AtiCi FE vice.4./76 ssd0 SPECIFICATIONS THEY' CONTAIN ARE :THE '.. PRomerr OF BLrERrGR SY51$15,111., ' nose PCArgss 14AaYt.:sr € E COPIED REPRODUCED USED OR IMPLEMENTED IN ANT HAY, IN P.ARTOR R4 k•IOLEWiHOOT THE EXPRESS MUTTER CONSENT OP INTERIOR SYSTETISOL' O. ANY UTAUTHORR87' 115E OF'MIME : = . PLANS FILL REsura N PAYPIENT FOR SERV.E5 REIVERED EsY 11 , iTE3dO R MEARES. ALt3Jc eoon)'A5 ENTAST Mu elffERAISNEETWAREGIAR31917157011EftEr w GROOM ntE' 11GkE1tmrie416E.3Yatio R ESPONSE .E FOR CteReiCE N.RLRLADIF000ES' AS 1M10ATED N TIE ATEI RE ESELeie 6 fd roti 1N50FtAkele 11E5CEE PRCPHNYDF HARLEM omiriscM CRALOISSPFEICitle : BER3rFORCERIX5iRIBREt.ORMILEACUREDA one Tg£T 111CUTT)El ft•TIEFICA19311, OF ITAO.Ey- DAVtpnel MOTOR CO—W.; ::` "; - -«:. A A A A A d )rr cF T' Rue ( EtA J11F widen' dimensions have Precedence over scale in all cases. the contractor shall verify all dimensions cod cone:Mots at the Job site and rotWtE nteOIO - 5�y5 p r i ncodporc1ted of ale dtserepae': C165. 1w to 5twtktq Mark. r7 Ci ILJJ Ix v i x — ° C 7 7 rn e. O �/ H ) ( 2 ZZ o � e Z QM, o Sheet title Lower Geilinq Plan Downtown Harley -Daki Tukwila, WA yG(kb' V8" = l' -O draw: GB designed by Cynthia Beck s e, yidson, Tukwila, WA or Systems, Inc. !rear Lighting Design Nevem bar 24, 1998 H•rley -0•vidson's National Lighting Program: Page: 1 of 1 Electrical contractor to bid on installation. Fixtures supplied by owner LIGHTING FIXTURE SCHEDULE TYPE 3230 41 8 30N Prismpack, attached to ballast, uptight, E31 optics 3 F3216/6 PX35 2X4 Recessed Parabolic fluorese•nl 4' Track, black 13' Track, black 12' Track, black CATALOG NO: PHA N� 110M-0-230U31 DPA2GL181S340- 120 -03 LA .3 NO. TYPE C /D /E C/D /E C /D /E C/D /E C /D /E C /D /E C /O /E C /D /E D K N MFG, Hb LO LIGHTOLIER LIGHTOLIER LIG HTOLIER LIG H TO LIE R UGHTO LIE LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIG HTOUER HOLOPHANE LIG HTO LIE LIGHTOLIER LIGHTOLIER LIGHTOLIER LITHONIA'. ARTEMIDE JUNO LIG HTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER DANALITE DANALITE DANALITE DANALITE 80048 E 8008BL 6012BL 8050BL 8053BL 6054BL 8041313L 8049BL 8279ENW EIL 02454 8338BL 827313E 5404PC KW 244 1205 0 (98' (4) 4' lamps) KW 240 12050. SW 440 12050 DMW 232 AR 120 552 Aluminum 837W H 86758BKX12 8611BK 8056CLW 7226H F120 C8 CLW / C58E 100HG M W B 240RSHPF /S0 TCU40 120 SO DISPLAY CASE supplied by cab: maker S H -45 8 MC1 ET815L LP20 F40 13013X/5 PX35 60PAR /HIRISPI0 °SOU RI S /CMG/OS P 100A17/90/SSXL/130V F32T8ISPX35/U/8 F3218/5 PX835 F32T8 /SPX835 F32T8/SPX835 F32T8 /S PX835 F3278 /SPX35 F98 XISPX35 /835 050MR18IC /CG /FL F28DBXISPX2714P M XR 100IC /U /M ED F3275/835 F32T8ISP X835 DESCRIPTION NOTES. 5 3. `L' Connector. Flax Connector, black In11ne Connector, black Power and feed, black Mini coupler, black' Com peat fluorescent we :brash. black PAR3811•logen track head. black Low voltage track head , black. Holephane dressing room fixture; mount al 79' AFF Bathroom wall bracket, mount 89'AFF :. Service Ares 4 Lamp, 8' fluorescent industrial Compact Fluorescent downlight Metal halide surface cylinder downlight 2 Lamp wall bracket, Mount at 7V' AFF Undemabinet task light 45 Halogen undercabinet low voltage light ISO VA In -Imo electronic transformer, 12V 20W Halogen bi-pin lamp. (7) lamps per unit Mounting clip, (0) clips per unit. 3 3 3 Service Area - 2 Lam 4'. fluorescent industrial Parts Ana- • Lamp, 8' fluorescent strip Dressing room fixture E noosed, gestated waterproof industrial. In-wall stair lighting, mount fixture at 20' above step /FLOOR.. Mono -point wall light. Mount at 813' AFF Mono -point wall lack with integral SOW xfmr.. magnetic. Mount at 8, AFF. NOTES: 1 , A Iternale. (I) track head for awry 2'0' of track betwe n typ s 'D' 8 - H'. IE: For every 4' of track - (2) heads. (1)'D' 0 (1)'H'. 2. Allow for (1) track head for every 6 of track. In between 4 C 4 fixtures mount (2)'D' track heads for punch. 3. Mount irsek at 9Ti' AFF. Mount track to unistrut (or equal) and hang using threaded rod. Couple lengths of threaded rod togeth if necessary. 4. 3/4' NPSM stem by contractor. 5 V4' TC' Fbtbres should be Gartered on writs —ad be mounted of LY -0'. AFF. Unless otherwise noted 'r Rem as to be centered —dam h Reel. rtaatetg pastel CUSTOMER LOUNGE AND SERVICE YRITE -LP SPACE TO HAVE ROOF STARTING AT IA' -0' AFF. Dress Pb at I '-O AFF. iii'I1I♦111III♦ oI♦I♦'1♦'11•I♦I♦1,111M 11111■11 ®11■,■ ■1111■ ■11111■■• 1 1115 ® ®! ®� ®11 _ , , , , .2-I ■►-�1\ =e11\ - 01 ■■►-11 \ ►- � � \ ►� X11111 ■1111111111111111111111111111111 111■ ■ ■■ ■■1111 ■11■■ ■■111111■ iA�1111■ ®1111.110 ■1111 ®1111io 1111■■® wilmoi ■► I ■ ■ ■K■ W® =■N ■■■1111 01116 110We: I. EMI =NEM BUM N T O B E L O W NOTE: GRAPHICS AND SIGNAGE ARE TO BE DETERMINED. CORPORATE HARLEM- DAVIDSON MUST APPROVE ANY GRAPHICS AND SIGNAGE BEING USED. 11-fE'r ARE ALSO ROLLING OUT A GRAPHICS AND SIGNAGE PACKAGE HITH THE TARGETED FINISHING DATE OF SLIMMER '4g. PLEASE GONTAGT GINDY GERKE AT 920- 923 -4313 EXT 165 OR MARY MILOSGH AT 414343 -4583 ABOUT GRAPHICS AND SIGNAGE. A D Lightr9 to be adonanal anon TYPGAL .graphics Or logo to l Mooted at Co-20 AFF Feature Motorcycles MotorGlothes Area vlds Tukwila, W A or Systems, Inc. hoer Lighting Design November 24, 1988 Harley -Davidson'. National Lighting Program: Pape: 1 of 1 Electric•) contractor to bid on installation. Fixtures supplied by owner LIGHTING FIXTURE SCHEDULE TYPE A TYPE 250ISPJ0 /U .B C /D /E CID /E C /D /E C /D /E C /DiE C /DIE C /DIE C /D /E MFG.. HOLOPHANE LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGNTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER HOLOPHANE 8273BL 02454 LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIMON. F3218/SPX835 F32115/SPX835 ARTEMIDE JUNO LIGHTOLIER 3278/SPX835 F3278/SPX835 LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER LIGHTOLIER DANALITE DANALITE DANALITE DANALITE CATALOG NO HD M C250U31 DPA2G L18LS 340- 120 -03 6004BL 8008BL 8012BL 6050BL 60538E 60518E 6048BL 6049BL 8279ENWBL 8338BL 5404PC K W 244 12050 (98' (4) 4' lamps) K W 240 120SO S W 440 12050 D M W 232 AR 120 552 Aluminum 837W H 8875BBKX12 861181( 8056CLW 7228H F120 C8CLW / CSBE 100HG M W B 240RSH FF /SO TCU40 120 SO DISPLAY CASE supplied by cab. maker SH -45 ETB15L LP20 MCI LAMPS F40 /30BX/SPX35 60PAR /HIR /SP10 1 F32T8 /SPX835 F32T8/S PX35 050M R 16 /C /CG /NS P 100A17/90/SSXL1130V F32T8 /SPX35 /U /6 F32T8/SPX35 F9BX/SPX35 /835 050M R18 /C /CG/FL F26DBX/SPX27 /4P M.100 /GUMMED F32T8/835 DESCRIPTION PHSmpack, Mt.'s. to ballast, uptight. E31 optics 2X4 Recessed Parabolic fluorescent 4' Track. black W Track, black 12' Track, black . 1.• Connector Flax Connector, black In -Line Connector, black Power end le., black Mini coupler, black Compact fluorescent well.. black PAR38'Halogen track head. black Low voltage track h.. , black Holophan• dressing room fixture, mount et 7V' AFF Bathroom wall bracket mount WE AFF Samoa Area -4 Lamp. 8' fluorescent industrial SerMCe Area - 2 Lamp, W fluorescent industrial Parts Area - • Lamp, 8' fluorescent strip Enclose4 gasket. waterproof Industrial Dress. room fixture In all stair 0 ht in oral flz turn at Mono -point wall E5bt. Mount at 8'0' AFF. Mono -point wall Jack with Integral 50W stmt. magnetic, Noun Compact Fluorescent downlight Natal halide surface cylinder downhght 2 Lamp wail bracket, Mount at 7 AFF Undercabinet task light 45' Halogen undemabinet low voltage light 150 VA In -lin• electronic transformer, 12V 20W Halogen br-pin lamp, (7) lamps per unit Mounting clip, (4) clips per unit. NOTES 5 3 3 3 3 1 NOTES: 1. Alternate (1) track head for every 25' of track hem. n types 1 D• O 'W. A: For every 4' of track - (2) heads, 0)'D' A (1)'H'. 2. Allow for (1) track head for every 60' of track- N between 'C' Futuna mount (2) 'D trauk heads tor punch. 3. Mount track at 9'6' AFF. Mount track to unlatrot (or equal) and hang using threaded rod. Couple lengths of threaded rod togath If necessary. 4. 3/4' NPSM stem by contractor. DOWNTOWN HARLEY- 6AVIDSON Standard Dealership 13001 48th Ave:s. Tukwila, WA - 9816/J PHONE: 206- 722 -84457 FAX: 206 -722 -8442 WNER: RUSS & JENNIFER TO O31P PLJ® Alt' R45TALLED BY r1SEWOR $Y9Y- O 5IFPIJEo At0 OISTALLEO BY 6EttscAL GONIRAcrom. 1--1 0 SUPPLIED AIO RbT A ar t 8YO 4 ® 51.PPL 1®DY ROTER'OR ,kiNG- MSTA CLm BY6H6PAL CQIIRALTOR. DO NOT SCALE OFF. PLANS CALL_ onEPJCR S'S (41 4O FOR ADDIECIPAI- oimats{ ote (4r4) ) 48 - 43h3 - ESE.. FLANS A!&7 THE CHEAHOTED AND SPECIFIGATrf7N , THEY OOMTAIN e5 S VIE PROPERTY OF INTERIOR'SK51'@151, C� THESE. PLANS HAY NOT BE COPIED OPE7' REPRODUCED, IN f/5 ®R O IFPLEHENTED IN ANY HAY, PART OR LH kH0[F. iinicur THE INC. RESS wRITf CONVENT OF INTERIOR INR ANY UNAUTHORtDED USE OF THESE PLANS HILL. RESULT IN PAYMENT DUE FOR SERVICES RENDERED BY INTI 0R: SYST@5� INC. (26508171146'A}'HdcN153OH 5S IFY/Cr Mai DEE F)ANSIgrMA WARMER. TOBE18T REPOIDDEFOR CaftL4 EHEIALMA e�5 SOAIE7 AREA TIEBRRe1511GATEtt nos 09, hi1515 TIE. PROPHdrOF FINZJET- DAVIDSON CONG... ARENDTTO, R@fKAUGH7,'. DISTE1991i132; OR .FiNIFALI 'AT ANYTIME HITICUTTHE EXPO1.17ENG@®ii: OF IMRET- DAKhdr morocco. N4. written dimensions have precederi Via. over sale n oil cases the aXtzacta' shall vet Es all dimensions end O.OndEkra at the Job site and t InteInterior i� rter p Incorporated of oft c of ail nlscrepal- bs prTOr to starttrgwxk- .himtrtittel :. Upper. GellInq Plan t Downtown Harley -Dav ',location - 1 Tskwila� LJAk xa� " by Cynthia Beck a'ONo bJ GB project imager Ralph ; Grebe !; IIF3/98; "beet WORM a __ a;: O Giosin• Offices and Stairwell SCALE: 3/8' = Second Level Harley- Davidson Brand Imagery Program Wall Frame Fixtures with imes m 2' -3 1/4'` Harley- Davidson Brand Imagery Program Wall Frame Fixtures with Images 2' -3 f /4' /*Motor Accessories 4 Parts Gounter V- SCALE: 3/8' = For All Brand Imagery Frames and information refer to page 51, the Finish Schedule. '. Second Level 7-3 I /4" GanvaS Farrier IRON GLIMMER POIVERCOAT FINISH Any 5ignage or Wall Murals must be submitted to Harley - Davidson Gorp. to be approved by Mary Milosch - 414- 343 -4583 MaTtR HAR[EV"DAVIDSON T 3 1/4" Ge i l ing ,height will vary from I6' -0" to 30 -0" P.F.F. due to roof slope. Conceptual Painted Wall Mura Downtow B l LL O l Image See Note For Specifications RAILING PER OWNER b' 11/4° T Refer to 51 page for a,ll Finishes, F3 for Hall System specifications and GI/G2/C3 for Gabintery e details. DOWNTOWN HURLEY— DMViDSON Standard Dealership 13001 481h Ave.S Tukwila, WA 98168 PHONE: 206 - 722 -8457 FAX: 206 -722 -8442 INNER: RUSS & JENNIFER T Q SI.PPL� ArV WS swam: , Err sebum SY5THi5. NG. ' sue., ®�raear,c.cmarc�euc -` caMw�saz..', ❑ smarm Ara xsrru ® oieez �� B>• rriacaR ��..� 1r6TALLID K 68BtAE GGI6R/fGTOR. . ao NOT sc.AEE OFF PEONS_ GAEL_ MT 1sI S(57BTx Il2=.FORAOdiNONM1E THESE PLANS AND THE 17RAt@155 AND -. SPEGIPIGATTOH•TNEY CONTAIN - Art TEE PROPERTY OF' I4TERfOR SYSTEMS, TFESEPLANS ML4Y NOT BE CAPE, DROOL I IN L MEI" OR IPP EM p HF ANY WAY, ; IN PART OR NTIOLE mmsur THE E7:PRE55 MUTER CONSENT OF .� ANY UJAUTHORIZi1' USE OF .= PLANS WILL FE:LEY de PAYMENT DOE. FOR: SERVIGES RENDERED ETY ME9210R RESPRE NSNEPJLAI6NtINaS/evwY'/CC Nod THEERAt6igT NNORECUREENISTOTIELER, .E FOR CO LIIICENTNALLADACODE: A5 MIDAT® 1IE NIat iLEMILDIG6EdGNEE • R.l S Er A s TLE° ELTd7PEtTY. CE- WET -0AVDSOH GOA.tRVf IESAPELOCT E3Ei 11 70 D61I�1� CRHAif.FAG USDA ANY@£HEnnur:nE DFFESSED kaiseEGaaa;aR A date /\r.arwn Witten: dimensions- have preaede[N over scale b all io'ntrOatee shall verify all dimensions ard:corrdsb(6 at the Job site and rot systems incorporated of all cies prior to storHiq Work_' . ; .._ A A 0 A adTFR v sheet: title Elevations Do o t wntown Harley-Davidson ukwila, INA 3/8" '= I deslgr.d,by . Cynthia Beck.: dr awn GB ,proJect m Raiph:6rebe data .., H/3 /a8 Meet 1os Any 5Ignage or Hall Murals must be submitted to Harley- Davidson Corp. to be approved by Mary Milosch - 414- 343 -4583 0 Conceptual Painted Wall Mural ^Parts Counter/ Motor Clothes �1 SCALE: 3/8' = 5' 2 l /8" PTT... MOTOR HIRIEY °DAVIDSON ® Refer to Details I/5 and 2/5 ec n Level For AM Brand Imagery Frames and information refer to page 51, the Finish Schedule. b' I I/4° 5' 2 l /8' IRON 6LIhR'ER POI DERCOAT FINISH —LI ti— C Ceiling height will vary from 16' -O" to 30' -0" A.F.F. due to roof slope. —3'-4 3/4° All *Mhos tobe 3' 4 3/4 "— 1)99 Refer to 51 page for all Finishes, F3 for Wall System specifications and GI/G2/G3 .fo itr details. DOWNTOWN HARLEY-DAVIDSON Standard Dealership maToR 13001 48th Ave.S. Tukwila, WA 98168 PHONE: 206- 722 -8457 FAX: 206- 722 -8442 WNER: RUSS & JENNIFER TO ° S PPLIED An, INSrAum en MIER.. srsTES. Inc. SUPPLIM> A INSTALLED Dr GENERAL caraRA�roR. D SLFFIJ® AND INSTALLED DT o ® 9.PPL1� B SYSTEMS. Y FICENIOR SYST. INSFALLE3 DY SEVERAL GONTRACrO Z DO NOT SCALE OFF PLAT. GALL INTERIOR SYSTEMS, MC. FOR ADM DIMENstor4s. (414) 48436 11-ESE PLANS Ara, TIE DRAWNCf SPECIFICATIONS THEY GONrAM AT. THE PROPERTY OF INTEWOK SYSTEMS, MG. THESE PLANS HAY NOT BE;GOPe,. REPRODUCED, USED OR IPFLE ELATED - -. ANY -HAY, IN PARTOR IN }MOLE mrticur -. THE EXPRESS WRITTEN CON5ENF OF INTERIOR SYSTEMS, INC. ANY UNAUTHORIZED USE OF MIME PLANS KILL RESLI -T IN PAYMENT' DIE FOR SERVICES RENDERED BY IenEaaz iE{ORDS& RERCANSNINOL5ASEIIT ACT - CON T,EEPLAID Er ADA R6iI@EU OF OM t46.4826E VIA.IEt sE@PERSPI EE AS MNOAT® IT TIE AITFa TTE 9RDM615IOCAVII. 11e5ORPiIN61S 1TE%E PROFERTY OF -: HARLEY -PAW.. COJI .ORAF 6/RENOfTO BE M:RORKE:4 DISTREUIEr OR AMTIE NTIEUT THE ErFIESSEDPRITFMIGASHTI .' OF R Er- DAVDSeDvTOR CO A 0 A A Q CM OF ism. A A draws by GB project ma Ralph Grebe 11 111ii e sheet PERM czaral . written dimensions have precedence aver scale H all eases. the contractor stall verify all dImenstors and caiidiioTs at the Jab site and notify fntei for terns incorporated of all discrepan- cies prior t0 starting work_ sheet title Elevations project Downtown Harley - Davidson', location Tukwi WA scale 3/8" = 1' =C" designed by Cynthia Beck a. 105156 4 p MotorGlothes SCALE: 3/8" = I' -0" Bike Display SCALE& 3/8 Upper Level Offices and Hallway to Russ Office Canvas Bonner IRON SLIMMER POWER2COAT FIN141 Display Fiber Optic Eagle Here Canvas Bawer Motor Glothes Display With Bust Forms 6'- An Enlarged Image Approved by H -D Gorp. Motorcycle Display above Dressing Room (Make sure the structure is sturdy enough to hold the weight of a Motorcycle) 4 iON MotorGlothes 9 SCALE 3/8" = I' -0' SUGGEST HINDOHS TO BE —AT 10' -0" A.F.F. PER OWNER Ceiling height Hill vary from 16-0" to 30 -0" A.F.F. clue to roof slope. &25 . 8 IRON GLIMMER PONIDERCOAT FINISH v Refer to 51 page for all Finishes, F3 for Hall System specifications and GI /G2 /G3 for ms's' -r: details. DOWNTOWN HARLEY— DAVIDSON- Standard Dealership t 3001 48th Ave.S. Tukwila, WA 98168 PHONE: 206- 722 -8457 FAX: 206 -722 -8442 WNER: RUSS & JENNIFER T y1PPt]EP AK, RsaAaLED Br INTERIOR Sr51100 0 ,91.PRJE0 APO INSTAf "m sr el4HlIL coNCRA�TaR. El SuPPLI® Alo P/suALLED BR' 01+6c 0 SpPU �N ®nsr srscar 6O �ALL® e@ BY 6iAL aaNrwrGSaR DO NOr SCALE OFF roe GAEL MTER., ST57 @7S. INC. . FOR ADDITIONAL DIMENSIONS (414) 49 -438 TFe5E PEALS AND THE DRAJlN6{s AN0 SPEGIPicATTONS net CONTAIN ARETiE. PROPERTY OE INTERIOR S �'n3M5 A1L... . TH.e PLANS HAY NOT EE GOPfert REPROD ea , 5ED OR IMMESIEffilEP IN ANY WAY, fll PARS ORBS MOLE NITHOiF TFE ExPPESS WRITTEN coNeleur GF INTERIOR SYSTT3G INC. PLANS WILL RESILT IN PAYMENT DIE FOR SERVICES REFORMED BY MIRROR srsTas Bic. - , IEBARM45.64.6Nifi1 rAalu- WEE PLN6 FEET ADA IE ME143R5 TO.TTE Eer OF ax IO<OIt&.KE: morreiekTFEMBESAILW REFD5B[EFORCZNI AI REHBfAtl.AfIAOXkS ASKYBAT®W N EMEt BE BIRDCISSIDCAIER NIS SWIMS 15 NE SD. FROMM' , HMdtY -0AVDs.AN CORO. ORANNE6 AtENDTTD BERERODUO®,VISTR NE CRHANFACNNE9 ANYTB£ NUM THE o NISTMCCOMENT c fwa.er- cavouol someco.FG. A A cn , - A L� rEeencr (;411 =. A A A written dimensions have precetleripe over scale In all cotes. the contractee stall verify all dimensions cad condltrole at the Job - site - and nat5F5 Interior systems ucorporated of ail clbcrepcn Iles prior tD starting Nock. sheet tltie.. Elevations Downtown Harley Davldsoili locatwn Tukwila, WA` 3/8" =:`l' -O" da.19. w! Cynthia Beck drown by P"..Oct manager Ralph Grebe 11/3/98 sheet -- 1051 Electrical for Bulkhead to be dropped from the Mezzanine area. IRON 6LIFVER PO'fiDERGOAT FINISH Second Level An Enlarged Image Approved by H -D Corp. Fire rated doors— Railing Secondary Bulkhead Built b G.G. To be suspended b threaded rod or aircraft cable. Per G.G. and Owner. 4 Half Wall with Slatwall on the back side OM UM NM aIMSMI NM MIMS MI MINNIEMM MIMI MI MI NM IM1 =MI= NM =EMU =MEM MI IRON 6LIHR»IER PONID6ZCOAT FINISH Ceiling height Hill vary from 16-0" to 30' -O" A.F.F. due to roof slope. Refer to 51 page for all Finishes, F3 for Wall System specifications and GI /G2 /G3 f n r details. 1Hs DRAmos S 7fE%LEP111713211 . 0F .. mater - DAVDFAtE GO,Ac DRANDSSAUENUCTO DE RI D157103REt CR IfAIRFALRED AMORE DDICUTMEEXPRE5663WITTEIKONSIDIT aF iw¢EFDAVOSDI nmRCO NG. sheet title Elevations '1113 /4e sheet 13001 48th AveS. Tukwila. WA 98168 PHONE: 206-722-8457 FAX: 206- 722 -8442 WNER: RUSS & JENNIFER TO Q9 F PLIE� ANS a6rACEE7 err a.raaort sK SSSe. :CZ aliMMIES7 e esrwec ®er eeerAL coxlwcTOEt' 0 slIPvc® A!O alsrAet ®ex OWER. O�svpc ® % aa eee eaaro c o N NO A p0 easr..um oY aeK caaRA�TOre. v0 Nor SG.ae:E orf t9.Ate. c "LL INTERIOR STV ° 4.4) IG FOR ADONIONAL DIMENSIONS. (4E4J 48 -436 TFESSE. PLANS AND THE DRF @165 AtE SPECIFICATIONS ITN, CONTAIN ARE THE PROPERTY INTERIOR 575784+. THME',PLANS NAY NOT ISELOPm'' REPRODUCE!, US OR DPC61H4113,111 ANY WAY, IN FART 01Z IN mom. tarocur THE E<PRESS NRITIE1 GON5E4T OF INTERIOR SYSTEMS, ING. ANY LNA INORfZ137 USE OF TFESIE. PLANS WILL RES L1 PAYMENT OLE FOR SIEWIGPS R$49EZEL7 E3r:_ENTt3RIOR SYSTEMS. INS. RF£.NANS MEISCAN iafDISMEI Y ACI (MA/ nE5EPUNSFEET ADAIREGUREIENISTenigEe51 OF OUtKlatEOSE MEYER Ite NHL9WLee' REPONSE E FOR..ONLIM ENIHN.LADY4COM5i=; AS KVOATtD FN DERMA TIE 9tDN 5 SWAM written dimensions have precedence over scale In all cases_ the c s*e r:OT`. shall l v v at eerRy on d ne.Sions and ' B Job site and b teEto[� Flcorporai:ed of ali =sprier tD s t01^tNIQ Master Finish Key CODE 'DESCRIPTION COLOR 15TYLE ' MANUFACTURER PHONE FLOORING CPT -1 Commercial Carpet Compass 16110 6roundworks Shaw Commercial' *800- 342 -7429 WO-1 Hardwood Flooring Maize EWM-3200 Maple Bruce Hardwood Floors *800- 526 -0308 CT -1 Ceramic Tile Leather 633 Culture Dal -Tile * 800- 933 -8453 CT -2 Ceramic Tile Black Galaxy R 200 6raniti Reali Graniti Fiandre *800 -828 -9074 T -1 Transition Strip Black CCA -40 Conc - 1 Johnsonite *800- 236 -7225 T -2 Transition Strip Black E6 -40 -H Pt -1 Johnsonite *800- 236 -7225 T -3 Transition Strip Black CW -A-40 Pt-1 Johnsonite *800- 236 -7225 W A LLB SLW -i Slatwall Maize Shibori SH -2 -2T H -D Custom (3 O.C.) Nevamar *800- 488 -0773 4° Slatw all Insert Champagne insert VW C -1 Wind Mill *800- 548 -7528 Gyp_ Board /Glass Slotwoll Insert White Gold Insert VW C-1 Marlite *330- 343 -6621 PT -1 Paint SW 1142 Gourmet Mushroom Closing Office Sherw in W illiams *800- 382 -6567 PT -2 Paint SW 1014 Hematite Gyp. Board Sherw in W illiams *800- 382 -6567 PT -3 Paint SW 1025 Origami White Gyp. Board Sherw in Williams *800- 382 -6567 PT -4 Paint - Zolatone 5 -21 - Aqua Fleck Acrylic Latex Multi California Products Comp. *617- 547 -530 P T -5- Paint - -- CEILING SPRAY OUT SW 1130 Neutral Ground PER OW N ER Sherwin - Williams *B00 -382- 6567 VW C -1 Vinyl Wallcovering Oyster 5021 -08 Grande Korosoal *800- 515 -2111 CA BIN ET & FIXTURES SR -1 Sheet Rubber No. 163 Lonplate I Lonseal *800- 832 -7111 LM -1 Plastic Laminate Maize Shibori SH -2 -2T - Nevomar *800- 488 - 0773 LM -2 Plastic Laminate Maple 3006 -T - Lnminart' *800- 323 -7624 LM -3 Plastic Laminate Graphite Talc A6361 -5 Pionite *800- 485 -9123 ML -1 Metal Laminate Brushed Aluminum FA006 -6 4' Pionite *800 -485 -9123 MM -1 Melamine Almond 4923 Funder or local source *704 -634- 3501 MISCELLANEOUS EQUIPMENT SN -1 ADA Restroom S ig nag e- Braille and Symbo 3" x 6" Qty:0 Scott S ign Systems 800-237-9447 5N -2 ADA W omens Signage - Braille and Symbol 6° x 8" Qty:1 Scott Sign Systems *800- 237 -9447 SN -3 ADA Mens Signage - Braille and Symbol 6" x 8" Qty:1 Scott Sign Systems *'800 -237 -9447 SN -4 ADA Fitting Room Signoge - Braille 3" x 15" Qty:1 Scott Sign Systems *800 -237 -9447 Dressing Room Cast Signage -- B - 1 4° - SN -5 Se of 7 ( #99973 -9605) 6yp. Beard VW C-1 H -D P 6 -A Rep VWC -i 5N -6 Set of 5 (#99974-9605) Gyp.Beard Pt -1 H -D P d A Rep SN -7 Set of 2 ( #99975 -9605) Cpt - 1 -- H -D P & A Rep 4° BS -1 Bar and Shield Plaques Pt -1 Qty: H Corp. (Lori'Udovich) 414- 343 -4570 ROOM FINISH SCHEDULE RM ROOM NAME FLOOR BATE WALLS CEILING REMARKS MAIL. FIN. MAI, HT. FIN. NORTH FIN. EAST FIN. SOUTH FIN. WEST FIN. MAT'L. FIN. HEIGHT 001 Service Manager Office Conc - 1 - -- B - 1 4° - Gyp. Board Pt -1 Gyp. Beard P1-1 Gyp. Board /Glass Pt -1 Gyp. Beard Pt-1 AT -1. - 9' -0 #3 002 Closing Office Cpt - 1 - -- 8 4° -- Gyp. Board VW C -1 Gyp. Beard VW C-1 Gyp_ Board /Glass VWC -1 Gyp. Board VW C-1 AT -1 -- 9' -0• #3 003 Closing Office Cpt - 1 -- B - 1 4° -- Gyp. Board VWC -1 Gyp. Board VWC -I Gyp. Board /Glass VWC -1 Gyp. Board VWC -1 AT -I - - -- '. 9' -0° #3 004 S taire ell By Owner - - - - - - - - Exp. Truss .Pt -5 Varies 005 Motor Accessories Area Ct-1 '. - -- 8 4° - Gyp_ Board Pt -1 -- - 600. Board Pt -1 AT -1 - -- 10' -0• 006 Parts Counter Wd - 1 -- B -1 4' -- 6yp. Beard Pt -1 Varies - -- '10'-0• #103 007 MotorClothes Area Cpt - 1 -- B - i 4° - Gyp. Board P0-1 - - - AT -1 - -- 10 . .-0 . 008 Dressing Room Cpt - 1 -- B - 1 4° - Gyp. Beard VW C -1 6yp. Beard VW C-1 6yp. Bear VWC -i 6yp. Board VWC -1 Gyp.Beard Pt -1 9 009 MotorClothes Area Cpt - 1 -- B - 1 4° - Gyp. Boar Pt -1 Gyp. Beard Pt -1 6yp. Boar Pt -1 - Exp. Truss Pt -5 Varies 010 Service Write - up Conc - 1 - -- B - 1 4° - 6yp. Bear /Glass Pt -1 6yp. Board Pt-1 Gyp. Boar Pt -1 6yp. Boar Pt-1 AT -1 10 #14 3 Olt Motor Accessories Area Ct -2 -- B - 1 4° - Gyp. Boar /Glass Pt -1 - - - Gyp. Boar Pt -1 Truss 8 At -1 Pty /- V /l0' -0 ° #3 012 Motor Accessories Area Ct -1 - -- - - - - - - - - Truss & At -1 14-3/- V /10' -0' #3 013 Motor Accessories Area Ct - 1 - -- - - - - - - - Truss& -1 Pt-5/--- V/10 #3 014 Motor Accessories Area Ct - 1 -- - - - - - - - - Truss &At -1 Pt- 5 /- V /10' -o #3 015 Collectibles Ct -2 - -- - - - - - - - Truss A At -1 Pt -5/ -- V/10' -0• #3 016 MotorClothes. Area CO - 2 - -- - - -- - - -- - - Exp. Truss Pt -5 Varies 017 MotorClothes CashW rap Cpt - 1 - -- - - -- - - -- - - - Exp. Truss Pt - 5 varies #1.2 6 3 " Ole MotorClothes Area Cpt - 1 B - 1 4° - &yp. Board Pt -1 Gyp. Boar Pt -1 -- - Exp. Truss Pt -5:. Varies 019 Customer Lounge Conc - 1 B - 1 4° - - -- - Gyp. Board Pt-1 Gyp. Board /6 lass Pt -1 Gyp. Boar Pt -I AT -1 -- 10' -0' #2 63 020 Motor Accessories Area Ct - 1 8 4° -- - - -- Gyp. Boar Pt -1 6yp. Board Pt -1 Exp. Truss Pt -5 Varies 021 Motorcycles Ct - 2 B - 1 4° -- -- - 6 yp. Board /6lass Pt -1 - -- - Exp. Truss Pt -5 .Varies #2 A 3 022 Motorcycles Ct - 2 8 4° - -- - - -- -- -- Gyp. Board /Glass -- Sloss -- Exp. Truss Pt-5 .Varies #3 023 Motorcycles CO - -- - - - - - - - - -- Exp. Truss Pt-5 Varies #2 .33 024 MotorClothes Area Cpt 1 - -- - - -- - -- - -- - - - -- - -- Exp. Truss Pt - 5 Varies #2 a 3 025 Dressing Room Cpt - 1 B - 1 4 Gyp. Boar VW C -1 Gyp. Beard VW C-1 6yp. Boar VWC -1 6yp. Board VWC -1 Gyp.Board Pt -I 9' -0' 026 Motorcycles Ct -2 B - 1 4° - - -- - - -- - - -- app. Beard /#Tess Pt -1 Glass - -- Exp. Truss . #2 0 3 027 Aisles Wd -2 - - -_- -- - --- _- - _____ - -- _ Exp. Truss - . Pt -5_ _Varies ' #16 3 028 Hallway Ct - 2 B - 1 4° ayp. Board P0.1 6yp. Board Pt -1 ayp. Boar Pt -1 Gyp. Board Pt -1 Exp. Truss • - -- Varies #2 a 3 029 Women's Restroom By Owner - -- - - -- - -- - -- -- - - - AT - 1 #3 030 Men's Restroom By Owner - - - -- -_ -_ - - -- AT 9 -0' #3 031 Conference /HOG Room By Owner B - 1 4' 6yp. Boar P0-1 Gyp. Boar Pt -1 Gyp. Boar , Pt -1 6yp. Board Pt -1 AT-1 • -- 9' -0' #3 032 Deb's Office Cpt - 1 B - 1 4° App. Board Pt-1 Gyp. Board Pt -1 6yp. Boar Pt -1 6yp. Boar Pt-1 AT -1 - 9'•0 ". #3.. 033 Shannon's Office Cpt - 1 B - 1 4° 6yp. Board Pt-1 6yp. Board Pt -I 6yp. Bear Pt -1 6yp. Boar Pt -1 AT -1 _ q'_p• #3 034 Jen's Office Cpt B 4° app. Boar Pt-1 6yp. Board Pt-1 6yp. Bear Pt -1 6yp. Board Pt -1 AT -1 9' -0' #3 035 Ruses Office Cpt - 1 B - 1. 4 6yp. Boar . P1 60p. Boar Pt -1 Gyp. Boar. Pt -1 6yp. Boar Pt -1 AT -1 ---- 9' -0' #3 036 MotorClothes Storage By Owner - - - -- - - -- -- -- - AT -i erowne #3 037 Mezzanine Area Cpt -1 : B -1 4. -- - -- - - -- -- Exp. Truss -- Varies #2 63 Notes: 1►t' See elevations for Cabinetand Valance specifications Ls2' Paint columns Pt -1 A3 Paint Door or Window' Trim PT -2 20 4' PEG HOOKS 40 6' PEG HOOKS 50 8' PEG HOOKS 2 NISDBFR1 -1" BRACKET 8 MSDBI -R10 - 10' BRACKET ® MSFR4 - 48' HAI�IGRAIL MSHRRF - 12' FACEOUT • 14" X46' SF-ELF • 42 SLA1WALL PANEL Al 4' PEG HOOKS • MSDBFRI -1" BRACKET 1 MSCBF•R10 -10' BRACKET • MSI-R4 - 48' FIANGRAIL • MSFRRF -12' FACEOUT • 14'X46 SHELF • 42' X46' SLA1WALL PANEL Al 4' PEG HOOKS • MSDBFR10 -10' BRACKET • MSI-R4 -46' FIANGRAIL • MSF F -12' FACEOUT 14' X27 SHELF S 2 MSFRRW - WME' FALL 2 NISCBFRI - 1" BRACKET 6 MSDBI -R10 -10' BRACKET 3 MSFR4 - 48' HANDRAIL 4 MSFRRF -17 FACEOUT MSDBHR10 - 10" BRACKET MSHREX- HANDRAIL ENDCAPS MSHRRF - 12" FACEOUT 14" X27 WOOD 14" X46" WOOD SHELF 6 30 15 18 9 6 60 120 6 6 18 9 12 , desiyed .. 17y Cynthia Beck drocx by GB. project =roger Ralph Grebe I shemt title Schedule Plan protect Downtown Harley- Davids Tukwila, HA MM 3 -way Mirror Qty: 2 I5I, RCS or local 14" X46' SHELF 1 14' X22" SHELF 3 • IV Sl RF5 Y - WATERFALL EFFAI L 8 4 B 12 MSDBFR10 -10' BRACKET 48 6 MSFR4 - 46' HANDRAIL t:NG MUvB2 24 12 MSFRRF -12' FACEOUT 48 1 14' X22' SHELF 4 4 14' X46' SHELF 16 13001 48111 Ave.S. Tukwila, WA 98168 PHONE: 206- 722 - 8457 FAX: 206- 722 -8442 WNER: RUSS & JENNIFER .T O® 9FPiJ ANG resrA¢Hr erneenae etG. .c ® O 90PPL1® Ado teerAtzzo I3reO6eAL CONTRAOTOPL 0 MIPPLI®ANS HGrA zass ise - -: "sA=PL® err artaaac essrer ems. \0 psTAr r ED ear ENEMA . GONTRACrat DO HOT SCALE OFF FLA.. CALL m i t - o n R SYSTi34s, RIG FOR Aoo1TTOKAL DI MHJSIONS [414) 473 - 4dEf THESE PLANS Ata TIE DRAM.. AHD SPEGFICATTONS.THEY' CORrAed ARETIiE PROPERTY' of 114TEB5012 Sr5TEM% 1144 THESE PLANS MAY' NOT BE COPIED, nrEPPcoucerz (swat BWLEteare, ANYH4r, M[ PARrOWI1fPFWCo NtTHCDf THE EXPREZ6 H"RITnEN CONSENT OF INTERIOR SYSTEM R.. Arr u NAtInnoRizers use OF TTESe PLANS YELL REECLTT no PAYMENT DEE FOR ' s 129 OW R4i8eOnt ToE£ noc TADARFfH uoe 4TIDp£�T CF BR f i P.A ETifiR - MONEB Fii . - RE POi661EFazcavuoJ OEl4IoNLAQMIc A6144I12ATED TIEANEATIE91OI 6I NOW TM6D aaoiW S 1TESOE FROMOT E HABLE OAV105 1/COJIIG. OW MISSA €MOTTO BEREFRODOXE ESORMI ORNA ISFAA0A1 7AT SvYrnrerenvar tie BuoT RITR31cemenz OF RAR.Er-DA1/ffAN NOTORC.0.1M. DOWNTOWN 'HARLEY-DAVIDSON Standard Dealership Mai ° IFIAR [EY1 QS 1 CY[LE 13001 48th AveS. Tukwila, WA 88168 PHONE: 206- 7228457, FAX: 206-722-8442 WMER: RUSS & JENNIFER TO 5 1ppL119 ALO RISrANLE Dr Ii:oeiOR O sLVPL.9 ANV sisTALLso 6DH.AL wN:RAGTaz 0 . 9RPLm" ANV I6TAt r Eo Gr asset 0 swPr_m Gr l encen Aersn lG "' .' \/ R6TGN1® eY 6QQAL GO N1AtLTU1C DO NaT SCALE OFF PLANS, GALL. INTERIOR SYSTEMS eNG.: FOR A7DIIIUN,L OWIENVONS.. THESE PLANS AID THE DRAWINGS AM, SPECIFICATIONS THEY GONT 1 t-E PROPERTY OF INTERIOR STSTEM S NG. MIME. PLANS HAY NOT ISE GORIER REWORKED, USED OR w ANY - WAY. IN PART OR IN PNOI.E ietHOHT THE DRRESS PRITIEN GOSSESIT INTERIOR SYSTEMS INC. ANT IMAUTHORtZED USE OF THESE PLANS MILL. RESULT IN PAYMENT DIE FOR SERVICE REND@Imr3 BY RIH3tIOR $Y5TEH5 @1G [ZF5MS W E N 9drN G HininEMILITT # GF PON MEEE RAS PIE£T ADA R&innS 605 TO NEE.. . OF aftMION87CE FREVHCTHE aNHC9YYLI£ R✓EPOtEaE FOR COHRT.IARENn1ALL AD ACODE' I6MAR AI® AREATIE 91IONS SLOWS,.'. ' 1115 ORAiNG IS THE SOLE.RIOFHttt CF' HASLET-DAVIDSON COf1G- OR44 35AEIGTro EE REPPOO .M otsnaan®, GRNIHaFAG7i•F EoAT ?NITRE NiOaR THE ESIVESEED MIEN CONSSIT OF wAEY- DAVDSOR NOr02GO. BG. sheet Q A A A A A A written dimensions have precede as over scale In an cases the contractor shall verify all dimensions ad G * t1O/e of the Job site and notlf ktertor y to to ` cies pr sheet title Fixture Details Doi-Inform Harley- Davidson location Tukwila, WA Not to Scala C t thia Beck drown B � project manager Ralph Grebe • 11/3/SS art - - !i 1 I BLACK ALLEN HEAD Lockcbie 1. _ ® Silver Vein Finish I' Square Tubing 24 x60 \ Sliver Vein Finish l• Tubing 2'x Slat 1d Vag) w Vertical SCREW - 3/4' DIA mo ✓ 51atg^id (T�p1 I % . \ \�\\ � �� � •%••••• ... � � � C \ \ \\ \ \ \\ % % % < i 00 / / / /�, % %%,, ® O BACK of ® SIaTi^WLL P ANS I' STEEL TUBEf12AtE I STEEL CHANNEL DUTY STEEL 3/4' ••,...•- ® J `Q ��� $ i /g. . I ° � 10-1 ■ —II Door ` � I + �i�� ®\ ® ® / /// / /// / -/ / / / / / // � �� � , . �, �I �� ~/ • • mil I �� 1 � ' � t - \ \ ri • ( I MIMI I 1 ' HEAVY ' 3/4• r 0 Use Plastic q , ` :- . � ' - : . I i p - � 1 II ELEVATION � u'� Busf�Y�q inserts Double Vertical Wine Both sides. �" ` 21/2• 54 2112- � il �0"d 1 1 t;?t TY �� I I) �� at Glass I QUANTITY: _` • � at GLASS MUI QUANTITY: /8. / lg Cl amp at rte, Sg Iock Top Middle t To ' Bottom I (`/ t w GRID FIXTURE 3 • QUANTITY: 5 - Existing BOTTOM 1' 3/4 Pc tkle TOP VIEfr i can \ ® SLATWALL 4 -WAY QUANTITY: 3 NEIN Access Doors Es 3/4 P4iood— f Cubes 1 Existing - Replace Base OR Relaminate TOWER 8. Existing - Replace Ease 1" GRID FIXTURE Pi/SHELVE QUANTITY: 12 TOTAL - 5 - Existing / 7 - New ,1 � .J � ' '�j. IKE �I 152128IGVIFJti © E SCAM 41ppo> ,. 1 e ,l ® 1 I I 17 OL. T / I - 111 10--- ! � ►it ► , � ' 4 1 � .W. � ._ ;: Al.11 ill►f%CAW' �' • , :�1 � _ !411111111111. • A ,i • • � � —Recessed Pull x7ptiora t U 2• 3/4• Plywood . i_ � ` . -.) ` ! 1, I - L 4 ' �/ wlrr II/ II - ,j \ • F-2 -I • � �.' !i 38' 4 . 2 In 2 Via• I-2• ,( \ 36 1/2• SECTION LM-2 -i SECTION ® 2 I/2• �• 4 . 1 2 V2' 2 1/2 FBO yIEld 21/2 \ 2 VT 6 � r • 3/4 , % i4 J > ® 3/4' sat i! U J k i `-R-1 3/4 Satin Flash Yl� Aluminum I L14-2 (5R-i I 3/4 Particle 1%' ! �' � =1 Relaninate I Ramp Existing - Replace with Now OR RelallYlate Aluminum Edge Trip Edge Trfi �. IS AA GLASS CUBES 4- QUANTITY: I'ExIsglig - Replace Base OR Ralanklate Black Rubber Edge Tcfi LM-2 I5R i» GLASS CUBES . 4- :- . QUANTITY: I Existing - Replace 13ase OR e � •I� la Motorcycle V GVANTIra I - o . S 7 N Z .7e MOTORCYCLE PLATFORM izs MANNEQUIN PLATFORM VLF QUANTITi: 2 Existing- Replace OR Relanlnate 7 QUANTITY: I Existing - Replace; OR Relamhate ii DOWNTOWN 'HARLEY-DAVIDSON Standard Dealership Mai ° IFIAR [EY1 QS 1 CY[LE 13001 48th AveS. Tukwila, WA 88168 PHONE: 206- 7228457, FAX: 206-722-8442 WMER: RUSS & JENNIFER TO 5 1ppL119 ALO RISrANLE Dr Ii:oeiOR O sLVPL.9 ANV sisTALLso 6DH.AL wN:RAGTaz 0 . 9RPLm" ANV I6TAt r Eo Gr asset 0 swPr_m Gr l encen Aersn lG "' .' \/ R6TGN1® eY 6QQAL GO N1AtLTU1C DO NaT SCALE OFF PLANS, GALL. INTERIOR SYSTEMS eNG.: FOR A7DIIIUN,L OWIENVONS.. THESE PLANS AID THE DRAWINGS AM, SPECIFICATIONS THEY GONT 1 t-E PROPERTY OF INTERIOR STSTEM S NG. MIME. PLANS HAY NOT ISE GORIER REWORKED, USED OR w ANY - WAY. IN PART OR IN PNOI.E ietHOHT THE DRRESS PRITIEN GOSSESIT INTERIOR SYSTEMS INC. ANT IMAUTHORtZED USE OF THESE PLANS MILL. RESULT IN PAYMENT DIE FOR SERVICE REND@Imr3 BY RIH3tIOR $Y5TEH5 @1G [ZF5MS W E N 9drN G HininEMILITT # GF PON MEEE RAS PIE£T ADA R&innS 605 TO NEE.. . OF aftMION87CE FREVHCTHE aNHC9YYLI£ R✓EPOtEaE FOR COHRT.IARENn1ALL AD ACODE' I6MAR AI® AREATIE 91IONS SLOWS,.'. ' 1115 ORAiNG IS THE SOLE.RIOFHttt CF' HASLET-DAVIDSON COf1G- OR44 35AEIGTro EE REPPOO .M otsnaan®, GRNIHaFAG7i•F EoAT ?NITRE NiOaR THE ESIVESEED MIEN CONSSIT OF wAEY- DAVDSOR NOr02GO. BG. sheet Q A A A A A A written dimensions have precede as over scale In an cases the contractor shall verify all dimensions ad G * t1O/e of the Job site and notlf ktertor y to to ` cies pr sheet title Fixture Details Doi-Inform Harley- Davidson location Tukwila, WA Not to Scala C t thia Beck drown B � project manager Ralph Grebe • 11/3/SS art E1 , 0 0 C7 INTERIOR SYSTEMS INCORPORATED p.o. box 1049 525 rolling meadows drive . fond du loc, wisconsin 54935 and shall not be used 'copied or reproduced without: written p fr the ;owner, xxxowxwmiimo D D op 0 F Ft 111°1 /1111111i'gil 10 ill. FA gv N i 3/4' Papood I D h Il C A C / / / / / / / / / ///// / / / / / /// / //Ii/ / / /i// //// / / //// /„0,i/iii/,i/,ijei �,®® ®,IIII�IIIIIII,��� x J L� W 7 ' g) N i i j ' ( J 61' Overall Hcl#t g % v ‘ .,, itifmi®i iiiiiiiiiiiii f h/IIIIiiiii®®®®®I®fil /II,II 1AWI®®®®® ®„ ®I \ J iiiiiiiiiiiiiiiiiiiiu / W W 5 i d --i) 0 Ul E1 , 0 0 C7 INTERIOR SYSTEMS INCORPORATED p.o. box 1049 525 rolling meadows drive . fond du loc, wisconsin 54935 and shall not be used 'copied or reproduced without: written p fr the ;owner, xxxowxwmiimo D D op 0 F Ft 111°1 /1111111i'gil 10 ill. FA DOWNTOWN HARLEY - DAVIDSON Standard Dealership written dknensione have precedence. OVEN' scale in cases. "the netractekt shall verify all dimensions and candela* at the Job site and notth3 inter ori tems Incorporated of all . ciwan to starting work 13001 48th Ave.S. Tukwila, WA 98168. PHONE: 206- 722 -8457 FAX: 206 - 722 -8442 WNER: BUSS & JENNIFER T Q 9FPL� /IO 1.11.12ID er mellow eTSTau� o e , euz Ma IGTAUW sr 65111INAL Q SPRIER AND C6TM.LEO sr oilBe.' 0 nl9YALL9 eY868EK LaNiRAGTaR -: PO Nor SCALE OFF PLANS. CALL INTERIM 57511315, WG FOR ADDTT1A41L DIMENSIONS- (4I4) 425-450 - mese PLANS AFC THE DR.iW1495 Arc, 5FECIFICATTONS -STET GONTAN ARE THE PROPERTY OF INTERIM SYSTEMS, INC. -mese PLATEs. MAY NOTE GOMO REPRODUCED, M.' OR E'FTE ENT157 Uf ANY HAY, IN PARTCR IN MOLE ieTNLVT _ 1 7 T E5 S WRlT18!COtL5 OF INTERIOR SYST @�a�, RfG- A•r tRWlTHORIzErs U5E OF mese PLANS HILL. RESULT let PAYNBTT DUE FOR SERVICES RENDERED DY INTERIOR TESNFDIS AMENS NMDSEILNYACT. - PM) TIES ftX6TEETADA REEL E3115TO TEEM OFO.Rp3.1120 MEER REOPIRE WFt ref FOR COCLINEENTNALLA A COCf5 A5 MMQ4T®e TIE AREA TIEARD056 LOCATED!. THE LRANN515 THE 501.E PROFERTY OF IVA.EY-0Avasce care. Ole041es# E nerio NERERODKID OSIRENIED ORT4WFAGNtEOAT ANTI@£ billiGUrniEDFRE55EDPVIITEN f aW{r, sheet tide Fixture >Details project owntown HarI.y- Davfdsa location Tukwila, WA scale Nat to 3caie designed by Cynthia Be¢k drown ty Ra o t l Gre , 2 - 42''' x 46' SlabwII Pa Glimmer ens* Pail Iron Finish 4 - 48' OH 2- i' 8 -10' Bracket 20 - 4' Sic&all hooks 40 - 6' Slab+all hooks 50 - 8' 5klbiail hooks Shelves to be Unfrosted with LM-1 ad to have Black Ribber T-edge - Refer to Schedrle Plat 51, Part IbdbJ Oub+ater Plastics) for opatlbj of top track 430 -1000 aid upright p Eealakb I co veal t�ar.ler- Order nna,cj, Harleg Da kisony Iron Glimmer Finish 2 - 42' x 46' Sabot! Patel P t A Representative 4 - 14' x 46' Shelf 5 - 48' FFllaa1eq� 1 2 - r 8rark 8 -10' Bracket 8 -12' Faceout 20 - 4' Saba!! hoot 40 - 6' Sabra! hooks 50 - 8' S1aboll hooks Refer to Salable Plm, 51, for quantity of track Solves to be Laminated with ad p L14-I ad to have Block Rit:ber T-edge - (Supplied by Avtwater Plastks) X309 - TOGO I canvas wan it foadclit &roar - rder Through itriey.oa„idsony Iron Glimmer Finish 2 - 42' x 46' Slab+all Panel P E A Representative 4 - 14' x 46' Shelf 5 - 48' Flmgrall 2 - I' B^ 8 -10' Bracket 8 -12" Facecut 20 - 4' Sktr+all hooks 40 - 6' Sidman books 50 , 8' Slab+all hook9 Refer to Schedrb Ray 51, for quontity of top !rack Solves to be L.aNnted ugh aid ticright posts. LM-I and to have Black Rubber T-edge - i lly Outwrter Plastics) 100D x •w' slatrwll Pons! Iron Glimmer Finish 3 - 14' x 46' Shelf 5 -48'I 2 - I' t IO - io' Bracket 6 - IT Faceout 20 - 4' 51ab4all hooks 40 - 6' Saban hooks 50 - 8' Slabrall hooks Refer to 5checbb Plan, 51, Solves t o b unmated wit for of top: track LM-t rnd to have Black Rubber T -edge - ad tis right posts. (5)pptbd by Outwater Plastics) Pat »7000 L J L J C WALL SYSTEM QUANTITY: I J L WALL SYSTEM QUANTITY: 2 J WALL SYSTEM QUANTITY: IT Canvas Banner Canvas Banner . u u u u CD ELEVATION WALL SYSTEM QUANTITY: I AI ELEVATION CD ELEVATION (1) ELEVATION Bmicigh Iron GlIrrner Finish 2 - 42'x46' SkTb4all Panel 3 - 14' x 46' Slit 5 - 45' q'oII 2 - I' IO - JO' A-acket 6- 12'Faceout 20- 4' Station hooks 40 - 6' Slatwaii hooks 50 - 8' 51064011 hooks Refer to Schedule Play St, Selves to to Lanrated with for quatihj of top track LM-1 and Ribber d to have Black T-edge - and posts. ( lied by Oubrater Plastics) Part 4 3 0 3 -1000 Modal Iron Glimmer Finish 3 - 48' 1 2 - r Br 16 - lo' Bracket 2 - Waterfall 4 - U Faceout I- 14' x22' Shelf Shelves to be Laminated with LM-I ad to have Black Rubber T-edge - (Supplied by Outwater Plastics) Rorer to Schedule Plan, 9, Pat 4303 -1000 for of tape track d a upr posts. Etedglai Iron Glimmer Finish I - Canvass Noll Bawer trough wer - Order rough thane -Davtcbal 3 - 48'�F di P 4 A Represertathe 2 - I' Ib -10' Bracket 2 - Waterfall 4- ITFaceout I- 14'x22'Shelf I - 14' x 46' Shelf Shelves to be LaNrnted with peter to Schowa Play 9, LM-1 ad to have Black Rubber T-edge - for Tagil of top track (Supplied tcy ouk+ater Plastics) ad 1ipr kjiposts. Pat 4303 -7000 et°vwe= Iron Glimmer Finish 6 - 48' Haogran 2 - r Bracket 12 _ I, a kit 2 - Waterfall 12 - IT Facaaut I- 14'x22'Shelf 4- 14'x46'91eIf Shelves to be Lantlated with LM-I ad to Mve Black Ribber T -edge - Refer to Sched)le Play 51, (Suppled ty Out water Plastics) for goat of top b k Pat 4303 -1000 ad upright posts. L J L WALL SYSTEM ELEVATION QUANTITY: 16 J L J L — Canvas Banner u WALL SYSTEM ELEVATION QUANTITY= 3 i I B 0 BI o �� �� WALL SYSTEM QUANTITY:' 4 a 4.,. � B2 ELEVATION WALL SYSTEM ELEVATION QUANTITY: I A2 0 DOWNTOWN HARLEY - DAVIDSON Standard Dealership written dknensione have precedence. OVEN' scale in cases. "the netractekt shall verify all dimensions and candela* at the Job site and notth3 inter ori tems Incorporated of all . ciwan to starting work 13001 48th Ave.S. Tukwila, WA 98168. PHONE: 206- 722 -8457 FAX: 206 - 722 -8442 WNER: BUSS & JENNIFER T Q 9FPL� /IO 1.11.12ID er mellow eTSTau� o e , euz Ma IGTAUW sr 65111INAL Q SPRIER AND C6TM.LEO sr oilBe.' 0 nl9YALL9 eY868EK LaNiRAGTaR -: PO Nor SCALE OFF PLANS. CALL INTERIM 57511315, WG FOR ADDTT1A41L DIMENSIONS- (4I4) 425-450 - mese PLANS AFC THE DR.iW1495 Arc, 5FECIFICATTONS -STET GONTAN ARE THE PROPERTY OF INTERIM SYSTEMS, INC. -mese PLATEs. MAY NOTE GOMO REPRODUCED, M.' OR E'FTE ENT157 Uf ANY HAY, IN PARTCR IN MOLE ieTNLVT _ 1 7 T E5 S WRlT18!COtL5 OF INTERIOR SYST @�a�, RfG- A•r tRWlTHORIzErs U5E OF mese PLANS HILL. RESULT let PAYNBTT DUE FOR SERVICES RENDERED DY INTERIOR TESNFDIS AMENS NMDSEILNYACT. - PM) TIES ftX6TEETADA REEL E3115TO TEEM OFO.Rp3.1120 MEER REOPIRE WFt ref FOR COCLINEENTNALLA A COCf5 A5 MMQ4T®e TIE AREA TIEARD056 LOCATED!. THE LRANN515 THE 501.E PROFERTY OF IVA.EY-0Avasce care. Ole041es# E nerio NERERODKID OSIRENIED ORT4WFAGNtEOAT ANTI@£ billiGUrniEDFRE55EDPVIITEN f aW{r, sheet tide Fixture >Details project owntown HarI.y- Davfdsa location Tukwila, WA scale Nat to 3caie designed by Cynthia Be¢k drown ty Ra o t l Gre , 3/4' x I I/2' SCREW STRIP SR -I /1 LM-3 Pkija J SR-1 ;p - '1 - 21' :- 21• 3_ ELECTRICAL SECTION CHASE ail, CASH TERMINAL CABINET QUANTITY: 6 NEW 50 hti 6RONET HOLE Arat LEFT PLAN 114 q0° CORNER UNIT QUANTITY: 1 NEW RIGHT PLAN V18i aa, 45 ° CORNER FILLER QUANTITY: 12 NEW ISOMETRIC SECTION 1 : ■ A.DA. ACCESSIBLE CABINET W/SHELVES QUANTITY: 1 NEW BLACK T EDGE 111 . 71,01 0 1 1/2' ( - 2 �- CABINETRY EDGE DETAIL COUNTER TOP C3C SHOWCASE -&) QUANTITY: 5 N8^L BACK ISOMETRIC 5USAThUNE l (200 SERIES RI6HT SHINS SATIN NICR6 FINISH) DRAYER R L BAER 05114483 -260 REMOVABLE PANS Ccbinet Hhye Chrome Mechanism 2 1/2' FRONT VIB^l 2 1/2 1 2(_ Door Latch . r. SECURITY LOCK tIGC.3260- S (SATIN NICK FIN % v DETAILS 1/2" 1 -2 . -5 U4 !SECONDARY CASHMEAP COUNTER TOP I' 2 5/8' PARTS COUNTER TOP 1\: SERVICE WRITE -UP COUNTER TOP DOWNTOWN HARLEM- DAHIDSON Standard : Dealership 13001 48th Ave.S. Tukwila, WA 981€6 PHONE: 206- 722 -84-57 FAX: 206 - 722 -8442 _ WNER: RUSS & JENNIFER T 0 .vrf.� Fw �o ® ar.�nao.c sTeTNS�e,, Ric. coNrrsr , 9lSTKL ®DY amour_ LQ[[MAGWC DO NOT OFF MANS- RR6LOR STSTEHS, ING_ FOR AOOMONAL DIMENSIONS. C4r- 923-4E THESE -PLANS AND THE .DRANIN SS AIV ' SPECIFICATIONS TTET CONTAIN THE PROPERTY OF INFERIOR SYSTEINS NO, THESE MANS MAY HOT BE GOPIEf7 REFROCUCE17 i19® OR WIRJENENIED ANT WAY, IN PART OR IN MOLE, i/T THE OF INTERIOR SYSTEMS, RIC0. ANT UNAUTHORIZED USE OF FTESe PLANS NILL RBRLT IN PAYMENT ERE FOR SERVIGFS RE DERED EST INTERIOR, MOO fl:M6FEETADA iEliAE5115T0 OFCRRIONEDIE. IDERR REoaeiR aE ' ferIFO16B[EFfRGQAWLEN eeMLACA,GOVES M KNDATN9 N SEAiEA THE a[f1Rs SWARD 1115 ORAT... IS TIESOEE FROPHdTOE R &Er- DAVOSORco,w . OR I 5 ARE NOT ID_ BE RE R00RGEP. D ®ITm €R OR HR[FAGINI87AIT E N ANnV TN71T TIE DIf RYEEEO Kenai osiissir_ OF NN ET- DAVII7SCR YerDe CO. IC._ written dimensions have precedence. over scale la all cases. the ceeftoctor shall verify all almanacs and conditions at the Job site card notify Interior systems incorporated of all dlscnepoli ties prior to storttq work - O L a_ 3 C 0 W E' a o : 0 o n t . aZNZ D Lo o .. sheet.. tfb Cabinet Details E Downtown HarIey -Dav location Tukwila, YJA scale Not to Scale de.lgped aJ . CynthIa Beck- drown ty cB - 0 A A TOP VIEW 14' V4' FRONT ELEVATION ISOMETRIC VIEW ® MOTORGLOTHES BACK WORK SURFACE Not To Scale 4' I /4' 1� / BLACK -T ED6t LM-2H (SRI TOP VIEW II'-O '7/8' IO'-8 3/8' FRONT ELEVATION r ISOMETRIC VIEW PARTS COUNTER BACK CABINET DETAIL Not To Scale FiivA -- Q4.025T DOWNTOWN HARLEM DAW DSOtt Standard Dealership 13001 48th Ave.S. Tukwila, WA 98168 PHONE: 206-722-8457 FAX: 206- 722 -8442 WNER: RUSS & JENNIFER TO 1NSORAYNr 15 TIESCIE PRGFERITOF•.- HNidE VAVDSONI,Oi1G.! DRANNSS APE 1WTTO BE FEIRCOtaf),0611r8iI8f ORF(SRESOEF87 NOISE NTHWTTHEE7 FRIITBICOSEeff OF HORLEY- OAVDSOR )47FOROO.S. ' r .._ written dimensions have precedence over scale h all cases.' the conhGiEe•. shail verify all dimensions rnd candelaq of the job sit hter7o- � al t o stalin ar d pff - to StaftPq d , o W rn o m c _ v o o . U O a Q 9FPL® A!V mer:.t.Las eT fimaoolc srsTeNei. Oa ®wro msr.m sr m[�'' ❑ sJFPLieo ATp atssou.eo cfeoc [0 erPL LEO %r S I ERA rel�.a . V NSTALLEO.PX 6BHiK OORIRAG>�L: DO NOT SCALE OFF PEAK CAM mtfl3tIOR 5T576 SIG_ FOR AOINTIOHAL D1h@15ro145_ (414) 48-4E 3 THESE PLANS ANO THE DRANINES SPECIFICATIONS THEY CONTAIN ARE THE PROPERTY OF INTERIOR SYSTEM; INC. THESE FLANS MAY NOT OE COPE REPRODUCE, USED BYLEHENTE i[k ANY HAY, St PART OR N hINCLE, MEOW THE EXPRESS IiiiTT'. CONSENT OF INTERIOR. SYSTEMS, 1110. - ANT UNAUTHORLZEO tee OF THESE PLANS WILL. CULT IN PAYMEST FOR SER./ICES RENDERED aY INTERIOR ONENcA16 pax osoeutricr ODN -. ,lE5E RA16TgT ADAREallrHSO5TOTfERS1 _ OF QRKMC I tEONEFLSI L E PrEPOSIBE FOROQN.VUCEi lli IOACONS )61WDAi® 'WAWA NENEDNSISLOCt1B?: sheet tits Cabinet Details !Downtown Haelei{- Davidson locatlom Tukwila, WA scale Not to, Scale dee Cynthia Back draw GB H pr aeot moncgor Ralph Grebe ,'.. dater 11/3/c18 sheet A A A A A A r.n,; OF C CPMi.` . W I— < c: Cs O EL E a 'c; L = a =' v 3 '-`' 11 - N \ IV/LEX 7. -3 VW \ /S II FAKE BASE FRONT ELEVATION PLAN VIEW zee In• SEGTION VIEW 15OMETRIG VIEW —FQ O CONDIMENT STATION CABINET DETAIL Not To Scale —E.G. 5R -I 13001 48th Ave.S. Tukwila, , WA _ 98168 PHONE: 206 - 722 -8457; FAX: 206- 722 -8442 NER: RUSS & JENNIFER 'T nilS DRAMS IS TIE SCLE u. HORtEr-OAVPSONC/3,INC. ORfiossrsteterro EeParmalaztoismegEctokt, Adige lintdd11EE]E T ,�, LQ�ff aF IWII.EY.AVDSOt7 t71 co_ '1.'r, , A A replan dFronsions have'preCeadonCe. over scab h oil cases_ the cae16isctor shalt - verWg atr di mensions and eibilitta s at the Job site and al lH( InleFtGr toms of f all prior to to sterling pork . .. - -. sheet title Cabinet Details Do t w ntown Harley -Dav 'locotan Tukwila, WA scale Not to Scale Gynthla Beck drown B� poJ,. Ralph ere 11/3448 .,. -D.t. GENERAL NOTES CODE: UNIFORM BUILDING CODE -.1997 EDITION AS AMENDED BY THE CITY OF TUKWILA DESIGN LOADS ROOF. :....:..::............25 PSF SNOW DEAD LOAD ....::.:....:........ACTUAL (BY PRE-ENGINEERED BUILDING MFGR) MEZZANINE CORRIDORS, LOBBY .........100 PSF LIVE DEAD LOAD.: ..:::::. ...::...55 PSF BASIGWIND SPEED. .::......80 MPH, EXPOSURE C SEISMIC ......... ....._...ZONE 3 FOUNDATION. STRUCTURAL DESIGN CRITERIA COMPLIES WITH: GEOTECHINCAL REPORT BY GILES ENGINEERING ASSOCIATES. DATED 6116/99 (SOILS) SOILS REPORT J370 BY ZIPPER ZEMAN ASSOCIATES, INC., DATED 614/99. (LIQUIFACTION) BEAR FOUNDATION ON UNDISTURBED EARTH OR PROPERLY PREPARED STRUCTURAL FILLS PER SOILS FOOTING BEARING PRESSURE ..2.0 KSF COEFFICIENT OF BASE FRICTION: 0.40 SUBGRADE: PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH SAID SOILS REPORT. CONCRETE REFERENCE STANDARDS: ACI -301, ACI -318, UBC. MINIMUM CONCRETE STRENGTH (28 DAYS): FOOTINGS & FOUNDATION WALLS.......2,500 PSI RETAINING WALLS... - ..3,000 PSI EXTERIOR FLATWORK. 4,000 PSI INTERIOR FLATWORK 3,000 PSI AIR - ENTRAINMENT 4.5% TO 7.5% FOR EXPOSED CONCRETE. MIXING: COMPLY WITH ACI-301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX: WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER PLACING: COMPLY ACI-301. PROVIDE A 3/4 INCH CHAMFER ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. SLUMP: 4' PLUS OR MINUS ONE INCH. NOT ADD WATER TO MIX TO INCREASE SLUMP. GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED ADMIXTURES. CURING: COMPLY. WITH ACI- 301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM. 'JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS SHOWN MAY BE ADJUSTED AT CONTRACTORS OPTION, WITH PRIOR APPROVAL FROM ENGINEER REINFORCING STEEL. REFERENCE STANDARDS: ACI "DETAILING MANUAL' (SP -66); CR51 MANUAL OF STANDARD PRACTICE (MSP MATERIALS: REINFORCING STEEL: ASTM A615, GRADE 60 REINFORCING FIBERS: POLYPROPYLENE FIBROUS REINFORCEMENT SPLICES: LAP CONTINUOUS REINFORCING BARS 40 BAR DIAMETERS, 1'-8' MINIMUM UNLESS OTHERWISE NOTED. PROVIDE CORNER BARS (1'-8" BEND) FOR ALL HORIZONTAL REINFORCEMENT. COVER FOOTINGS ...............3 INCHES SLABS ......................2 INCHES - FORMED SURFACES: WEATHER FACE ...1.1 ;2 INCHES, #5 BARS AND SMALLER 2 INCHES, # 6 BARS AND LARGER INTERIOR FACE.....3/4 INCH FOR SLABS AND WALLS 1 -1/2 INCHES FOR BEAMS AND COLUMNS STRUCTURAL AND MISC. STEEL REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". MATERIALS: TUBE COLUMNS - ASTM A500, GRADE B(Fy = 46,000 PSI) BOLTS -ASTM A307. UNLESS OTHERWISE NOTED (A3(, Air NI6Ha2 aDL. - 5) ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI) STRUCTURAL STEEL WELDING - CONFORM TO THE AWS CODES D1.1 AND D1.3.. AND USE ONLY WABO CERTIFIED WELDERS. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES. REINFORCING STEEL . WELDING:. REFERENCE STANDARDS: "ANSI /AWS D1 :4 STRUCTURAL WELDING CODE - REINFORCING STEEL' MATERIALS: GRADE 40 (ASTM A615) OR GRADE 60 (ASTM A706). ALL GRADE 60 WELDED REINFORCING BARS WILL BE REJECTED UNLESS A MILL CERTIFICATE IS SUBMITTED TO THE ENGINEER OF RECORD AND INDICATES COMPLIANCE WITH ASTM A706. USE ONLY WABO CERTIFIED WELDERS. USE ONLY FRESH E70XX ELECTRODES (AWS A5.1 OR A5.5). BENDS IN WELDED REINFORCING STEEL ARE TO COMPLY WITH ACI STANDARDS. BENDS MUST NOT OCCUR WITHIN 3' OF ANY WELD. PROVIDE SPECIAL INSPECTION PER UBC 1701 AND 1702. BAR JOISTS: REFER TO PLAN FOR SIZE, TYPE AND SPACING. JOISTS SHALL CARRY THE DESIGNATIONS AND MEET THE STANDARDS OF THE APPLICABLE STEEL JOIST INSTITUTE SPECIFICATION AND TABLE OF LATEST ADOPTION. BEARING DEPTH SHALL BE 21/2 INCHES. PROVIDE REINFORCED TOP CHORD AT 2ND FLOOR CANTILEVER. PROVIDE HEADER AT ELEVATOR OPENING. PROVIDE ALL REQUIRED BRIDGING. SHOP DRAWINGS AND CALCULATIONS SHALL BEAR THE SEAL OF A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER JOIST CALCULATIONS SHALL- INCLUDE A DYNAMIC ANALYSIS FOR FLOOR VIBRATION. STEEL DECK: CANAM STEEL DECK, NESTABLE TYPE B" 22 GA GALVANIZED STEEL. STEEL FLOOR DECK ATTACHMENT WELDS SHALL BE MADE BY QUALIFIED WELDERS FOLLOWING AWS D1.3 SPECIFICATIONS. (4) 5/8" PUDDLE WELDS AT END LAPS AND INTERMEDIATE SUPPORTS PER SHEET. WITH WELD WASHERS. SIDE LAP FASTENERS: #14 x 3/4" STITCH TEKS 18" ON CENTER. PROVIDE 5/F PUDDLE WELDS IN 18" ON CENTER TO SUPPORTING MEMBERS PARALLEL TO SIDE SEAMS. STEEL ROOF DECK ATTACHMENT ROOF DECKING SHALL BE ATTACHED TO GAGE ROOF PURLINS W1 T'ri 512 x 314" TEKS -2 SCREEWS, 4 PER PURLIN. SIDE LAP FASTENERS: #14 x we STITCH TEKS 24' ON CENTER. MASONRY VENEER VENEER ANCHOR TIES ARE TO BE CORROSION RESISTANT, MINIMUM OF #22 GA. BY V SHEET METAL, OR A MINIMUM OP#9 GA. WIRE. BEGIN APPROXIMATELY 6 INCHES FROM BASE OF MASONRY AND INSTALL 16 INCHES ON CENTER MAXIMUM, HORIZONTAL AND VERTICAL. PROVDE #9 GALVANIZED WIRE CONTINUOUS IN MORTAR JOINTS CONTAINING VENEER TIES. BEND VENEER TIES TIGHTLY AROUND WIRE IN MORTAR JOINT: PROVIDE WEEP HOLES@ 48' ON CENTER IN FIRST MORTAR JOINT ABOVE LOWEST SOLDIER COURSE OR BASE PROVIDE VERTICAL EXPANSION JOINTS IN CONTINUOUS VENEER © 45 ON CENTER MAXIMUM. GALVANIZE LINTEL ANGLES.. ELEVATOR ELEVATOR SUPPORT BEAMS; RAILS AND OTHER ACCESSORIES ARE TO BE PROVIDED BY THE ELEVATOR SUPPLIER PRE - ENGINEERED BUILDINGS THE METAL BUILDING MANUFACTURER SHALL BE CURRENTLY APPROVED BY ICBO -ES. THE METAL BUILDING MANUFACTURER SHALL PROVIDE STRUCTURAL DESIGN OF THE COMPLETE. PRE - ENGINEERED BUILDING PACKAGE INCLUDING PRIMARY AND SECONDARY FRAMING SYSTEMS, LATERAL LOAD RESISTING SYSTEMS, BRACING, ROOFING, SIDING AND FLASHING. BAY AND COLUMN SPACING AND ROOF SLOPE AS SHOWN ON THE DRAWINGS.. DOCUMENTS: FURNISH DESIGN CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WA FURNISH ERECTION DRAWINGS AND DETAILS SEALED BY A PROFESSIONALD ENGINEERED LICENSED IN THE STATE OF WA. FURNISH ANCHOR BOLT PLACING PLANS AND SPECIFY ANCHOR BOLT QUANTITIES AND SPACING. ANCHOR BOLT EMBEDMENT DESIGN SHALL BE BASED ON ANCHOR BOLT SIZE, SPACING AT REACTIONS SUPPLIED BY THE METAL BUILDING MANUFACTURER PRE- ENGINEERED SEWING MATERIALS: ALL STRUCTURAL STEEL SECTIONS AND WELDED PLAT MEMBERS SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATEST EDITION. COLD FORMED STRUCTURAL MEMBERS SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE AISI, 'SPECIFICATION FOR THE DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS,' LATEST EDITION. STEEL RIGID FRAME AND OTHER BUILT -UP PRIMARY FRAMING SHALL BE FABRICATED FROM HOT ROLLED STEEL PLATE PER ASTM A572. (MIN. YIELD STRENGTH, 50 KSI) LIGHT GAGE ZEE AND CEE PURLINS, GIRTS AND OTHER SECONDARY FRAMING SHALL BE COLD FORMED FROM HOT ROLLED STEEL COIL MEETING ASTM A -570. (MIN YIELD STRENGTH, 55 KSI) STEEL ROOF AND WALL SHEETING SHALL BE COLD FORMED FROM HIGH STRENGTH STEEL COIL CONFORMING TO ASTM A-446 GRADE D WITH A MIN. YIELD STRENGTH OF 50 KSI AND THICKNESS NOT LESS THAN 24 GAGE FOR ROOFING AND 26 GAGE FOR SIDING AND FLASHING. PROTECTIVE COATING SHALL BE EITHER GALVANIZED WITH 1.25 OZ PER SF COMMERCIAL GRADE COATING MEETING THE BEND, COATING AND TOLERANCE REQUIREMENTS OF ASTM A -525 OR CONFORMING TO ASTM A-792 AZ50, 45% ZINC AND 55% _. _.. ALUMINUM ALLOW BY WEIGHT. FOUNDATION ANCHOR BOLTS AND TENSION RODS USED FOR WALL AND ROOF BRACING SHALL BE FABRICATED FROM A36 MATERIAL, MIN., EXCEPT AS NOTED. MACHINE BOLTS SHALL BE ASTM A -307. HIGH STRENGTH BOLTS SHALL BE ASTM A-325. SHOP DRAWINGS AND SUBMITTALS SUBMIT 1 SET OF PRINTS AND 1 SET OF REPRODUCIBLES FOR REVIEW PRIOR TO FABRICATION FOR REINFORCING STEEL STRUCTURAL STEEL MISCELLANEOUS STEEL FREENGINEERED BUILDING SUBMIT 3 COPIES FOR REVIEW PRIOR TO FABRICATION FOR CONCRETE DESIGN MIX CONCRETE FIBER REINFORCING CONCRETE INSERTS INSPECTIONS REFERENCE STANDARDS: UBC 1701 AND 1702. INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LAB APPROVED BY THE BUILDING OFFICIAL. SOIL: VERIFY SUBGRADE IS DRY AND DENSE PRIOR TO POURING FOOTINGS. CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED. VERIFY SLUMP AND STRENGTH. REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE AND GRADE WELDING: PROVIDE INSPECTION IN ACCORDANCE WITH UBC 1701.5 SPECIAL CONDITIONS VERIFY ALL DIMENSIONS IN RELD AND PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRTf NG TO THE ENGINEER PRIOR TO CONSTRUCTION. JOBSITE SAFETY: THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTORS SAFETY PRECAUTIONS OR TO MEANS. METHODS, TECHNIQUES. SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE. FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES. OR FOR ACCESS. VISITS, USE WORK TRAVEL. OR OCCUPANCY BY ANY PERSON. 0 4 5/8'Q ROD W/ CLEVIS d PIN EACH END, GALVANIZED PL 3 /8Se8"x4" WEDGE. SHAPE ALIGN P1/: UPPER GLEV15. PLATE LOWER CLEVIS PLATE E/4 FL 3/8'x6'.4" WEDGE SHAPE ALIEN W/ LOWER CLEVIS PLATE 5/8 "m ROD W/ CLEVIS 4 - PIN EACH END, GALVANIZED UPPER CLEVIS PLATE (3) EA R3 TIES 3" 0/0 AT TOP I2" 0/C AT THE BALANCE (8) EA *4 BARS VERTICALLY ` CONCRETE PIER 2'-0 m x b" DEEP GRILLAGE TERMINATION POST GRILLAGE POST FOOTING 4 ' 3 /4 n_ ) . - 3/4 " =1' -0" TtER-. - I 2 -b 4) X I I -O PEEP CONCRETE PIER PER 5, a /6I TYP AT CORNERS T5 5x5xS x O' -3" SLEEVE END CAP GRILLAGE POST 3/4" = I -0" REVIEWED This plan was reviewed for general conformance with the following: ❑ Structural Provisions of the Uniform Building Code ❑ N== Provisions or t h e Uniform Building Code ❑ Washington State Ba,rerFree Reguktions (Chapter 51 -30 WAC) ❑ Washington State Energy Code (Chapter 5141 WAC) Thep jest applicant isrespculdeferr conformanceedUa0 applicable rodeo, conditions nrapproYA cam permit regt®emta subject to t h e requirements and interpretations of the gorernrgIAN Atp. Tars review does got reinvents Arcking and Engineer of Ragged of the responsibility for complete design E acepdanee ME the leers of the governing)nriedicdm and the mare of Wa singma Jarisdiction By REID IDD' INC. Code Rniew Consulunt GRILLAGE INTERMEDIATE POST 3/4 " =1' -0" CITY OF rIKW1!A APPROVED SEP 2 7 1999 AS NO(LU L"A.1D#JG D)VIEIDAI Date 511 CgJNEr71ON I - S/8 l Aao ALT CLEVIS PLATE IN LINE WITH HANGER RODS <TYF TYP TOP b> t\ BOTTOM T5 5x5xVigic O' -3" SLEEVE GRILLAGE TRELLIS 3/4 " =1' -0" 'REVISIONS 8/2TATR — REVISE PER PLAN REVIEP'L ADO 6RILLAEE DETAILS PROJECT: 4O '7) SCALE: I I' -0" DRAWN BY: ).) 4 DATE: T/14/44' T GRI DIMENS CD 0 0 @ ® �Iq -o25/ NOTE: ALL EXTERIOR DIMENSIONS ARE TO STEEL LINE 'RE flSO S s12 - rIgq - PLAN REVIEV'F C,RANGE5. ADDED DETAIL SEP - 9 1999 REID MIDDLETON, iNC. OUILDNG SIVIStON PROJECT: gall SCALE: 1 /8 °= 1' -0 " ,' DRAWN BY: H5 DATE.. :-1/19/99 20' Ti Ii tLi ;' i' I I I II I I : 6.5 I l I I I 6.5 �I I I I I 6.5 II � I ;I �I I ''I 1 I 6.5 E =65 I ' 6.5 .I 'I I .I I 65 (3)- as THRU -TIES TO AT 1 I I II 65 1 16.5 I I it I I I II I I I ! i. Ot ` � i e I 7 F I i t I ryL ij 1 = I !I i I I - I I I 1!) - I GRFROM (L- IDS AI 5,17 24 " SPLICE AT LAPS Il�bo) 11 1 I I I I _._ JOINTS =' 0 I AT GRID ' t!! .s INES PL''II ONG LIN unwnl t ' ! . .'a . , -- I M �M Nam M . . M II 4.0 q - 9.O 9.0 I� ` X1.0 : - 1 0 1 I-1 I 1 9.0 75 II { I Ill I I i I I I� I I I Q Ir l 1 I I'', I i 1 I II . So i =._0 : 1 I' 1 F"‘..5- sli '. m '' 4 , 411 1 N . i� ' . _ ! : M '7 `i� Ihr J I' _ 5 - 5 ,:- 5 _S .5 5 -. 5 5 =6.5 n 6.5 M 5.S I I I II I I I I I I I I I I II II F6 I I I I I I I © � 11 I 1 i 1 I I I I iji I'I I I 1 I I I I I I I F6.5 I I I Q PIT I!' L I I I I I I 1 II !! I I — • Ii I1 I rL 1 ' -- - -- I - - -- ' II 53 -- F2.0 1 X12 I _ .I I J I r I :o Q I F�. 6 5 `65 ` �65 6 S \ F7.0 ry CITY OF nmwuA APPROVED SEP 2 7 1999 AS NOfFO I I F3.0 - - -- 3 Z I _ 1 r CU CJ U Q 0— 'IGAL ib' 8' I a 2. o F2= / 8' Ib' 12' I =6 F4.= ON 56 , -4. 20' -42' C? H — j i. c R;7 j I GAL DIM I Oty ] H J H I \b 1 16' 0 8' 8' 0 8' 0 8' 0 8' 16' 12 FOUNA I Div FLAN I' -I 22' -8 IS' -64" I I /S I 1 = 11, O 11 3a 28' -2., T GRI DIMENS CD 0 0 @ ® �Iq -o25/ NOTE: ALL EXTERIOR DIMENSIONS ARE TO STEEL LINE 'RE flSO S s12 - rIgq - PLAN REVIEV'F C,RANGE5. ADDED DETAIL SEP - 9 1999 REID MIDDLETON, iNC. OUILDNG SIVIStON PROJECT: gall SCALE: 1 /8 °= 1' -0 " ,' DRAWN BY: H5 DATE.. :-1/19/99 FILL RECESS W( CONCRETE , AFTER BUILDINS ERECTION TYPE A 6' GRADE BEAM RID FOOTING AT INTERIOR COLUMN 1"=1•-0• OPTIONAL GOLD JOINT K F ANCHOR BOLT TYPES NOTE: INSIDE FACE OF FOOTING MAY SE VERTICAL. CRITICAL DIMENSION 15 SASE. *4 REBAR 0ONTIN.005 THROUSH FOOTING REBAR FER SGFEvuLE 2 EACH 1•m TALL THREAD N TOP OF FOOTING BEYOND NIT AND rPL YA9€ FOOTING SCHEDULE REBAR (EACH WAY) MARK DIMENSIONS THICKNESS BOTTOM TOP A.B. EMBEDMENT F2.0 2'-0° x 2'-O" 12" 3 - *4 NONE 10° F3.0 3' -0" x 3' -0" 12" 5 - *4 NONE 10" F35 3'-6" x 5'-6 12" 5 - *4 NONE 10° F4.0 4'-0" x 4' -0° 12 4 - *5 NONE 10" F4.5 4'-b" x 4' -b" 12" 5 - *5 NONE 10" F5.0 rr 5' -0" x 5' -0" lb" b - #5 NONE 14° F5.5 5'-b X' 542" lb" - 1 - *5 NONE 14" Fb5 b'-b" XI b'-b 18" q - *5 4 - *5 lb" F1.0 -r -o x 1'-0° 18 9 #5 4 - *5 lb' ,.. 1'-4" X: -b° IS 10- *5 b - $15 Ib" !SP 131 'X .5' - 20 9 - xb 4 - *5 lb" •F A A 9' -0° X, 9' -0" 24" : I I - #6 b *5 555 TYPE C GB AT LOAD BEARING WALL TYPE B TYPE G (@ F9.0 ONLY) 52 GTHRU -TI E ALTERNATE FOOTING AT INTERIOR COLUMN I" =I -0" FETAL EXILING SIDING AND FLASHING . (NOT 51<W 52 6 \G5 AT LOAD BEARING. WALL b• METAL STUD WALL PER ARCHITECTURAL YV 5S GYP SWATHING AT EXTERIOR 15/8" 6W6 AT INTERIOR MASONRY VENEER ANCHOR TIES: 22 SASE X I• D- 4fT METAL OR MIN 9 SAGE WIRE. BEGIN AT H FROM BASE AND CONTINS AT 16" ON CENTER VERTICALLY PLUS 16" ON CENTER HORIZONTALLY. V S L W PER ELEVATOR VENDOR n e d L- x vJ PER ELS/ATDR- VEN OAR- L W II IE W E SEP -q 1C :9 REIDMIDDLETON, INC. d ELEVATOR PIT DETAILS B 4 1C 1 2`% EA • USA y "PP $1Iaem CI Of VK41A SEP 2 7 1999 AS NOtED ®UILDING D� I V9 REVISIONS 6f21/99 - PLAN CHECK Re/IS(ON% ADDED PETALS ILO �w 15 ' - 4" 20' 20' 20' 20' 20 ° .. 20'.. 20' 20' 20' 1-1.--4. 15' g I' -0 4 ".. 14. -5�� 13 -11 XII I I i W51M Vi - J JIO .OQ 2 J2 11 x.. t 4 E I I - I Jsa I ® I� 7 _ SAW GUT JOINTS 3/4" DEEP AT — NilF "- 5" JIO M _ - I cnni7 PLU5 LINE 4 I 1 ()14f.ITUP)INAI • Y OPEN FOR H a _� I � , o w 6 GRID LINES A - K LATERALLY _ Jsa I $ J5 LS -} m WI4x22 STAIRS JS JS 0. LS L5 Jlo LI0 .5 t L"I. I NII'I r OPEN- FOR STAIR .. j 00 i I x22 J6 J15 A% OPEN FOR ELEV v ,was 4 1M J6 <9M I n L)..I - G 71.V- w14x22 — r cv LT � J5 , I I J5 3 «, 1 INI4x22 LVXV li JS JS JS J5 T -7 LS a + L5 L5 L8 LIO I t MG 12x106 MG 12x10.6 I MC 12x10b MG 12x10.6 MG 12x10b MG 12xl0 b COPE I Tat MG 12x10b END OF ANGLED Gil / FIT UP TO Cl2 AT LINE 4 NO CONNECTION REG'D t LII LII MG 12x10.6 MG 12x10.6 6 I E I LI2 L 12 REINFORCE SLAG WITH 6 °x6 "- 1.4/1.4 I \ \-13 LI4 / L13 LI4 WELDED WIRE FABRIC 22 GAGE 1E ( e { \ o L15 d L15 a� I3-DECK _COMPOSITE -DECK SPAN OVER 3 SUPPORTS MINIMUM 6 L16 /� L16 \' - '1/341 - I ;- [H N d' � .b-,£ ` ,� I T r \ � T GETHER T A POINT GONNEGO S£ m AD, JOIST DESIGNATION: MARK Jx = 15K 54 (180 PSF TL/125 P5F LL) NARK Lx = 15K 46 4/313 (155 P5F TL/100 P5F MARK xxo = BOLTED CONNECTION I \ I � COL 1L _1 I' 11 II \ I \ I I \ I ® ; / IF �" I� / I I X XX /II ® /�I I Q � + ��T -- Tr _ I I L L— �� =� I _.� IT IL- ' /—j I � .I,IZ L 1 I T, TT .—I 1 = JI .�! �L ____J I \I��JIL Ti \ I 6 J I Q1 u _ /' 1 V O 1 1 1 CRITICAL DIMENSION /• / / I \ I I ' 'CRITICAL 4' -3` 4' 4' 4' 4' 4' 4' 4' I 4. 4 4 4 4 4 I T I 3'11 1 I K .. Z I U _ ( \ f \ I t n. 0 . If I \ :r \ 11 =NSION b5LII[g. IL / J � 1 : 0 1 i1F ITi , Tr:- �'� ' / ' ___1.1'2,11._-: -:L J1 / ___...1,1.L. \ tT ,It', TT / ' i� T ,'�', iT / 'ff �T -I .may IL'-,Lk. _.I� _11_ \ �J.� IL_ JL �b - Tr ,1 - -lT /�\ - IL _LL —LI = L _IL I 6 g mi 4 4 4 4' I 41 4' 4 I 41 4 r4 41 4 4 4 4' 1 4' 4' 3' CITY OF TtIKWILA APPROVED SIM •r-6" PS O O Stl L s lyy7 AS NOTED REVISIONS 8/27/44 REVISIONS PER PLAN. REVIEW. ADDED DETAILS MEZZANINE I ,/8II 11 -0" REID MIDDLETON INC. 81.1ILONG DIVISION 6 Y. MEZZANINE FLAN L x 1' -54 AT 4' -0` ON CENTER ATTACH TO STRUT OR BAR JOIST IV 2EARR2x12" TEK5 -5. BAR JOIST AT 004. EAST MEZZANINE EDGE 11/2 " =1' -0 EDGE CHANNEL JOINT 11/2 " =1' -0" I' &AP s4 REBAR x 30" 24' ON CENTER FS 4'x4' NOTE: INSTALL EDGE BAR AFTER THE DECKING. HOLD TIGHT TO THE END OF THE DECKING. 11/2 " =1 -0" 11/2 " =1' -0" N S MEZZANINE EDGE MEZZANINE EDGE LINE 4 0 0 JOIST AT END COLUMN 1 1/2 " =1' -0" BUILDNG DIV13TON SEP, -'9 1999 PAGE HEADER TO BEAM CONNECTION 11/2 " =1 ` -0" 3Ab' V 2' uQ d d do ' r \_BAR JOIST PER PLAN TYPICAL JOIST CONNECTION 11/2 " =!' -0" ( \ 5EAM TO GIRDER CONNECTION 1 1/2"=1-0" MEZZANINE EDGE LINE 4 CITY OF TUKWIIA APPROVED SEP 2 7 199 AS NO(ED I p. N c*f 23. MA "1 REVISIONS 81244 REVISIONS PER PEAR REVIEW 0 1) 0 0 _ p 0 0 0 E 0 T— m *r, tY i 0 z 0 0 i 0 0 CITY OF TL'WNItA APPRMED SEP 2 7 1999 AS MOO &ALONG ONISION Governing code is, the 1999 UBC as amended by the 0 a cr ti J 0 0 U 7 4 7 a • 0 J cc 14' -4 (9) c 2o'- o = le5o'- o /17'-7 ' - 1 ' I' o , ®_� o ••- • •• CU). ryP u.a. C. S 4 • • , te'A Z • Oj • 2 , C ® ° 0' IZ O 1 :tD e v •■O2 - ,ZZ • • • • •• •• •• •- -17 ,ZZ • 4�b,11 o,oz 9;b ®, 2. 2. T`(P. o:a. ', ( \ - ._ e Z Q N � _ - i e ii, o (C7 _Z6 / 15 - 4 1 2 e G 2d - I' - ' -G PlAC6) 0(2)1,4 G 4`0A.(2 E € (2) r7.v c 4` GA . (28 Pwcey) 00) - em 0 4', 4 Cwt (' Plc's.) 0(4) r d'4. a 4 5 (i.e. (2o Etc:0 .. 7 �, 10-4)2 I6o-9 I -o Id-2 , o 2 ^.. 2k'- IO , .2' 15'_A O 1- '�2'-11 x > > ©(4) I 1 1: 0 ' Q ?2, e l0 <l; GA. C 9 Pc.c:s) ^- ALL A. r' L-T' , 7 4,1e ELEV. ' , 29' -9 > 28-2 0 CITY OF TL'WNItA APPRMED SEP 2 7 1999 AS MOO &ALONG ONISION Governing code is, the 1999 UBC as amended by the 0 a cr ti J 0 0 U 7 4 7 a • 0 J cc T - 1 I >� R- F T 'ION MEI �r =NM T _ . T I W ac / FC - � �v-v- / t~G\ / - \ zv R iosk PA: I nMEMiii r - e1 N I ' I -�iM� F GJ•E FR.a ec - r ol14l Fog PJEANI G!Iz ' II I T I I I I 1-0,./ F Fd -27b ` W-1- 2d -o N. F 1 II' - 5 5 8 8' -4. „ 19' -7% ,, 2O' - ; \ / \ / \ / / 80- / < S)3A �• (8)Sp- '.. - 71d S 1 GT . FT- FT- Qo u= ®F Er ,�` _ IPA T hA- t >� o FT- Ff- / Fr /\ FT \ 7 \ \.1 / \ tD- >? J7- y dp- gyp- �D- y �v- — ._ _ F� J — Frt-. i 9A \-� Fh 4/24,_ 6 Y E,. � - T - 1 I >� R- F 'ION MEI INIMMIGNIMI =NM T T I W ®or® I F6 \� l id r I nMEMiii r - e1 N I ' I -�iM� F GJ•E FR.a ec - r ol14l Fog PJEANI G!Iz ' II I T I I I I 1-0,./ F Fd -27b ` W-1- 2d -o N. F 1 II' - 5 5 8 8' -4. „ 19' -7% ,, 2O' - T - 1 I >� R- F i Flp & AL T T I W I r-c I F6 \� T r _ Fc- F%- r - e1 N I ,) o ihTro i.lor vi CFC I z GJ•E FR.a ec - r ol14l Fog PJEANI G!Iz ' II I T I I I I MAMMAL DISCRIPTION AN- FL 16GEERACE WA 2' 16 Ga. 50 B R - BRACE RODS 3/4'f AS111436 STEEL FC- STRUCTURAL SUILT-WCOLL110 30 41. FR- !MEM&B ILT.Ir RAFTERS 50 b1. �siRIC11RAt T I= 11RECEL 5 50 al urxt sRl�zr eEen sm wT PA- ROLF., SHEER. 16 C.A. HIGH RIP 50 WI Mt D - r n : ° e • - P7a, • ; Th4 c4Yi4 C4)3e veAr- C” b Ft-44 rc -.ter D e T n F ° N ' DE.(T t - V Flooe PeAM IO .7? 12 k l9' 4- o o 0 2ooF ..f Q�IEc1� Ta.RM 4 R- E I-.1 or P7 CE7C, !o' -o = 18d -o 1 1 0 Ey v- I' -o F fL' 4. *1 t AI.. 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I 3 Ac•I _- -At.3' )t2) AC."j I ” 1 2�e1 1 21Aoz�i� I �' ® '.��) 20 PsFTER I I TYP U.I. �� to ca /EPJ I 14 e7ly �s �/ l6 ' ve.4,1 1 (�)ry��<2AOZ5,J 1q• Fins. 9 cA e 7'- 22' coup -4,1 4 FLzav t 2o'- o F74 I�- 6�'8x8 A�•I N cl 1>, oa _ o 14 FLta4. �I % 4 Q 'l K -i.l .4.ofa TV A�1 4 J SEF REID MIE 0 fi o - ) CITY OF TUI8ILA - APPROVED 1 +u- N - SEP 2 7 1999 AS I401,1) L,tz I � 1 Imo- a C 7 > 0 U u) lL x `9199 3 7L. d 4 4 Il 0 I' - 1 10 - 1c e Po‘7T (pK f4 10 0A fey/ 17.4E rt e » 38, 8 \ .j ZS, L L. B ( P7e "It Fl cap /ic IO 8K� Puri to c'A WEP7 to P2T .r J. PJ 6,. 1 of cups \ W /C6) �+ N5 C 1 P e_ftr pi ) 1 �MAaxonRY WALL 01,r a'r D T 1 1`(' -7 G !s 15 RAFT IZ 0. -rev Fr- A4.2Q TYr 4 - to2.TAl CC?LUHI e2EE l 1 JE !o .25 12 17' 11 L 1 a E 28 - 2. 2 2 _ RAFT• Conla. F's - % - - 5 FP- LiuPT• %M 4 <e - I To Lnl. F - TO 4x4< FT- r2 r n Ak1.24 Tyr FA 15" 2,6c L�x3 3� 6.v. ' ' b Fuas. VA'JL4 EAEND '7g EfJ P / '. (4) 2 4,z5-4 AJ /oo t'y . 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(f!a GA) IT C.owrl r 'll� �•JESJ I2 - 4 cowm I Fuas- 14 wex7 CTYPICAL) 0i0 k er'2x1� It e7 -�s. /CCn )'7t�o 2 zy -d 6 CAP >} /C Ac -L A J.zQ- �- c Of,.:( ;I PiILA APP\0 SEP 22 1999 AS ti i ct) EVllE SEP 9 1959 REID MIDI LETCN, Q Q Q NC. Q Q 7'- o \ \ \ \\ L 111.* \ 7'- 0 \ii FA (F. TYP \ II 0 h1M. -' I� '' lh 17A'7E l0 ' 'T P'r '4 ',�/ t_'GoLu '1 24.FT.J J 8x 1 o ots , -let \ \ _ E 14 Pui- to CaA Le It �g,c ry✓?j,IC) \\ 7 22'- to ± 15'- 7A) ,,, e I' - 1 10 - 1c e Po‘7T (pK f4 10 0A fey/ 17.4E rt e » 38, 8 \ .j ZS, L L. B ( P7e "It Fl cap /ic IO 8K� Puri to c'A WEP7 to P2T .r J. PJ 6,. 1 of cups \ W /C6) �+ N5 C 1 P e_ftr pi ) 1 �MAaxonRY WALL 01,r a'r D T 1 1`(' -7 G !s 15 RAFT IZ 0. -rev Fr- A4.2Q TYr 4 - to2.TAl CC?LUHI e2EE l 1 JE !o .25 12 17' 11 L 1 a E 28 - 2. 2 2 _ RAFT• Conla. F's - % - - 5 FP- LiuPT• %M 4 <e - I To Lnl. F - TO 4x4< FT- r2 r n Ak1.24 Tyr FA 15" 2,6c L�x3 3� 6.v. ' ' b Fuas. VA'JL4 EAEND '7g EfJ P / '. (4) 2 4,z5-4 AJ /oo t'y . 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(f!a GA) IT C.owrl r 'll� �•JESJ I2 - 4 cowm I Fuas- 14 wex7 CTYPICAL) 0i0 k er'2x1� It e7 -�s. /CCn )'7t�o 2 zy -d 6 CAP >} /C Ac -L A J.zQ- �- c Of,.:( ;I PiILA APP\0 SEP 22 1999 AS ti i ct) EVllE SEP 9 1959 REID MIDI LETCN, Q Q Q NC. Q Q i i 1 4 12 ()€ 2' -(# A4 do '6 cAF It ` 22AFrEIZ /4) <1 5 10 (, •-./EV 0 GOwrlrl 7k k- Fuay. 10 %AqE 1L 6�3 tlorE; P 012.1._ ■4 D12ECrin�1 It Er1v t /(4) 1 2 0 .1 1 2 A �/7l -a p L-- r �_ •••••• Giee GlEGTfOwl L�v 4- I, s) FOP_ i) Meu s1oJh k PETAL lh Uor wIoTED 811111140fti 24- 4 1 9 END 4-s1 IC 4,725-'4 to Poirh -- 21 P2Ans 1� e I2,to '7o (rye) Cc r Fc.tas. 14 '- % l A7z-..1 TY P- (4 L 4 E C T I a J 17'44 9'_8 K L q a E e„ 5 21' -o L>J. J 22'- K J ` r ( J orE.D 2'...c)2 La. J I( -9'9- CITY OF T1.0 1 APPROVED SEP 2 7 1999 A\ �V ■LU DEvl SEP REID MID 2 z 0 0 C to 2 4 LL 2 E C a a go- -- - 2o` to z,- �A- >?9- �D- Zv rav �i� - : \ V a D c - _ - ?o- , CDR _ . _ _ = i � -. _ ,- zr - aD \/ . ! I 2E I F. 7t- � C'L> -. c. - RR _ IP 4 ;/ / 4)AL• \ i ii III 1 a, by k I h.LIM 14 - ,a- 2o' -0 2d -o , 2 0 - 0 2o' - 0 2d - o , ? t -478 12' -7 7'-- 20' -0 I 2 0`-0 4 2d -0 C4-)A, , 17' -7 I) -Its¢ j go- -- - 2o` to go- gyp. - v .. v..co F P- go- ® - ,.. £1, e rr. ;- _ .: bE �E- . ! I 2E I F. 7t- � C'L> -. c. - RR _ \ - ,:giiiiiii 3 i ii III „� a, by k I h.LIM ZE 2.O- ZE- OPP ZE uAllikilliirit, g7- EE. 111111.)4' k I t I i ■ (4)cv- C 4)Ac Ty,_ becca. (4)PI -.ca- 1 7 Id 2, Iry - 4 17' -71 (1) e 20 - = 'bo o , ' 14' -4 O -- - 2o` to ------- / /i by �.. bD - \ - - - t -. e rr. ;- .: .o_ . ! I I t i ii III „� bE- 2.O- ZE- g7- EE. } Y Y �v- �E- I t I i ■ l ir 1 I i ve- eoo 1 4x12 fe P)7 Clo)t} aS x 2 A�2ri-nl ism (G) '>�'Aa I" Gaze �. JL �J XvjX� (2) R- D e TA r L_ (+1 12 ° �Fal b X it- F�tiy * I , ` 12 'i 11 r 12 ft- 6 ` - / e ws M � !I: ' F.. r /(b) 3 -4,� I'c A -tit _I i„,,.. AG• w/ c-,) t C 4 p,-) r D II v �E.w lo ft JLCaK4c'�8 (2) FA- (!?`, 4�1 2S Tyr, c.A.L. r4-)12' -C E T A 1 L_ 0 P E T 1 ' -(P Ac•a Ty(' _ av �o ` • av- av- aD- f�T � } 2d - 1 20'- o L t I.1 e L__ (. O 2 T ■•1 ad- 0 20- o !lca o. N• 2o 1 A 1 E C. ' AT L. E' A' 4, L 2d -o c - 0 T . 2o' -0 L t nl e. A' C ' O J T 1•I ) - FI ELD cur To F. rc+-1 20'- o 1 1.1 e I ( e A y T ) r'f_ ( CITY OF ROM- APPROVED SEP 2 7 1939 nS NO(l: 5 U OWNER: Harley Vicinity Map NOT TO SCALE WATER: CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 433 -0179 SEWER: CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 433 -0179 RUSS TOM DOWNTOWN HARLEY DAVIDSON, INC 6727 M.L.KING JR HWY S SEATTLE, WA 98118 (206) 722 -8457 CONTRACTOR: JOHN MCKENNA: FIORILLO NORTHWEST, INC. P.O. BOX 66826 SEATTLE, WA 98166 (206) 241 -2600 ' LANDSCAPE ARCHITECT: JENNIFER DISCHINGER R.W.THORPE & ASSOCIATES HOGE BUILDING 705 SECOND AVE SUITE 710 SEATTLE, WA 98104 (206) 624 -6239 UTILITIES SOILS ENGINEER: SURVEYOR: TELEPHONE PUGET SOUND ENERGY 805 156TH AVENUE NE. BELLEVUE. WA 98004 (888) 225 -5773 ELECTRICITY: REFUSE SERVICE U.S. WEST COMMUNICATIONS 14422 SE 260M KENT. WA 98032 (800)603 -6000 CONSULTANTS GILES ENGINEERING ASSOCIATION 11807 N. CRK. PARKWAY, S7E. 102 BOTHELL, WA 98071 (425) 482 -2020 RON TORRENCE DBM CONSULTING ENGINEERS 502 1671.1 STREET NE SUITE 312 AUBURN. WA 98002 (253) 887 -0924 CIVIL ENGINEER: DANA B. MOWER MARK J. RIGOS DBM CONSULTING ENGINEERS 502 16774 STREET NE, SUITE 312 AUBURN, WA 98002 _ (253) 887 -0924 AC= ASPHALTIC CONCRETE SURFACE BRW= BOTTOM OF RETAINING WALL BR=BOTTOM OF ROCKERY �-= BUILDING LINE =CATCH 0 =CATCH BASIN PROPOSED - - - = CENTERLINE OF = CLEARING LIMITS CB =CATCH BASIN CC= CONCRETE CURB CD= CONCRETE DRIVE CG= CONCRETE GUTTER CLA= CENTERLINE OF ASPHALT CL=CENTERUNE CMP =CORRUGATED METAL PIPE CONC= CONCRETE CHNL= CHANNEL CP= CONCRETE PIPE CS= CONCRETE SLAB CTR= CENTER CW=CONCRETE WALK ......CULVERT (PROPOSED) DI =DUCTILE IRON DMH =DRAIN MANHOLE EA =EDGE OF ASPHALT EOP =EDGE OF PROPERTY EC= ELECTRICAL CONDUIT EH= ELECTRICAL HANDHOLE EM= ELECTRICAL METER ET= ELECTRICAL TRANSFORMER EV= ELECTRICAL VAULT. 0 = EXISTING SANITARY MANHOLE =EXISTING ECC= EXTRUDED CONCRETE CURB +-.- =FENCE LINE FILTER FABRIC FENCE FC =FILL CAP FF =FINISH FLOOR FB= FINISH BASEMENT jR =FIRE HYDRANT PROPOSED f.1, =FIRE HYDRANT EXISTING G =GAS MAIN O =GAS VALVE I- =GUY ANCHOR --a« -= INTERCEPTOR SWALE IE= INVERT ELEVATION GI =JB. (JUNCTION BOX). ----=PROPERTY LINE LS =LANDSCAPE OB =CURB LEGEND (M)= MEASURED DATA p = ORNAMENTAL TREE P =POWER WIRE PT =POINT PVC = POLY VINYL. CHLORIDE PWC= CONCRETE WALK • = PROPOSED SS CLEANOUT (R)= RECORD DATA RIM =TOP ELEVATION OF STRUCTURE ROW= RIGHT -OF -WAY =RIP RAP PAD 8 0 =ROCK CHECK DAM CMGS =ROOKERY e =ROOF DRAIN CLEANOUT SS= SANITARY SEWER SSCO= SANITARY SEWER CLEANOUT SSMH= SANITARY SEWER MANHOLE WATER METER O =SET IRON PIN WITH ID CAP =SET. TACK. IN LEAD AS NOTED :O. =SET TACK IN LEAD IN BRASS I.D. DISC A =SET RR SPIKE WITH PUNCH MARK = SURVEY MONUMNET (FOUND) SD =STORM DRAIN SS= SANITARY SEWER Q_= STREET. LIGHT TA=TOP OF ASPHALT TC= TELEPHONE CONDUIT TS =TOP OF SWALE T=-TELEPHONE WIRE TRW =TOP OF RETAINING WALL TR=TOP OF ROOKERY TW =TOP OF SIDEWALK al- = TRAFFIC FLOW =TRAFFIC LIGHT 0 = UTIUTY ACCESS MANHOLE • = UTILITY' POLE W=WATER MAIN GI=WATER VALVE O =YARD UGHT VP=VENT PIPE WASTE MANAGEMENT - RAINIER 6350 SOUTH 143 RD TUKWILA, WA 98168 (206) 243 -4050 ARCHITECT: ROSS DECKMAN ARCHITECTURE AND PLANNING 11421 MERIDIAN EAST, SUITE 2B PUYALLUP. WA 98373 (253)840 -9405 STRUCTURAL ENGINEER: MARK ANDERSON ANDERSON- PEYTON 31620 23RD AVENUE S SUITE 321 FEDERAL WAY, WA 98003 (253) 941 -9929 PROJECT NAME: OWNER: TAX PARCELLI : SITE ADDRESS: SITE AREA: PERVIOUS AREA: IMPERVIOUS AREA: EXISTING BUILDING AREA: ADD/770N BUILDING AREA: SITE ZONING: YARD SETBACKS: LANDSCAPE SETBACKS: EXISTING USE. - PROPOSED USE FIRE HYDRANT SPACING. MAX. PARKING: VACANT STRUCTURE SHOWROOM AND SHOP 300 FEET AT 48T71 AVENUE SOUTH PROJECT INFORMATION DOWNTOWN HARLEY DAVIDSON SHOWROOM AND SHOP RUSS TOM DOWNTOWN HARLEY- DAVIDSON, INC. 6727 M.LKING JR. HIGHWAY SOUTH SEATTLE, WASHINGTON 98118 000300-0b46-03 13001 48114 AVENUE SOUTH TUKWILA, WASHINGTON 98168 L 7 ACRES 0.2 ACRES 1.5 ACRES 16,000 SF 18,045 SF CAI 25 FEET FRONT 5 FEET SIDE 5 FEET REAR 12.5 FEET FRONT 5 FEET SIDES 0 FEET REAR REQUIRED: 2.5 STALL /1,000 S.F. (RETAIL) 27 STALLS 1 STALL /2,000 S.F. (WAREHOUSE) 9 STALLS 2 HC STALL +1 HC VAN STALL 3 STALLS 30X COMPACT STALLS (MAXIMUM) TOTAL 39 STALLS 1- (4 BIKE STALLS) REQUIRED: 45 REGULAR + 17 COMPACT (26X) + 2 HC - .1 HC VAN =65 TOTAL + (4 BIKE STALLS) SHEET 1 SHEET 2 SHEET 3 SHEET 4 SHEET 5 SHEET 6 SHEET 7 SHEET 8 SCALE 1 =4O' TABLE OF CONTENTS COVER SHEET GRADING AND STORM DRAINAGE PLAN GRADING PLAN CROSS - SECTIONS STORM DRAINAGE NOTES AND DETAILS TEMPORARY EROSION CONTROL PLAN TEMPORARY EROSION CONTROL PLAN NOTES AND DETAILS WATER, SANITARY SEWER, AND ROADWAY IMPROVEMENT PLAN WATER AND SANITARY SEWER PLAN / NOTES AND DETAILS J / UNAUTHORIZED CHANGES AND USES THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR NOR UABLE FOR UNAUTHORIZED CHANGES TO CR USES OFIIESEPLANS IN THE. EVENT THAT INCONSISTENCIES ARISE IN THE PLANS OR SPEGPTCATIONS 7HE'CONTRACTOR SHALL STOP WTIRK IMMEDIATELY. THE CONTRACTOR SHALE NOT PROCEED FURTHER UNTIL RECEIVING WRITTEN VERIFTCABON AND APPROVAL TO MAKE CHANGES TD THE PLANS BY THE ENGINEER OF THESE PLANS THE CONSTRUCTION AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES THE CONSTRUCTION CONTRACTOR Silk BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE JOB SIlE.CONDITIONS DURING. THE COURSE OF CONSTRUCTION OF THIS PROJECT. THIS INCLUDES SAFETY OF ALL PERSONS AND LIMITED O L NORMA HOURS THE CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND,' INDEMNIFY AND HOLD THE. DESIGN PROFESSIONAL :HARMLESS : FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION : PATH THE PERFORMANCE OF WORK ON THIS '. PROJECT, EXCEPTING LIABILITY ARISING FROM. SOLE NEGLIGENCE OF THE DESIGN -PROFESSIONAL ENGINEER'S NOTE 10 CONTRACTOR:.: INFORMARON:'CONCERNING THE DOS7ENCE AND LOCATION OF ANY UNDERGROUND UTILITIES PIPES AND/OR' STRUCTURES'SHOWN ON THESE PLANS WAS OBTAINED BY A SEARCH OF AVAILABLE RECORDS' TO THE BEST OF OUR KNOWLEDGE THERE.ARE NO EXISTING UTILITIES EXCEPT AS' -SHOWN ON THESE PLANS THE CONTRACTOR SHALL ASCERTAIN :THE 'TRUE 'VERTICAL AND HORIZONTAL LOCATION AND'SIZE OF THOSE UTTLITI£5' SHOWN OR NOT SHOWN THIS IS A SIGNED CERTIFICATION THAT THE SITE PLAN HAS BEEN" MADE WETH THE FREE CONSENT, AND IN ACCORDANCE WITH THE DESIRE OF THE - OWNER. OR-OWNERS... ELEV 18.288 SUM A -4 NE CORNER OF TELEPHONE VAULT A EASTERLY AND SOUTHEASTERLY CORNER OF THE INTERSECTION OF 48TH AVENUE SOUTH AND INTERURBAN AVENUE. HO'RTO/V DENNIS BENCHMARK 16 FOR INTERURBAN SURVEY A -7 TOP OF BOLT. ON WEST WING WALL AT NORTH END OF NORTH BOUND 599 OVER SOUTH 133RD ST. (USC -GS MEAN SEA LEVEL) ELEV.. 34.05 c - IN ORDER TO BE ON NGVD 2% DATUM NEED TO ADD L8 FEET TO ELEVATION TO BE IN COMPLIANCE W17H FEN /A MAPS ELEV. 34:05 SURVEYOR'S NOTES 1. NO ATTEMPT HAS BEEN MADE AS A PART OF THIS BOUNDARY SURVEY TO UIiT.4N OR SHOW DATA. CONCERNING EXISTENCE SIZE, DEPTH, CONDITION, CAPACITY, OR LOCATION OF ANY UTILITY OR MUNICIPAL/PUBUC SERVICE FACILITY. FOR INFORMATION REGARDING THESE UTILITIES OR FACILITIES, PLEASE'. CONTACT THE APPROPRIATE AGENCIES. 2 THE LOCATIONS OF UNDERGROUND. UTILITIES AS 51-10WN:.HEREON ARE BASED ON ABOVE GROUND STRUCTURES. LOCATIONS OF UNDERGROUND UATUTIES /STRUCTURES. MAY VARY. FROM LOCATIONS SHOWN HEREON. ADDITIONAL BURIED UTILITIES/STRUCTURES MAY BE ENCOUNTERED. NO EXCAVATIONS WERE MADE DURING THE PROGRESS OF THIS SURVEY TO LOCATE BURIED UTILITIES /STRUCTURES 3. SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR EASEMENTS OF RECORD, ENCUMBRANCES, '. RESTRICTIVE COVENANTS, OWNERSHIP, T1TLE. EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE.. SEARCH MAY DISCLOSE. 4. ALL BUILDINGS, AND SURFACE AND SUBSURFACE IMPROVEMENTS ON AN ADJACENT TO THE SITE ARE NOT NECESSARILY SHOWN HEREON. 5. THE LOCATION AND /OR EXISTENCE OF UTILITY SERVICE LINES TO THE PROPERTY SURVEYED ARE UNKNOWN AND ARE NOT SHOWN. 6.. SPRINKLER HEADS AND IRRIGATION LINES ARE NOT SHOWN HEREON. ` 7 ALL HEDGES AND GROUND COVER ON THE SITE MAY NOT BE SHOWN HEREON. LEGAL DESCRIPTION THAT PORTION OF THE..STEPHAN FOSTER AND CC. LEWIS DONATION CLAIMS IN SECTIONS 14 AND 15 TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT A POINT WHICH BEARS NORTH 40 01'. 05' WEST A DISTANCE OF 920.15 FEET FROM A MONUMENT (HUB). AT THE P.I. OF A CURVE ON THE CENTER LINE OF THE DUWAMISH RENTON JUNCTION ROAD, NOW PAVED, SAID P.I. BEING APPROXIMATELY 1000 FEET EAST AND 20. FEET SOUTH OF THE. QUARTER CORNER BETWEEN SECTIONS 14 AND 15,E TOWNSHIP 23 NORTH, RANGE 4 EAST; THENCE NORTH 49' 24 WEST ON A UNE 150.00 FEET DISTANT FROM AND PARALLEL 111TH THE CENTERLINE OF THE SAID DUWAMISH RENTON JUNCTION ROAD A DISTANCE. OF 835.00 FEET TO A POINT WHICH BEARS NORTH 81•'. 44' 15 EAST A. DISTANCE. OF 199.17 FEET FROM A MONUMENT (HUB) AT THE END OF A CURVE ON THE CENTER LINE OF SAID DUWAMISH RENTON JUNCTION ROAD. SAID END OF CURVE BEING APPROXIMATELY 1200 FEET NORTH AND 440 WEST OF THE QUARTER CORNER BETWEEN SAID SECTIONS 14 AND 15; THENCE SOUTH 40' 36' WEST A DISTANCE - -- OF 20.00 FEET TO THE NORTHEASTERLY MARGIN. OF THE PUGET SOUND ELECTRIC. RAILWAY RIGHT OF WAY; THENCE NORTH 49 24' WEST ALONG SAID MARGIN OF SAID RIGHT. OF WAY A DISTANCE. OF 16.00 FEET TO THE TRUE POINT OF BEGINNING THENCE NORTH 49' 24' WEST ALONG SAID MARGINO- SAID RIGHT OF WAY A DISTANCE OF 310.21 FEET; THENCE NORTH. 40' 36' EAST A DISTANCE OF 702.10 FEET, THENCE SOUTH 49. 24' EAST A DISTANCE OF 310.21; ' THENCE SOUTH 40'36' WEST A DISTANCE OF 702.10 FEET TO THE POINT OF BEGINNING. TOGETHEER'. WITH A PERPETUAL EASEMENT FOR ROAD PURPOSES OVER AND ACROSS A STRIP OF LAND 20 FEET IN WIDTH EXTENDING FROM THE MOST SOUTHERLY CORNER OF THE ABOVE DESCRIBED TRACT OF LAND SOUTH 49•' 24' EAST A DISTANCE'. OF 835. FEET, ALONG THE RIGHT OF WAY OF THE PUGET SOUND ELECTRIC RAILWAY, THE SOUTHERLY MARGIN OF. SAID STRIP OF. LAND BEING IDENTICAL WITH THE NORTHERLY MARGIN,. OF SAID RIGHT OF WAY; EXCEPT THAT PORTION OF THE STEPHEN FOSTER. AND C.C.. LEWIS DONATION CLAIMS IN SECTIONS 14 AND. 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS` COMMENCING AT A POINT WHICH BEARS NORTH 4D• 01' 05' WEST A DISTANCE OF 920.15 FEET FROM A MONUMENT (HUB) AT THE P.L OF A CURVE ON THE CENTER LINE OF THE DUWAMISH, RENTON JUNCTION ROAD, NOW, PAVED, SAID RI. BONG APPROXIMATELY 1000 FEET EAST AND 20 FEET SOUTH OF THE QUARTER CORNER BETWEEN'. SECTIONS 14 AND 15, TOWNSHIP 23 NORTH, RANGE 4 EAST; THENCE NORTH 49. 24" WEST ON A LINE 150.00'. FEET DISTANT FROM AND PARALLEL WITH THE CENTERLINE OF THE SAID DUWAMISH RENTON JUNCTION ROAD A DISTANCE OF 835.00 FEET TO A POINT WHICH BEARS NORTH 81. 44' 15 EAST A DISTANCE OF 199.17 FEET FROM A. MONUMENT (HUB) AT THE END OF A CURVE ON THE CENTER. LINE OF SAID DUWAMISH RENTON JUNCTION ROAD, SAID END OF CURVE BEING APPROXIMATELY 1200. FEET NORTH AND. 440 FEET WEST OF THE QUARTER CORNER BETWEEN SAID SECTIONS 14 AND 15; THENCE SOUTH 40' 36' WEST A DISTANCE OF 20.00 FEET TO THE NORTHEASTERLY MARGIN OF THE PUGET SOUND ELECTRIC RAILWAY RIGHT OF WAY; THENCE NORTH 49. 24' WEST ALONG SAID MARGIN OF SAID RIGHT OF WAY A DISTANCE OF 16.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 4N 24' WEST ALONG SAID MARGIN OF SAID RIGHT OF THENCE NORTH 40 36' EAST A DISTANCE OF 450 FEET; THENCE SOUTH 49. 24' EAST A DISTANCE OF 310.21; THENCE SOUTH 40. 36' WEST A DISTANCE OF 450 FEET TO THE POINT OF BEGINNING. EXCEPT ANY PORTION THEREOF DEEDED TO THE CITY OF TUKWILA FOR 487HAVENUE SOUTH. CALL BEFORE YOU DIG 1 800 -424 -5555 r0 DBM CONSULTING ENGINEERS'199f • THIS DOCUMENT 'AND THE IN FORMATION OONT PROPRIETARY TO °B11"CONSIILTINGiEN BEEN FURNISHED IN: CENFIDENCE AND IS9 TERMS OF A SEPARATE SETRECY'AGREEMEFB AND THE REOPIENT.1 THE RECIPIENT..IS' NQ +tTO OR DISCLOSE TIT CONTENTS TO Atli' AS EXPRESSLY AUTHORIZED BY SAID 1 ENGINEERING, DESIGN, LAND PLANNING, JR EYING, E NVIRONMENTAL SERVICES ® ®® 021[" "/ PER SI 8 21 98 Era[i PER' SITE KAN. CHANGES ®IiD►®�ZII�C� � ' (7�;�K�61��( 101111111311110311221ZO R STAN ^r. OWNTOWN HARLEY DAVIDSO ] _ __ _______ ___ AXISJA G PROP4D GRADE FF =1275 �RgDE _ / �— — BOLDING rn F. I — _�_ _-- _. __. � --- PROPOSED GRADE - __ �.�_ I ____ , EXISTING GRADE ` a i 810 SWALE oI SECTION B -B SCALE: HORIZONTAL: 1"=20' VERTICAL: '1 " =5 CALL BEFORE YO 1 800- 424 -5 4 " -5/8" MINUS CRASHED ROC 12" OF CLASS A OR B PIT RUN COMPACTED TO 95' SUBGRADE XTRUDED CURB PAVEMENT CROSS - SECTION NOT TO SCALE /© DBM CONSULTING ENGINEERS,1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HERON B PROPRIETARY TO DBM CONSULTING ENGINEERS AND HAS BEEN FURNISHED. IN CONFIDENCE AND IS. SUBJECT TO THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DBM AND THE RECIPIENT. THE RECIPIENT IS NOT TO COPY, DUPLICATE, OR DISCLOSE' THE CONTENTS TO ANY. PERSON OR ENTRY EXCEPT AS EXPRESSLY AUTHORIZED BY SAID AGREEMENT OR BY DBM IN %04111NG.' KEYMAP 6" CONCRETE SIDEWALK WHERE SHOWN ON PLAN (2500 PSI 5 SACK) DATUM ELEV 5.00 GROUP B SECTION B 2" CLASS 'B' ASPHALT CONCRETE 15.00 10.00 DATUM ELEV 5.00 0.00 GROUP A SECTION A 15.00 1000 0.00 NORTHWEST SOUTHWEST ) O WNTO WN HARLE Y DAVIDSON GRADING PLAN • CROSS- SECTIONS 100.00 100.00 SECTION A -A SCALE: HORIZONTAL: 1 " =20' VERTICAL: r=5' CITY OF TUKWILA STANDARD DETAILS: COMMERCIAL DRIVEWAY RS-9 SIDEWALK DETAIL RS -11 NORTHEAST 15.00 10.00 SOUTHEAST. _ __ _______ ___ AXISJA G PROP4D GRADE FF =1275 �RgDE _ / �— — BOLDING F. Ei O ff_ SECTION B -B SCALE: HORIZONTAL: 1"=20' VERTICAL: '1 " =5 CALL BEFORE YO 1 800- 424 -5 4 " -5/8" MINUS CRASHED ROC 12" OF CLASS A OR B PIT RUN COMPACTED TO 95' SUBGRADE XTRUDED CURB PAVEMENT CROSS - SECTION NOT TO SCALE /© DBM CONSULTING ENGINEERS,1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HERON B PROPRIETARY TO DBM CONSULTING ENGINEERS AND HAS BEEN FURNISHED. IN CONFIDENCE AND IS. SUBJECT TO THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DBM AND THE RECIPIENT. THE RECIPIENT IS NOT TO COPY, DUPLICATE, OR DISCLOSE' THE CONTENTS TO ANY. PERSON OR ENTRY EXCEPT AS EXPRESSLY AUTHORIZED BY SAID AGREEMENT OR BY DBM IN %04111NG.' KEYMAP 6" CONCRETE SIDEWALK WHERE SHOWN ON PLAN (2500 PSI 5 SACK) DATUM ELEV 5.00 GROUP B SECTION B 2" CLASS 'B' ASPHALT CONCRETE 15.00 10.00 DATUM ELEV 5.00 0.00 GROUP A SECTION A 15.00 1000 0.00 NORTHWEST SOUTHWEST ) O WNTO WN HARLE Y DAVIDSON GRADING PLAN • CROSS- SECTIONS 100.00 100.00 SECTION A -A SCALE: HORIZONTAL: 1 " =20' VERTICAL: r=5' CITY OF TUKWILA STANDARD DETAILS: COMMERCIAL DRIVEWAY RS-9 SIDEWALK DETAIL RS -11 NORTHEAST 15.00 10.00 SOUTHEAST. SULTING a ENGINEERS 1� , { I ; I � LI► � & I i ; ima ' " � w' � .•1�111� +i�21e1� 1�R� t ®kind : � i � W � :(t � l / � da yy ! � :g r el-� �7 . I gy o� ry A q 'Y 1 °7i�. Y ,n ' LL: e" {ifiag;pl"tYtlti�it &r iBLs:� EISIMINEMBINZA 171.W Y'r JOHN 131 S W 1,56,TH STAPLES OR WIRE RINGS (TM) FILTER FABRIC MATERIAL MIRAFI 100. X OR EQUAL 2`x4`. DOUG. FIR AT 4 O.C. 2 "x4` DOUG. FIR OR EQUAL FILTER FABRIC. MATERIAL 2.x2'A14.. GA. W.W.F. 1" 1 1/2' WASHED ROCK OR PEA GRAVEL 6"x6'... TRENCH NOT TO SCALE ,8 °S,• ' •„84•:„84.„ e• o.'m : .I�l.oyllri o -1 «uuuICS FILTER FABRIC FENCE DETAIL NOTES: i. PLACE 1' OF 3//4' -1 S 2' MASHED ROCK OR PEA..GRAV€L ON SIDES OF FENCE TO CREATE A BEVEL SHAPE 2. FABRIC SHALL CENER BOTTOM OF 6 TRENCH'. AND EXTEND BEYOND THE LADS OF THE GRAVEL IN ORDER TO WWIAN'. AN EXCESS OVERLAP OF 2 mosuuu AS SHOWN IN TYPICAL:CROSS-SECIDN. FLTEFI FABRIC FENCE NSTALLATION NOTES - - - 1. THE .:FILTER- FABRIC SHALL IN A' CONTINUOUS ROLL CUT TO THE - - - - -- LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY. FILTER CLOTH. SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, IDTH A MINIMUM 6 -INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL; BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN'. SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED. ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT'TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE :. BURIED. 4. WHEN STANDARD. STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL_. BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING. HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO :THE.TRENCH.'A MINIMUM:' OF 4 INCHES AND. SHALL NOT. EXTEND MORE THAN 36 INCHES .ABOVE THE ORIGINAL GROUND SURFACE. 5. THE .STANDARD 'STRENGTH 'FILTER FABRIC SHALL BE STAPLED OR WIRED TO NE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND - : MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER' FABRIC SHALL NOT. BE STAPLED TO 'EXISTING TREES. 6. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE .. THE FILTER FABRIC IS STAPLED OR ':HIRED DIRECTLY TO THE POST WITH ALL ... OTHER PROVISIONS OF STANDARD NOTE 5 APPLY. 7. THE TRENCH SHALL BE BACKFIELD WITH 3/4 -INCH MINIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. II I=Iii 1 -It= 110--1 CHECK - `DAM 3/4' MINUS WASHED GRAVEL STRAW: BALE: NOT TO SCALE NOTES: 1. CONIRACFORS RESPONSIBIUIY FOR MABAIUNMG N'CLEANNG THE APPROACH ON A REGULAR BASIS: 2 . t DIRECIID BY THE CRY ADDITIONAL. QUARRY. SPALLS MUST BE ADDED. 3 -. THE CONSTRUCTION APPROACH MUST. BE LOCATED AT THE PERMANENT APPROACH LOCATION. .R. TEMPORARY CONSTRUCTION ENTRANCE SILT FENCE CONTINUOUS AROUND. STRAW BALES. SUPPORT AT CORNERS WITH WOOD STAKES. FIRTH S OK 0% - 5S 5% - lOX > 100 REBAR, WOOD STAKE OR EQUAL TO SECURE STRAW BALES os -t o' KEY .ROCIC "RIO :'. SWALE °25. OWL SWALE LATIi000CF�ILOAY EROSION CONTROL NOTES 1. APPROVAL OF THIS EROSION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES. RESTRUCTURES, RETENTION FACIUTIES, UTILITIES , ETC.) 2. THE EMPLACEMENT OF THESE. ESC PLANS AND CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES' IS THE RESPONSIBIUTY OF THE APPLICANT/ CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. THE BOUNDARIES OF THE CLEARING UMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE. FIELD PRIOR TO CONSTRUCTION. DURING. THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEARING UMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT / CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 4. THE ESC .FACILITIES SHOWN ON THIS PLAN MUST BE CONTRACTED IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES. AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATE APPLICABLE WATER STANDARDS. 5. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACIUTIES SHALL BE UPGRADED (E.G. ADDITIONAL SUMPS, RELOCATION OF DITCHES, AND SILT FENCES, ETC.) IF NEEDED FOR UNEXPECTED STORM EVENTS AND AS THE CITY REQUIRES. 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPUCANT/ CONTRACTOR AND MAINTAINED. AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 7. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS. WHERE NO FUTURE WORK IS ANTICIPATED FOR A PERIOD OF 15 DAYS, SHALL BE IMMEDIATELY STABIUZED WITH THE APPROVED ESC METHODS (EG. SEEDING, MULCHING. NETTING. EROSION BLANKETS, ETC.). 8. ANY AREA NEEDING ESC MEASURE, NOT REQUIRING IMMEDIATE ATTENTION. SHOULD BE ADDRESSED WITHIN 15 DAYS. 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN 48 HOURS FOLLOWING A STORM EVENT. 10. AT NO ONE TIME SHALL MORE THAN 1 -FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT. FLUSH' SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11.'. STABILIZED .CONSTRUCTION ENTRANCES AND WASH PADS PER CITY STANDARDS, SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN. FOR THE DURATION OF THE PROJECT. 12. DURING THE TIME PERIOD OF NOVEMBER 1 THROUGH MARCH 31, ALL PROJECT DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN 12 HOURS SHALL BE COVERED BY ONE OF THE FOLLOWING MEASURES: MULCH. SODDING OR PLASTIC COVERINGS. 13. ANY PERMANENT RETENTION FADUTY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM, THE UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE USED AS A TEMPORARY SETTLING BASIN. 14. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPUED AT AN APPROPRIATE RATE (E.G. ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE). 15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL. BE APPUED AT A MINIMUM THICKNESS OF 2 INCHES. 16. AS CONSTRUCTION PROGRESSES AND UNEXPECTED SEASONAL CONDITIONS DICTATE. AND AS THE CITY REQUIRES, THE PERMITEE SHOULD ANTICIPATE THAT MORE TESCP MEASURES WILL BE NECESSARY TO PROTECT ADJACENT PROPERTIES AND ENSURE MINIMUM WATER QUALITY FOR SITE - RUNOFF..IT SHALL BE THE RESPONSIBILITY OF. THE PERMITEE TO ADDRESS.. DEFICIENT TESCP CONDITIONS AND PROVIDE ADDITIONAL FACIUTIES, OVER AND ABOVE MINIMUM REQUIREMENTS ON THE APPROVED PLAN. NPDES NOTES: 0 DBM CONSULTING ENGINEERS,1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO DBIA CONSULTING'.. ENGINEERS. AND HAS BEEN :.:FURNISHED IN. CONFIDENCE ..AND -:.:S IUBCT TO THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DIM AND THE RECIPIENT. THE RECIPIENT IS NOT TO COPY. DUPLICATE OR DISCLOSE THE CONTENTS TO MY PERSON'.. OR ENTITY EXCEPT AS EXPRESSLY - AUTHORIZEDBY SAID AGREEMENT OR BY - IBM IN WRITING. 1. THE CONTRACTOR SHALL KEEP A RECORD OF THE DATES WHEN MAJOR GRADING ACTIVITIES OCCUR, WHEN CONSTRUCTION ACTIVITIES TEMPORARILY OR PERMANENTLY CEASE ON A PORTION. OF THE SITE, WHEN STABILIZATION MEASURES ARE IMPLEMENTED. 2. ALL EROSION CONTROL FACILITIES SHALL BE INSPECTED. MAINTAINED, AND REPAIRED BY THE CONTRACTOR AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THERE INTENDED FUNCTION. ALL ON SITE EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE EVERY. SEVEN DAYS AND WITHIN 24 HOURS AFTER ANY STORM EVENT OF GREATER THAN 0.5 INCHES PER 24 HOUR PERIOD. AN INSPECTION REPORT FILE SHALL BE MAINTAINED BY THE CONTRACTOR. YDAVIDSON AR Y *EROSION CONTROL PLAN NOTES AND DETAILS (1) 10"x6' TEE (MJ) (1) 10" GATE VALVE (MJ) NW (1) 8 GATEyALY (MJ)_SW _ _- "CONCRETE THRUST BLOCKING DOUBLE DETECTOR CHECK. VALVE AND VAULT REMOVE EXISTING WATER METER AND RETURN TO - CITY UTILITY SHOP SCALE 1 " =20' �© DBM CONSULTING ENGINEERS,1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO DBM. CONSULTING ENGINEERS AND HAS BEEN FURNISHED IN CONFIDENCE AND IS. SUBJECT TO THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DRU AND THE RECIPIENT. THE RECIPIENT IS NOT TO COPY, - DUPLICATE OR DISCLOSE THE CONTENTS TO ANY PERSON OR ENTITY EXCEPT AS EXPRESSLY AUTHORIZED BY SAID AGREEMENT OR BY DUI 94 WRITING -13^0 8 12.00 (1) BUND FLANGE CONCRETE THRUST BLOCKING =13.50 BR =12.25 DOT LEY DA VID S ON WATER, SANITARY SEWER, AND ROADWAY IMPROVEMENT PLAN DEFLECT WATER DOUR, MINIMUM , S DEPTH, BELOW STORM DRAINAGE AT PROPERTY UNE. (FUTURE EXTENSOR) SPECIAL NOTE: CONTRACTOR SHALL FIELD VERIFY EXISTING UTILITIES, PRIOR TO CONSTRUCTION. (1) 10"X6" TEE (MJ) (1) 6• GATE VALUE (MJ) CONCRETE THRUST BLOCKING 10 U11UTY ENT CONTRACTOR SHALL PROTECT ELECTRICAL POLE AND LUMINAIRE DURING CONSTRUCTION. CONTRACTOR SHALL INSTALL NEW .: LOAD BEARING ?LID FOR POWER 1.5'. WATER METER (INSTALLED BY CITY) 1.5" METER SETTER (INSTALLED BY CONTRACTOR) / CITY DETAIL WS -TB / 1.5" COPPER SERVICE / ABANDON EXISTING WATER SERVICE LNE, AS PER CITY REQUIREMENTS RIGHT OF WAY RESTORATIONS AS PER CITY REQUIREMENTS TO SPRINKLER RISER, FIRE SPRINKLERS BY OTHERS 6 "x4" TEE (FLxFL) 900 BEND - CONTRACTOR SHALL PROTECT ELECTRICAL POLE, LUMI�N1tlAIRE, AND POWER VAULT DURING CONSTRUCTION. CONTRACTOR SHALL :REPLACE . , / DOSING CURB. AND GUTTER W WITH NEW CURB AND GUTTER. -EX!S iI::G SANt'.ARY SEWER MAN^.?CL= RiM =13.27 11=3.9.2 N/C B CENTER OF CHANNEL IE =4.02 NW 6 PVC (PROPOSED) - EXiSiNG CB TYPE 1 RIM = 12.70' 1E=8.75" SE. 12" CUP IE =6.76' NW, 12' PVC " " ---- EXISTING CB RIM =12.95' !E =7.61' Ow. 12" CON'CVEE PIPE 0 =7.79' NE. '2° CONCRETE. PIPE IE=7.82' SE, 12' CONCRETE PIPE � - ExISTTNG STORM DRAINAGE MANHOLE (CB TYPE 2) EXISTING STORM DRAINAGE PIPE 12 NOTES FIRE DEPARTMENT CONNECTION CALL BEFORE YOU PG` 1 800- 424 - 5555: . DETECTOR DOUBLE CHECK VALVE AND VAULT NEW COMMERCIAL DRIVEWAY AND HANDICAPPED RAMPS (SEE DETAIL RS -9) -- WET TAP (EXISTING 10 WATER MAIN) (1) 10" TAPPING TEE (1) 10" GATE VALVE (FLMJJ) CONCRETE THRUST BLOCKING (SEE CITY OF TUKWILA STANDARD DETAILS WS -11 AND WS -11 NOTES) 6 LFa past POST INDICATOR VAL VE CURB LINE UNDERGROUND ELECTRICAL SYSTEM SHALL BE DESIGNED BY OTHERS. 1. DETECTOR DOUBLE CHECK VALVE ASSEMBLY AND VAULT ASSEMBLY NOTES AS- ,PER.. CITY ( OF TUKWILA INFRASTRUCTURE DESIGNED AND CONSTRUCTION STANDARDS 2. 1-1/2 METER SETTERS AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS (WS -15). 3. FIRE HYDRANT ASSEMBLY AND SETTING AS -PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS (WS - 4) 4. VALVE BOX AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGN= AND CONSTRUCTION STANDARDS (WS -8). 5. CONCRETE BLOCKING AS PER CITY OF TUKWILA INFRASTRUCTURE DE AND'CONSTRUCTION'STANDARDS (WS -1). 6. SANITARY SIDE SEWER AS PER CITY ,OF TUKWILA INFRASTRUCTURE DESIGN- AND CONSTRUCTION STANDARDS 7. CLEAN,•OUT.AS PER CITY OFITUKWILA'INFRASTRUCTURE DESIGN CONSTR S D (SS 8. ALL MATERIALS UCTION WILL TAN .COMPL Y WITH 2). CITY OF TUKWILA STANDARDS 9. CONSTRUCTION SHAW" WITH .LI TEST - EDITION OF: STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION 10.ALL EXISTING. PAVEMENT SHALL BE SAW CUT AND PATCHED AS PE R CITY STANDAR D (RS -3) � _ - - D SECTION 14 & 15, TOWNSHIP 23 N., RANGE 4 E., W.M. A Harley Vicinity Map NOT TO SCALE WATER: CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 433 -0179 • UTILITIES SEWER: TELEPHONE CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 433 -0179 ELECTRICITY REFUSE SERVICE PUGET SOUND ENERGY 805 156TH AVENUE NE. BELLEVUE WA 98004 (888) 225 -5773 U.S WEST COMMUNICATIONS 14422 SE 260TH KENT WA 98032 (800)603 -6000 WASTE MANAGEMENT - RAINIER 6350 SOUTH 143 RD TUKWILA, WA 98168 (206) 243 -4050 DOWNTOWN HARLE Y DAVIDSON COVER SHEET THIS IS A SIGNED CERDC7CA71ON THAT THE SITE PLAN HAS BEEN MADE WITH THE FREE CONSENT, AND IN ACCORDANCE WITH THE DESIRE OF THE OWNER OR OWNERS. BENCH MARK DATA A -4 NE CORNER OF TELEPHONE VAULT AT EASTERLY AND SOUTHEASTERLY CORNER OF THE INTERSECTION OF 48TH AVENUE SOUTH AND INTERURBAN A VENUE HORTON DENNIS BENCHMARK # 16 FOR INTERURBAN SURVEY. ELEV 18.288 SUM A -7 TOP OF BOLT ON WEST WING WALL AT NORTH END OF NORTH BOUND 599 OVER SOUTH 133RD ST. (USC -GS MEAN SEA LEVEL) ELEV. 34.05 NOTE IN ORDER TO BE ON NGVD 2% DATUM NEED TO ADD 1.8 FEET TC ELEVATION TO BE IN COMPLIANCE WITH FEMA MAPS ELEV. 34.05 SURVEYOR "S NOTES CALL BEFORE YOU DIG 1 800-424--5555 1. NO ATTEMPT HAS BEEN MADE AS A PART OF THIS BOUNDARY SURVEY TO OBTAIN OR SHOW DATA CONCERNING EXISTENCE, SIZE DEPTH, CONDITION, CAPACITY, OR LOCATION OF ANY UTILITY OR MUNICIPAL /PUBLIC SERVICE FACILITY FOR INFORMATION REGARDING THESE UTILITIES OR FACILITIES, PLEASE CLNTACT THE APPROPRIATE AGENCIES. 2. THE LOCATIONS OF UNDERGROUND UTILITIES AS SHOWN HEREON ARE BASED. ON ABOVE GROUND STRUCTURES. LOCATIONS OF UNDERGROUND U7ITLITIES /STRUCTURES MAY VARY FROM LOCATIONS SHOWN HEREON. ADDITIONAL BURIED UTILITIES /STRUCTURES MAY BE. ENCOUNTERED. NO EXCAVATIONS WERE MADE DURING THE PROGRESS OF THIS SURVEY TO LOCATE BURIED UTILITIES /STRUCTURES. 3. SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR EASEMENTS OF RECORD, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP, TITLE EVIDENCE, OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. 4. ALL BUILDINGS, AND SURFACE AND SUBSURFACE IMPROVEMENTS ON AN ADJACENT TO THE SITE ARE NOT NECESSARILY SHOWN HEREON. 5. THE LOCATION AND /OR EXISTENCE OF UTILITY SERVICE LINES TO. THE PROPERTY SURVEYED ARE UNKNOWN AND ARE NOT SHOWN. 6. SPRINKLER HEADS AND IRRIGATION LINES ARE NOT SHOWN HEREON. ALL HEDGES AND GROUND COVER ON THE SITE MAY NOT BE SHOWN HEREON. N N U ro N N U r.l ti t g Q OWNER: SOILS ENGINEER, RUSS TOM DOWNTOWN HARLEY DAVIDSON, INC 6727 M.L.KING JR HWY S. SEATTLE, WA 98118 (206) 722 -8457 CONTRACTOR: JOHN MCKENNA FIORILLO NORTHWEST, INC. P.O. BOX 66826 SEATTLE. WA 98166 (206) 241 -2600 LANDSCAPE ARCHITECT JENNIFER DISCHINGER R.W. THORPE & ASSOCIATES HOGE BUILDING 705 SECOND AVE, SUITE 710 SEATTLE, WA 98104 , (206) 624 -6239 AC= ASPHALTIC CONCRETE SURFACE BRW= BOTTOM OF. RETAINING WALL BR= BOTTOM OF. ROCKERY LL=BUILDING LINE =CATCH BASI =CATCH BASIN PROPOSED = CENTERLINE OF = CLEARING LIMITS CB =CATCH BASIN CC= CONCRETE CURB CD= CONCRETE DRIVE CG= CONCRETE GUTTER CLA= CENTERLINE OF ASPHALT CL= CENTERLINE CMP= CORRUGATED METAL PIPE CONC = CONCRETE CHNL = CHANNEL CP= CONCRETE PIPE CS= CONCRETE SLAB CTR= CENTER CW= CONCRETE WALK =CULVERT (PROPOSED) DI= DUCTILE IRON DMH =DRAIN MANHOLE EA =EDGE OF ASPHALT EOP =EDGE OF PROPERTY EC= ELECTRICAL CONDUIT EH= ELECTRICAL HANDHOLE EM= ELECTRICAL METER ET= ELECTRICAL TRANSFORMER EV= ELECTRICAL VAULT EXISTING SANITARY MANHOLE = EXISTING S MONUMENURVEY T ECC= EXTRUDED CONCRETE CURB --µ- =FENCE LINE' -,-a4 =FILTER FABRIC FENCE - FC =FILL CAP FF= FINISH FLOOR FB= FINISH BASEMENT fit, =FIRE HYDRANT PROPOSED P, =GAS M =FIRE HYDRANT EXISTING (2)=GAS VALVE. t =GUY ANCHOR - = INTERCEPTOR SWALE • IE= INVERT ELEVATION =JB (JUNCTION BOX) - - -- =PROPERTY LINE LS =LANDSCAPE OB =CURB LEGEND CONSULTANTS GILES ENGINEERING ASSOCIA 11807 N. CRK. PARKWAY, STE. 102 BOTHELL, WA 98011 (425) 482 -2020 SURVEYOR, RON TORRENCE DBM CONSULTING ENGINEERS 502 16TH STREET NE SUITE 312 AUBURN, WA 98002 (253) 887 -0924 OWL ENGINEER: DANA B. MOWER MARK J. RIGOS DBM CONSULTING ENGINEERS 502 16TH STREET NE, SUITE 312 AUBURN, WA 98002 (253) 887 -0924 (M)= MEASURED DATA 0 = ORNAMENTAL TREE P =POWER WIRE PT =POINT PVC = POLY VINYL CHLORIDE PWC= CONCRETE WALK • = PROPOSED 5S CLEANOUT (R)= RECORD DATA RIM =TOP ELEVATION OF STRUCTURE ROW = RIGHT -OF -WAY =RIP RAP PAD S. =ROCK CHECK DAM CJ01 = ROCKERY C =ROOF DRAIN CLEANOUT(RDCO) SS= SANITARY SEWER SSCO= SANITARY SEWER CLEANOUT SSMH= SANITARY SEWER MANHOLE K=WATER METER O =SET IRON PIN WITH ID CAP • =SET TACK IN LEAD AS NOTED O =SET TACK IN LEAD IN BRASS I.D. DISC =SET RR SPIKE WITH PUNCH MARK = SURVEY MONUMNET (FOUND) SD =STORM DRAIN SS= SANITARY SEWER CD_= STREET LIGHT TA =TOP OF ASPHALT TC= TELEPHONE CONDUIT TS =TOP OF SWALE T= TELEPHONE WIRE TRW =TOP OF RETAINING WALL TR =TOP OF ROCKERY 1W =TOP. OF SIDEWALK al- =TRAFFIC FLOW = TRAFFIC LIGHT 0 = UTILITY ACCESS MANHOLE • =UTILITY POLE W =WATER MAIN ® =WATER VALVE O =YARD LIGHT VP =VENT PIPE ARCH ITECT ROSS DECKMAN ARCHITECTURE AND PLANNING 11421 MERIDIAN EAST, SUITE 2B PUYALLUP, WA 98373 (253)840 -9405 STRUCTURAL ENGINEER: MARK ANDERSON ANDERSON- PEYTON 31620 23RD AVENUE S SUITE 321 FEDERAL WAY, WA 98003 (253) 941 -9929 PROJECT NAME TUKWILA PERMIT OWNER: TAX PARCELL# : SITE ADDRESS.. SITE AREA: PERVIOUS AREA: IMPERVIOUS AREA: EXISTING BUILDING AREA: ADDITION BUILDING AREA - SITE ZONING: YARD SETBACKS LANDSCAPE SETBACKS: EXISTING USE: PROPOSED USE FIRE HYDRANT SPACING PARKING: REQUIRED: PROJECT INFORMATION DOWNTOWN HARLEY DAVIDSON SHOWROOM AND SHOP D99 -0259 RUSS TOM DOWNTOWN HARLEY- DAVIDSON, INC. 6727 M.L.KING JR. HIGHWAY SOUTH SEATTLE. WASHINGTON 98118 000300- 0046 -03 13001 4811-/ AVENUE SOUTH TUKWILA, WASHINGTON 98168 1.7 ACRES 025 ACRES (15 %) 1.45 ACRES (85%) 16,000 SF 18,045 SF C/U 25 FEET FRONT 5 FEET SIDE 5 FEET REAR 12.5 FEET FRONT 5 FEET SIDES 0 FEET REAR VACANT STRUCTURE SHOWROOM AND SHOP MAX. 300 FEET AT 487H AVENUE SOUTH 2.5 STALL /1 000 S.F. (RETAIL) 27 STALLS ` C9q, / . / 1 STALL/2,000 S.F. (WAREHOUSE) 9 STALLS 2 HC STALL+1 HC VAN STALL 3 STALLS 30% COMPACT STALLS (MAXIMUM) - TOTAL 39 STALLS + (4 BIKE STALLS) PROVIDED : 45 REGULAR + 17 COMPACT (26 %) + 2 HC + 1 HC VAN =65 TOTAL + (4 BIKE STALLS) SHEET 1 SHEET 2 SHEET 3 SHEET 4 SHEET 5 SHEET 6 SHEET 7 SHEET 8 TABLE OF CONTENTS COVER SHEET GRADING AND STORM DRAINAGE PLAN GRADING PLAN CROSS - SECTIONS AND ROAD DETAILS_ . STORM DRAINAGE PLAN NOTES AND DETAILS TEMPORARY EROSION CONTROL PLAN TEMPORARY EROSION CONTROL PLAN NOTES AND DETAILS WATER, SANITARY SEWER, AND ROADWAY IMPROVEMENT PLAN WATER AND SANITARY SEWER PLAN NOTES AND DETAILS THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR NOR UABLE FOR UNAUTHORIZED CHANGES TO OR USES. OF THESE PLANS IN THE EVENT THAT INCONSISTENCIES ARISE IN THE PLANS OR SPECIFICATIONS THE CONTRACTOR SHALL STOP WORK IMMEDIATELY. THE CONTRACTOR SHALL NOT PROCEED FURTHER UNTIL RECEIVING WRITTEN VERIFICATION AND APPROVAL TO MAKE CHANGES TO THE PLANS BY THE ENGINEER OF THESE PLANS THE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONSTRUCI1ONCONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE JOB SITE CONDITIONS DURING THE. COURSE OF CONSTRUCTION OF THIS PROJECT. THIS INCLUDES SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT, BE LIMITED TO. NORMAL WORKING HOURS THE CONS1RUCTION. CONTRACTOR .FURTHER AGREES. TO DEFEND, INDEMNIFY AND HOLD THE DESIGN PROFESSIONAL HARMLESS FROM ANY AND. ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WIN THE PERFORMANCE OF WORK ON THIS PROJECT £XCEPT1NG LIABILITY ARISING FROM SOLE NEGLIGENCE OF THE DESIGN PROFESSIONAL. ENGINEER'S NOTE TO CONTRACTOR: INFORMATION CONCERNING THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES AND/OR STRUCTURES SHOWN ON THESE PLANS WAS OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE,' THERE ARE NO EXISRNG UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION '.AND. SIZE OF THOSE UTILITIES SHOWN OR NOT SHOWN ` ON.THE PLANS. l' UNAUTHORIZED CHANGES AND USES - THAT PORTION OF THE STEPHAN FOSTER AND C.C. LEWIS DONATION CLAIMS IN SECTIONS 14 AND 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT A POINT WHICH BEARS NORTH 40 01' 05 WEST A DISTANCE OF 920.15 FEET FROM A MONUMENT (HUB) AT THE P.I. OF A CURVE ON THE CENTER UNE OF THE DUWAMISH RENTON JUNCTION ROAD, NOW PAVED, SAID P.I. BEING APPROXIMATELY 1000 FEET EAST AND 20 FEET SOUTH OF THE QUARTER CORNER BETWEEN SECTIONS 14 AND 15, TOWNSHIP 23 NORTH, RANGE 4 EASE THENCE NORTH 49 24° WEST ON A UNE 150.00 FEET DISTANT FROM AND PARALLEL WITH THE CENTERLINE OF THE SAID DUWAMISH RENTON JUNCTION ROAD A DISTANCE OF 835.00 FEET TO. A POINT WHICH BEARS NORTH 81' 44' 15 EAST A DISTANCE OF 199.17 FEET FROM A MONUMENT (HUB) AT THE END OF A CURVE ON THE CENTER LINE OF SAID DUWAMISH RENTON JUNCTION ROAD, SAID END OF CURVE BEING APPROXIMATELY 1200 FEET NORTH AND 440 WEST OF THE QUARTER CORNER BETWEEN SAID SECTIONS 14 AND 15; THENCE SOUTH 40' 36' WES-' A DISTANCE OF 20:00 FEET TO THE NORTHEASTERLY MARGIN OF THE PUGET SOUND ELECTRIC RAILWAY RIGHT OF WAY; THENCE NORTH 49' 24' WEST ALONG SAID MARGIN OF SAID RIGHT OF WAY A DISTANCE OF 16.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 49 24' WEST ALONG SAID MARGINOF SAID RIGHT OF WAY A DISTANCE OF 310 -21 FEET; THENCE NORTH 40' 36' EAST A DISTANCE OF 702.10 FEET,- THENCE SOUTH 49' 24' EAST A DISTANCE OF 310.21; THENCE SOUTH 4/536' WEST A DISTANCE OF 702.10 FEET TO THE POINT OF BEGINNING. TOGETHER WITH A PERPETUAL EASEMENT FOR ROAD PURPOSES OVER AND ACROSS A STRIP OF LAND 20 FEET IN WIDTH EXTENDING FROM THE MOST SOUTHERLY CORNER OF THE ABOVE DESCRIBED TRACT OF LAND SOUTH 49'. 24' EAST A DISTANCE OF 835 FEET ALONG THE RIGHT OF WAY OF THE PUGET SOUND ELECTRIC RAILWAY, THE SOUTHERLY MARGIN OF SAID STRIP OF LAND BEING IDENTICAL WITH THE NORTHERLY MARGIN OF SAID RIGHT OF WAY; EXCEPT THAT PORTION OF THE STEPHEN FOSTER AND C.C. LEWIS DONATION CLAIMS IN SECTIONS 14 AND 15, TOWNSHIP 23 NORTH, RANGE 4 EAST. WM., IN KING ;COUNTY, WASHINGTON DESCRIBED AS. FOLLOWS: COMMENCING AT A POINT WHICH BEARS NORTH 40' 01' 05 WEST A DISTANCE OF 920.15 FEET FROM A MONUMENT (HUB) AT THE P.I. OF A CURVE ON THE CENTER UNE OF THE DUWAMISH RENTON JUNCTION ROAD, NOW PAVED, SAID P.I. BEING APPROXIMATELY 1000 FEET EAST AND 20 FEET SOUTH OF THE QUARTER CORNER BETWEEN SECTIONS 14 AND 15, TOWNSHIP 23 NORTH, RANGE 4 EAST; THENCE NORTH 49 24'. WEST ON A UNE 150.00 FEET DISTANT FROM AND PARALLEL WITH THE CENTERUNE OF THE SAID DUWAMISH RENTON JUNCTION ROAD A DISTANCE OF 835.00 FEET TO A POINT WHICH BEARS NORTH 81' 44' 15' EAST A DISTANCE OF 199.17 FEET FROM A MONUMENT (HUB) AT THE END. OF A CURVE ON THE CENTER LINE OF SAID DUWAMISH RENTON JUNCTION ROAD, SAID END OF CURVE BEING APPROXIMATELY 1200 FEET NORTH AND 440 FEET WEST OF THE QUARTER CORNER BETWEEN SAID SECTIONS 14 AND 15; THENCE SOUTH 40' 36' WEST A DISTANCE OF 20.00 FEET TO THE NORTHEASTERLY MARGIN OF THE PUGET SOUND ELECTRIC RAILWAY RIGHT OF WAS THENCE NORTH 49 24' WEST ALONG SAID MARGIN OF SAID RIGHT OF WAY A DISTANCE OF 16.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 49' 24' WEST ALONG SAID MARGIN OF SAID RIGHT OF THENCE NORTH 40' 36' EAST A DISTANCE OF 450 FEET, THENCE SOUTH 49' 24' EAST A DISTANCE OF 310.21; THENCE SOUTH 40 36' WEST A DISTANCE OF 450 FEET TO THE POINT OF BEGINNING. EXCEPT ANY PORTION THEREOF DEEDED TO THE CITY. OF TUKWILA. FOR 48TH AVENUE SOUTH. These plans have been reviewed by the Public Works Department for conformance with current ((�yy standards. Acceptance a subject to errors and omiss h:ch do net ,eulhorize violations W adopter _:ds or ordinances. The responsibility forth( of the deign rests totally, with the design_ JOns, deletions or revisions to these drawing alis date WW void this acceptance and Will ire a resubmItalot revised drawings for sub.,.;SUent' approval. Final acceptance Is • to field inspection by the Public Works elitist; Date: 923 99 By` LEGAL DESCRIPTION q (® DBM CONSULTING ENGINEERS,1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO NM CONSULTING ENGINEERS AND HAS BEEN FURNISHED IN CONFIDENCE AND IS SUBJECT TO THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DBM AND THE RECIPIENT. THE. RECIPIENT IS NOT TO COPY, DUPLICATE OR DISCLOSE THE CONTENTS TO ANY PERSON OR ENTITY EXCEPT AS EXPRESSLY AUTHORIZED BY SAID AGREEMENT OR BY DBM IN WRITING. QD 2 (0 c a °° 0) RC N Lo X d- • O _N • ou F- CO O ~ O U) FEGENEOMII➢A c+s'TOfN (� Z _ (n z LU z U O (f) ZJ W Z W OT W W � z � CD J � S U - L L J 0 0 CO 0 0 O 0) 0 SCALE /a DBM CONSULTING ENGINEERS,1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO NM CONSULTING ENGINEERS AND HAS BEEN FURNISHED IN CONFIDENCE AND IS SUBJECT TO THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DBM AND THE RECIPIENT. THE RECIPIENT IS NOT TO COPY. DUPLICATE OR DISCLOSE THE CONTENTS TO ANY PERSON OR ENTITY EXCEPT AS EXPRESSLY AUTHORIZED BY SAID AGREEMENT OR BY DBM IN WRITING. -ta85w 1E =S:W A RDCO RIM =1270 IE =9.80 9q4) • , /� TA • �R TA7 1 :c . '7 6- 1/ 7 O .'AsSQ& o+ RDCO N CB /70 TYPE 1 _7 RIM=1270 RIM =1 120 � �c- � =10.00 I E 8 00 1 S <O [CONNECT TO FOUNDATION. DRAINS F �» /� RDCO BY 4". PERF. PIPE S � r � ` " RIM =1270 ON SE AND SW _`_ �� KK`\� IE =9.58 -- '� - -- PART - OF - BUILDING) - joist >f�lalia b, -- -- R(7CO 70 N c, � $$S1i41 " RIM -12. tE =9.'2(1 LF VC 7 9.23399/ P22 a., TYP RIM =12.20 IE =8.80 08 Cy DR.Vw; ' H r: TYPE 1 \ RIM =1220 IE =9.13 RDCO WM=127 IE =9.95 BIOFlLTRATION SWALE (SEE DETAIL, SHEET 4) fill 2" j GALVANIZED STEEL. PUMP LJNE IE =10.86 10' UTILITY EASEMENT ' -NOW THERMOPLASTIC MARKERS W /CROSS - HATCHING INDICATING 'NOT OUTRIGGER: LOADING" 'CROSS- I-lATCH':TO-BE PLACED INTERVALS AND LETTERING BE•MIN. 24 " IN HEIGHT.' t`.A(AaKERS;�TO BE 0T APPLIED TYPE 1 RIM =12.20 IE =9.79 DOWNTOWN HARLEM DAVIDSON GRADING AND STORM DRAINAGE PLAN CB#S TYPE 1 E CONN RIIA =11.60 I [ECT TO FOUNDATION DRAINS BY 4" PERF: PIPE ON NE AND NW PART OF BUILDING]. NOTE: IN ORDER TO BE ON NLTVD 2% DATUM NEED TO ADD 1.8 FEET TO ELEVATION TO BE IN COMPLIANCE WITH FEMA MAPS ELEV. 34.05 GRADING NOTES: ALL SIDE SLOPES SHOWN ARE TO BE INTERPRETED AS H: V (FOR EXAMPLE, 3' HORIZONTAL : 1' VERTICAL) STORM DRAINAGE NOTES' CALL BEFORE YOU DIC 1 800-424--5555 ALL STORM DRAINAGE PIPE CONNECTING ROOF DRAIN CLEANOUT (RDCO- DOWNSPOUTS) TO CATCH BASINS SHALL BE 4" DIAMETER, PIPE SHALL CROSSOVER ABOVE THE WATER MAIN. TYP , - g3 Wc&r, T 4tit 'rig M =71.70 ry I : ; \�" ) 1E =823 f'otmvo y lo P sT n 3 35 o 034 S r - a�ot� - tAaxefo r k r��•' + ` cf�cr T. p ce -For i.m. M C-14 CI i To 7 PST c1S5 orcv goer, clto13,-, 11,03- IS (ocoha 63a,(ouv cL�r c�.ta -cI� N i ,f RDGD wluc� _ t_v T � v_ � 6 dt c c � r J f t_ s 1 71. ' :.T � t EM 70 � ��. RIM =1220 1. �W t� •.R.9.�- G71 C.��� S� UJIiYl Cllr l.1 IIQS { ham T m IE =9 ' �• I CpSPhp. `f`l�Dr9Ct� 12•' \ \ �� L \ d .+ >�o is ' VIM ormes 10 M451 SI ACA.S S�(or`m ciFOSS� piQa.! tc:1 � � can�cAr�ox�c� 16. ra uaas vutrt- ,, A a J.l� WS�DT��,' v,/p, Staxv:\ cxrcl sr-LP ic..cA . S. CB /11 RIM =12.90 IE 12" NW =8.93 IE 12" SW =8.93 (SEE DETAIL SHEET 4) IE =8.76' NE, 12" ADS N -12 IE =8.76' NW, 12" ADS N -12 These plans have been reviewed by the Public Worts panment iUr ocatormance with current (�yy standards. AcL ture sub)ect to erts and omission _h!ch do itet et9hodze violatio of adopter' : _IY.'_rds or ordhlerICes. The rcpGnsibility forthc : of thedeelpnreststG:SL nth the desi0r•,a ddit ons, deletions or IROITal, a these drawing_ _ O: -his date will void Vii,.., _.csptance and w!!! :cur;; a reSUbINGal of revisal drawings for subsecuent approval. Final acceptance is S * to tield inspection by the Public Works Mass Inspector. OM 6y: 9/ Yiteos z a_ PEW cscneR ¢ RIGHT-OF-WAY O-EET) PAVEMENT WIDTH (FEET) PROPOSED GRADE FF =1276 PRINCIPAL ,z �- — i 1 60 -80 — -- � __-- _ —r — Y -- I EXISTING TING GR _ _= L _ = _— / -- SWALE RESIDENTIAL • BUDLOOJG— ACCESS STREET TYPE OF STREET RIGHT-OF-WAY O-EET) PAVEMENT WIDTH (FEET) ARTERIAL PRINCIPAL : 80 -100 48 -84 MINOR 60 -80 36 -64 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL 60 24 -36 ACCESS STREET COMMERCIAL 60 36 RESIDENTIAL 50 28 CUL -DE -SAC ROADWAY 40 28 TURNAROUND 80(81810 60(DIAM) PRIVATE 30 20 ALLEY 20 15 KEYMAP 10' MIN. UTILITY EASEMENT RIGHT -nF -WAY. 2% PAVEMENT WIDTH STORM SEVER O. CATCH BASIN DOWNTOWN HARLE Y DAVIDSON GRADING PLAN CROSS- SECTIONS AND ROAD DETAILS, 2% 2% 10' MIN. UTILITY EASEMENT CALL BEFORE YOU DIG 1 800 - 424 -5555 EXPANSION JOINT (PREMOLDED TYP.) m 0 03 N 0 1 a NOT TO SCALE 4 " -5/8" MINUS CRUSHED ROCK 12" OF CLASS A OR B PIT RUN COMPACTED TO 95• SUBGRADE 6" CONCRETE SIDEWALK WHERE SHOWN ON PLAN (2500 PSI 5 SACK) [EXTRUDED CURB / 2% ONSITE PAVEMENT CROSS — SECTION NOT TO SCALE DBM CONSULTING ENGINEERS,1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HEREIN'. IS PROPRIETARY TO DBM CONSULTING ENGINEERS AND HAS BEEN FURNISHED IN CONFIDENCE AND IS SUBJECT TO THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DBM AND THE RECIPIENT. THE RECIPIENT IS NOT TO COPY, DUPUCATE, OR DISCLOSE.. THE CONTENTS TO ANY PERSON OR ENTITY EXCEPT AS EXPRESSLY AUTHORIZED BY SAID AGREEMENT OR BY DBM IN WRITING. NOTES 2" CLASS 'B' ASPHALT CONCRETE DATUM ELEV 5. 00 0.00 GROUP B SECTION B 2. SEE DETAIL R -11 FOR THE SIDEWALK WIDTH. DATUM ELEV 5.00 0.00 GROUP A SECTION A 15.00 10.00 15.00 10.00 NORTHWEST CEMENT CONCRETE CURB AND GUTTER SEE TUKWILA STANDARD PLANS CEMENT CONCRETE SIDEWALK 2' OF 5/8' MINUS CRUSHED ROCK 1. ALL SPECIFICATIONS SHALL BE AS PER THE COMBINED SPECIFICATONS PREPARED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND THE AMERICAN PUBLIC WORKS ASSOCIATION. WASHINGTON STATE CHAPTER ENTITLED '(PRESENT) STANDARD SPECIFICATIONS FOR ROADS, BRIDGE, AND MUNICIPAL CONSTRUCTION'. 3. STREET CLASSIFICATIONS ARE DESIGNATED BY ORDINANCE 4. PRIVATE STREETS MAY SERVE UP TO 8 LOTS, AND MUST BE LESS THAN 200' IN LENGTH,. USE OF PRIVATE STREETS IS SUBJECT TO AFFIRM/AL BY THE PUBLIC WORKS DIRECTOR. 5. PAVEMENT SECTION MUST BE DESIGNED FOR A MINIMUM OF HS20 LOADING. 48TH AVENUE SOUTH ROADWAY SECTION NOT TO SCALE SOUTHWEST PROPOSED GRADE 100.00 100.00 NOTES: L INSPECTION REQUIRED BEFORE .PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKVILA. PUBLIC WORKS FOR INSPECTION. 2. CONCRETE SHALL BE CLASS B OR BETTER THAN 51/2 SACK, 3000 PSL: a ALL DRIVEWAY APRONS SHALL BE A.. MIN. 6' THICK: 4. ALL WORK SHALL. BE PERFORMED IN ACCORDANCE WITH APWA/VSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKVILA.' 5. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MIST BE SAV CUT AND REPLACED WITH' EXPANSION JOINT. 6. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY THE CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 7. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. These bem aaismd by the have tsh W Wod¢ d � for�Iloe � amen t s. r s a on o ty tath the design.,. ;_C IB ls, Q revisions to these dravnng: .2:7 this dlU ii'void thisacceptahhce and Ira : a a rillmlrid revised drawings for subs eipovaL. ir by Falai the Public Wados ppr OM: . 91/ is OF SECTION A —A 200.00 SCALE: HORIZONTAL: 1 " =20' VERTICAL: 1 " =5' SECTION B -B SCALE: HORIZONTAL: 1 " =20' VER11CAL: 1 " =5' 9 COMMERCIAL DRIVEWAY NOT TO SCALE yH�SEE R 11 I�-18 6' 1118.■ 111 i _p3frTl= DRIVEWA (MAX. RECOMENDED GRADE IS 15%) 5/8' CRUSHED ROCK SECTION A-A EXPANSION JOINT ELIMINATED IF GUTTER &'APRON ARE POURED MONOLITHIC y ti O l f 9MF A� A� Tye_ 300.00 TOP OF CURB 2' MIN. OR MORE AT DRIVEWAY AS DIRECTED. NORTHEAST 1500 10. 5.00 SOUTHEAST CURB DETAIL 1500 10.00 5 00 1)qqi 0 7,51 4' U CD Q = (CD � LO N O N ✓jmLid — O ~ O W o � Co e0' CS z (n z ,3 ° h ,t'.3' rn o O- W 3 GO CJ m z -1 Q Q U h -1 m CD r% 0 W F = c C7 z - 1 z W L z CD j W CD v) J > U � w O I' O w 2 Cr) O a� GRASS SEED MIXES FOR FLTRAT1ON SWALE TREATMENT AREAS 1AX 1 NIX 2 75 -80 %. TALL OR MEADOW FESCUE 60-70% TALL FESCUE. 10 -15% .SEASIDE /COLONIAL.BENTGRASS 10 -15 %. SEASIDE /COLONIAL BENTGRASS 5 -10% REDTOP 10 -15% MEADOW FOXTAIL 6 -10% ALSIKE CLOVER 1 -5% MARSHFIELD BIG TREFOIL 1 -6% REDTOP NOTE: ALL PERCENTAGE ARE BY WEIGHT AP... *BASED ON BRIARGREEN, INC. 12" DI E =7.65' CAST IN PLACE CONCRETE VAULT 40' LONG x 20' WIDE x 3.4' DEEP VAULT 8.60' SLEEVE 2" SUMP ® DBM CONSULTING ENGINEERS,1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HERON IS PROPRIETARY TO DM CONSULTING ENGINEERS AND. HAS BEEN FURNISHED IN. CONFIDENCE AND IS SUBJECT TO. THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DBM AND THE RECIPIENT. THE RECIPIENT IS NOT TO COPY, DUPUCATE OR DISCLOSE THE CONTENTS TO ANY PERSON OR ENTITY EXCEPT AS EXPRESSLY AUTHORIZED. BY SAID AGREEMENT OR BY DBM IN WRITING. PIPE UNION ACCESS MANHOLE LID, 36 "0 RAISED TO GRADE GRADE TO SWALE ''' '-BOTTOM OF SLAB =8.6' 2'0 GALVANIZED STEEL 1/4 TURN SHUT OFF VALVES 3.4' 118' TOP OF SLAB =5.2' BOTTOM OF SLAB =42' BIOSWALE 1 " =20' TOP OF SLAB =9.6' DOWNTOWN HARLEY DA VID S ON STORM DRAINAGE PLAN NOTES AND DETAILS /INLET SEE H.D. FOWLER SUBMITTED SPECIFICATIONS FOR THE STORM DRAINAGE PUMP /ELECTRICAL VAULT NOTES AND DETILS TS=TOP OF SWALE ELEVATION BS= BOTTOM OF SWALE ELEVATION 5%J -4 JEILrr 'tN- oppIICoX1 9,29. BIOSWALE DETAIL NOT TO SCALE LK RAILS Y OTHERS) EL =12.50 2 CONTROL SLEEVE -3' ACCESS LID 40' TOP VIEW VOLUME REQUIRED =1,696 CF VOLUME PROPOSED =2 720 CF GRADING NOTES: ALL SIDE SLOPES ARE TO BE INTERPRETED AS H: V (FOR EXAMPLE, 3' HORIZONTAL : 1' VERTICAL) /INLET PROFILE VIEW 3.4' TOP OF SLAB =9.6' BOTTOM OF SLAB =8.6' TOP OF SLAB =5.2' BOTTOM OF SLAB =4.2' SHEET 2 SHOWS (2) INVERTS. SHOW BOTH VAULT DETAIL, VAULT DESIGN BY OTHERS NOT TO SCALE BIO- FILTRATION SWALE NOTES: 1. SIGNS SHALL BE PLACED EVERY 50' ALONG WATER QUALITY SWALE STATING THE FOLLOWING "WATER QUALITY FILTER, PLEASE LEAVE IN GRASSES." 2. BOTTOM OF WATER QUALITY SWALE TO BE SEEDED IN PRO-TIME $502 WETLAND SEED MIXTURE PLUS 20 % PERRENIAL RYE GRASS, OWNER WILL WATER GRASS UNTIL IT MEETS THE REQUIREMENTS OF THE ENGINEER AND THE COUNTY. ALL OTHER BARE SOIL WILL BE SEEDED PER EROSION CONTROL REQUIREMENTS. 3. SWALE TO HAVE ESTABLISHED VEGETATION PRIOR TO PAVING. 4. IF SWALE IS TO BE'. SODDED IN.ORDER TO. ESTABLISH VEGETATION, IT SHALL BE OVER SEEDED WITH PRO -TIME WETLANDS MIX. uln TS =12.19 3. 7 BS =10.86 TOP OF SLAB =9.60' 75' 78' 1_5% IE =9. 5' SI WI SIGNED IE =9.57 (2) 11LF 12" PVC SDR -21 1.5% 38' 1.5 85 =9.05 TS =10.38 TA P ese pis have been reviewed by the P Works Department Nov conformance with come City stand d Acceptance Is subject to errors and SS 7 do not authorize violations of adoE _ _ r r or °retakes. The rasponsibky for .t uMT (seen rests totally With the dr .Ing: , s date or this am these and ,.I a resubmittal of revised drawings for su:.3% '.L .1 approval, Final acceptance to h I cy the Pu blic Wake por Dafo: 9'23 r - jr 6" MIN. 12" MAX 1 TOP OF CURB WSDOT STD. PLAN F -1 ( "BARRIER" STYLE) PREMOLDED JT. FILLER XTRUDED CURB # REBAR F--- NOT TO SCALE SECTION VIEW CATCH BASIN TYPE I NOT 10 SCALE METAL FRAME & GRATE PER WSDOT STD. PLAN B -2A 3' 7' CALL BEFORE YOU DIG 1 800 - 424 -5555 SET GRATE 1/2" BELOW GUTTER LINE GROUT, TYP. BASE SECTION 6" MIN. GRAVEL --- UNDISTURBED OR COMPACTED SUB -GRADE \ A - 5 1' 50 PREMOLDED JT. FILLER 3' 0' L 9JLET DETAIL NOT TO SCALE 1' MIN FREEBOARD BOTH SIDES FLOW DEPTH=.25' 7' BIOSWALE GRASS SEEDMIX SECTION A -A NOT TO SCALE CURB AND GUTTER CATCH BASIN SURROUND NOT TO SCALE NOTES: 1. BOTTOM WIDTH =7.0 FT 2. BIOSWALE GRASS SEED MIX PER THIS SHEET 4' DESIGN WATER SURFACE ELEVATION DURING 6 MO. 24 HR STORM CURB AND GUTTER AS PER 3 7 4" MIN TOPSOIL EROSION CONTROL BLANKET UNDER TOPSOIL TYPICAL BIOSWALE CONSTRUCTION rn 0 Ti Ti n m c� z ww mmmm a 0000 a C�C�UU U 0 0 0 m N 2 O CO 0 0 C O EN Q I N LLl � (0 1- O C N z 0 CO 0 0 O0) O rn V mm N � g DBM CONSULTING ENGINEERS JOHN McKENNA JR. CIVIL. ENGINEERING, DESIGN, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 502 16TH STREET N.E., SUITE 312 AUBURN, WA 98002 OFFICE (253) 887 -0924 FAX (253) 887 -0925 FOR: 131 S.W. 156TH P.U. BOX 66826 SEATTLE, WA 98166 (206) 241 -2600 4 3 8/13/99 5/19/99 7/7/98 2 8/21/98 1 10/21/98 NO. DATE MJR MJR DVG DVG DVG BY GFH GFH GFH GFH GFH CKD. DBM DBM DBM DBM DBM APPR. z 0 ' V I TITLE: DOWNTOWN HARLEY DAVIDSON TEMPORARY EROSION CONTROL PLAN TUKWILA, WA CITY OF TUKWILA REVIEW COMMENTS CITY OF TUKWILA REVIEW COMMENTS PER SITE PLAN CHANGES PER SITE PLAN CHANGES PER SITE PLAN CHANGES REVISION EROSION CONTROL NOTES 1. APPROVAL OF THIS EROSION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G_ SIZE AND LOCA710N OF ROADS, PIPES, RESTRUCTURES, RETENTION FACIUTIES, UTILITIES , ETC.) 2. THE EMPLACEMENT OF THESE ESC PLANS AND CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACIUTIES IS THE RESPONSIBILITY OF THE APPLICANT/ CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED_ 3_ THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEARING UMITS SHALL BE PERMITTED_ THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT /'CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 4. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONTRACTED IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATE APPUCABLE WATER STANDARDS. 5. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED (E.G. ADDITIONAL SUMPS, RELOCATION OF DITCHES, AND SILT FENCES, ETC.) IF NEEDED FOR UNEXPECTED STORM EVENTS AND AS THE CITY REQUIRES. 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT! CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING_ 7. ANY AREA STRIPPED OF VEGETATION. INCLUDING ROADWAY EMBANKMENTS. WHERE NO FUTURE WORK IS ANTICIPATED FOR A PERIOD OF 15 DAYS, SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS (E.G. SEEDING, MULCHING, NETTING, EROSION BLANKETS, ETC.). 8. ANY AREA NEEDING ESC MEASURE, NOT REQUIRING IMMEDIATE ATTENTION, SHOULD BE ADDRESSED WITHIN 15 DAYS. 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR. WITHIN 45 HOURS. FOLLOWING A STORM EVENT. 10_ AT NO ONE TIME SHALL . MORE THAN.. 1 -FOOT OF SEDIMENT. BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH AND CONVEYANCE ONES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT. FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11. STABILIZED CONSTRUCTION ENTRANCES AND WASH PADS PER CITY STANDARDS, SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR. THE DURATION OF THEPRITJECT. 12. DURING THE TIME PERIOD OF NOVEMBER 1 THROUGH ,MARCH 31, ALL PROJECT DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN 12 HOURS SHALL BE COVERED BY ONE OF THE FOLLOWING MEASURES: MULCH, SODDING OR PLASTIC COVERINGS. 13. ANY PERMANENT RETENTION FACIUTY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACIUTY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM, THE UNDERGROUND. DETENTION TANKS OR VAULTS SHALL BE USED AS A TEMPORARY SETTLING BASIN. 14. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (E.G. ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE). 15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 INCHES. 16. AS CONSTRUCTION PROGRESSES AND UNEXPECTED SEASONAL CONDITIONS DICTATE, AND AS THE CITY REQUIRES, THE PERMITEE SHOULD ANTICIPATE THAT MORE TESCP MEASURES WILL BE NECESSARY TO PROTECT ADJACENT PROPERTIES AND ENSURE MINIMUM WATER QUAUTY FOR SITE RUNOFF. IT SHALL BE THE RESPONSIBILITY OF THE PERMITEE TO ADDRESS DEFICIENT TESCP CONDITIONS AND PROVIDE ADDITIONAL FACIUTIES, OVER AND ABOVE MINIMUM REQUIREMENTS ON THE. APPROVED PLAN. NPDES NOTES: ®, DBM CONSULTING ENGINEERS,1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO DBM CONSULTING ENGINEERS AND HAS BEEN FURNISHED IN CONFIDENCE AND IS SUBJECT TO THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DBM AND THE RECIPIENT. THE RECIPIENT IS NOT TO COPY, DUPUCATE OR DISCLOSE THE CONTENTS TO ANY PERSON OR ENTITY EXCEPT AS EXPRESSLY AUTHORIZED BY SAID AGREEMENT OR BY DBM IN WRITING. 1. THE CONTRACTOR SHALL KEEP A RECORD OF THE DATES WHEN MAJOR GRADING ACTIVITIES OCCUR. WHEN CONSTRUCTION ACTIVITIES TEMPORARILY OR PERMANENTLY CEASE ON A PORTION OF THE SITE, WHEN STABILIZATION MEASURES ARE IMPLEMENTED. 2. ALL EROSION CONTROL FACILITIES SHALL BE INSPECTED, MAINTAINED. AND REPAIRED BY THE CONTRACTOR AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THERE INTENDED FUNCTION. ALL ON SITE EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN DAYS AND WITHIN 24 HOURS AFTER ANY STORM EVENT OF GREATER THAN 0.5 INCHES PER 24 HOUR PERIOD. AN INSPECTION REPORT FILE SHALL BE MAINTAINED BY THE CONTRACTOR. DOWNTOWN HARLE Y DAVIDSON TEMPORARY EROSION CONTROL PLAN NOTES AND DETAILS STAPLES OR WIRE RINGS (TYP) FILTER FABRIC MATERIAL MIRAFI 100 X. OR EQUAL 2 "z4" DOUG. FIR AT 4' O.C. 2 "x4" DOUG. FIR OR EQUAL FILTER FABRIC MATERIAL 2 "x2 -x14 GA W.W.F. 1" - 1/2" WASHED ROCK OR PEA GRAVEL.'. 6'x6" TRENCH 41F 2 EXCESS OVERLAP I- NOT TO SCALE FLIER FABRIC FENCE INSTALLATION NOTES V B EYATION 4 MIN. TYPICAL X71088 8ECTION FILTER FABRIC FENCE DETAIL 2 "x2"x14 GA WELDED WIRE FABRIC OR EQUAL 6 "x6" TRENCH '..NOTES: 1. PLACE OF 3/4"-1_ 1/2- WASHED ROCK. OR PEA GRAVEL ON BOTH SIDES OF. FENCE TO CREATE A BEVEL SHAPE 2. FABRIC SHALL COVER BOTTOM OF 6 "x6 TRENCH AND EXTEND BEYOND THE UMLLS OF THE GRAVEL M ORDER TO MAINTAIN AN EXCESS OVERLAP OF 2" MINIMUM AS SHOWN IN TYPICAL CROSS - SECTION. 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO. AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 -INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2_. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW. THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND. (MINIMUM OF 30 INCHES). 3 A TRENCH SHALL BE EXCAVATED ROUGHLY B INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. WHEN STANDARD STRENGTH FILTER FABRIC IS USED A WIRE. MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO. THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN. 36 INCHES ABOVE THE ORIGINAL GROUND .SURFACE.' 5. THE STANDARD. STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE. AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE. FABRIC SHALL. NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6. WHEN. EXTRA STRENGTH FILTER FABRIC AND. CLOSE POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POST WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLY. 7. THE TRENCH SHALL BE. BACKFIELD WITH 3/4 -INCH !!■AIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL P,IIRPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED.. IMMEDIATELY AFTER. EACH. RAINFALL .. AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. ' TEMPORARY "V" DITCH (SEE ROCK CHECK DAM DETAILS) NOT TO SCALE 3/4" MINUS WASHED GRAVEL STRAW BALE NOT TO SCALE NOT TO SCALE 1.0' MIN. --� FLOW NOTES: 1. CONTRACTORS RESPONSIBILITY FOR MAINTAINING B CLEANING THE APPROACH ON A REGULAR IS. 2. IF DIRECTED. BY THE. CfIY ADDOONAL QUARRY SPALLS MUST BE ADDED. 3 . THE CONSTRUCTION APPROACH MUST BE LOCATED AT THE PERMANENT APPROACH LOCATION. KEY ROCK INTO SWALE MIN. 0.25' 3 SWALE FLOWUNE R. 25' MIN. / a "� 4 " -6" QUARRY SPALLS STRAW BALE BARRIER FOR INLET NOT TO SCALE CHFCK DAM SPACING 150 100' DITCH SIOPF O% - 5% 5% - 10% 10% 50' ROUXDAM X .1152 CN ROCK CHECK DAM DETAILS REBAR, WOOD STAKE OR EQUAL TO SECURE STRAW BALES 3' ROCK CHECK DAM KEY. ROCK INTO SWALE 0.25' (MIN.) aWALE XH3EC1 1 AT ROCK CF£(7C DAM • 1e�tiYtel(te�. 0.5' -1.0' CALL BEFORE YOU DIG 1 800 -424 -5555 TEMPORARY CONSTRUCTION ENTRANCE SILT FENCE CONTINUOUS AROUND STRAW BALES. SUPPORT AT CORNERS WITH WOOD STAKES. SUMP BEHIND ROCK CHECK DAM SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2' OF ITS DEPTH. NOTE ROCK SHALL BE 4" MINUS QUARRY ROCK. m Ti rn Ti rn rn ' Ti m Those gr tom ordiewed by the Public Wblks With current pp�� Standards. to errors and omTBSioID which do violations of w�pp�ed standards a The responsibility fDltlte Udsqua d lasts totally with the d� neI Add Cr revisions to these drawln s after this tad this acceptance t wl eq a of revised drawings " a Ti IC 0 UT T ti Z Cr) O z Q 0 J W CL 0 CC Ct Q 00Lu U 0 w (0 0 0) (Ni Lu � Q W S CRY OFET MNf PERMIT CEt1,B SCALE 7 " =20' �® DBM CONSULTING ENGINEERS,1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO DBM CONSULTING ENGINEERS AND HAS BEEN FURNISHED IN CONFIDENCE AND IS SUBJECT TO THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DBM AND THE RECIPIENT. THE RECIPIENT IS NOT TO COPY, DUPUCATE OR DISCLOSE THE CONTENTS TO ANY PERSON OR ENTITY EXCEPT AS EXPRESSLY AUTHORIZED BY SAID AGREEMENT OR BY DBM IN WRITING. 2" BLOW -OFF ASSEMBLY (SEE DETAIL SHEET 8) DOWNTOWN HARLEY DAVIDSON WATER, SANITARY SEWER, AND ROADWAY IMPROVEMENT PLAN (1) 10 "x8" TEE (MJ) (1) 10" GATE VALVE (MJ) NW (1) 8" GATE YALVE.(MJ)_SW_ CONCRETE THRUST BLOCKING (SEE DETAIL SHEET 8) 458END (MJxMJ) (1) CONCRETE THRUST BLOCKING DOUBLE DETECTOR CHECK VALVE AND VAULT (SEE DETAIL, SHEET 7) REMOVE EXISTING WATER METER AND RETURN TO CITY UTILITY SHOP 15LF 6" DI CLASS 52 CONTRACTOR SHALL PROTECT ELECTRICAL POLE AND LUMINAIRE DURING CONSTRUCTION: CONTRACTOR SHALL . INSTALL NEW LOAD BEARING UD FOR POWER VAULT. 10 UTILITY SAWCUT AND ATCH_ASPHALT- AND SIDEWALK ASPHALT RAMP/ DEFLECT WATER DOWN, MINIMUM 5' DEPTH, BELOW STORM DRAINAGE AT PROPERTY UNE. (FUTURE EXTENSOR) NEW COMMERCIAL DRIVEWAY AND HANDICAPPED RAMPS DETAIL RS -9, SHEET 3). SPECIAL NOTE: CONTRACTOR SHALL FIELD VERIFY EXISTING UTILITIES, PRIOR TO CONSTRUCTION. (1) 1O"X6" TEE (MJ) (1) 6" GATE VALVE (MJ) CONCRETE THRUST BLOCKING h'lE'I�R (DF_DL{CT) 06 1QRi[Tf4T11 A MI ABANDON EXISTING WATER SERVICE UNE, AS PER CITY REQUIREMENTS RIGHT OF WAY RESTORATIONS AS PER CITY REQUIREMENTS 1.5" WATER METER (INSTALLED BY aTY), 1.5" METER. SETTER (INSTALLED BY CONTRACTOR) (CITY DETAIL WS -18, SHEET B) 1.5" COPPER SERVICE ASPHALT RAMP - CONTRACTOR SHALL PROTECT ELECTRICAL POLE, LUMINAIRE, AND POWER VAULT DURING CONSTRUCTION.. NEW COMMERCIAL DRIVEWAY AND HANDICAPPED RAMPS (SEE DETAIL RS -9, SHEET 3) -WET TAP (EXISTING 10 WATER MAIN) (1) 10" TAPPING TEE (1) 10" GATE VALVE (FLxMJ) CONCRETE THRUST BLOCKING , CONTRACTOR SHALL REPLACE j EXISTING CURB AND GUT 7R WITH NEW CURB AND GUTTER. (SEE DETAIL SHEET 3) IE =4.02 NW 6' PVC SDR -35 (PROPOSED) IE =8.76' NE, 12 ADS N -12 IE =8.76' NW, 12" ADS N -12 These plans have been reviewed by the Public Works Department !or eoeluntence with current dtrstandards AccepWroeYWir oerrorsand aommi�sssiion 'rich do 1101 'r/IOIfZe violations t� adopted ardads are ' pee. The responsibilty Terme Gy " of the rests totally with the designer Sorts dMM0118 Cr revisions tothese drawings ziter this dal will void this acceptance and will require' a reaubmlM af, revised drawings for subsequent,appWVIY. Anal a tanOS hi field Inspedbnby the PubAcWa i '423/e" T V TO SPRINKLER RISER, FIRE SPRINKLERS BY OTHERS 6 "04" TEE (FLxFL) 900 BEND FIRE DEPARTMENT CONNECTION CURB LINE DETECTOR DOUBLE UNDERGROUND ELECTRICAL SYSTEM SHALL BE DESIGNED BY 07HERS CALL BEFORE YOU DIG 1 800 - 424 -5555 CHECK VALVE AND VAULT PLAN VIEW: NOT TO SCALE DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY NOTES: POST INDICATOR VALVE DDCV VAULT 7.5'x4'x5'DP CO C C 2 C) 0 ~ W W U U a a m ,cc MATERIAL LISTING: 1. 3/4 SHACKLE RODS WITH STAR BOLTS AND ASPHALT EMULSION COATING. 2. 4" MIN. D.I. CLASS 52 PIPE 3. PRECAST CONCRETE VAULT WITH HINGED STEEL PLATE COVER, DIMENSION TO VARY VATH SIZE OF ASSEMBLY. 4. O.S.H.A. APPROVED LADDER IF OVER 30" DEEP. 5. PIPE SUPPORT STAND UNDER EACH CHECK VALVE. 6. COPPER OR BRONZE BYPASS WITH AN APPROVED DCVA. 7. 3/4" WATER METER. 8. APPROVED DDCVA IN MAIN UNE WITH TWO RESILENT SEATED SHUTOFF VALVES AND TEST COCKS. 9. 10", 8", 6" OR 4" COUPLING ADAPTER, FL. 10. 10 ", 8", 6" OR 4 "FL D.I. CLASS 52 PIPE LENGTH TO FIT. 11. GROUT INTERIOR AND EXTERIOR ALL AROUND PIPE USING NON - SHRINK GROUT. 12. 10 ", 8 ", 6" OR 4" GATE VALVE FL'MJ WITH POST INDICATOR VALVE. 13. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. 14. FLANGED 90' BEND. 15. 4" OR 6" D.I. CLASS 52 PIPE FUEL 16.4 "OR 6 "90'BEND, FL. 17. 4" OR 6" 0.1. CLASS 52 PIPE, FUEL. 18. 6" 90' BEND, FL- 19. UL USTED 5" STORTZ CONNECTION WITH 30 OR 45 DEGREE ELBOW. 20. 6" D.I. CLASS 52 PIPE LENGTH AS REQUIRED FUEL. 21. 6 "90' BEND FL 22. SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL DRIP VALVE TO BE INSTALLED HORIZONTALLY. � rn 1. DETECTOR DOUBLE CHECK VALVE ASSEMBLY AND VAULT ASSEMBLY NOTES AS PER OF TUKWILA INFRASTRUCTURE DESIGNED AND CONSTRUCTION STANDARDS (WS -11 AND WS-11 NOTE). 2. 1 -1/2 METER SETTERS AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS (WS -T5). 3. FIRE HYDRANT ASSEMBLY AND SETTING AS -PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS (WS -4). 4. VALVE BOX AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS (WS 8). 5. CONCRETE BLOCKING AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS (WS -1). 6. SANITARY SIDE SEWER AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS (55 -1). 7. CLEAN OUT AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS (SS -2). 8. ALL MATERIALS WILL COMPLY WITH CITY OF TUKWILA STANDARDS. 9. CONSTRUCTION SHALL COMPLY WITH LATEST EDITION OF STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 10.ALL EXISTING PAVEMENT SHALL BE SAW CUT AND PATCHED, AS PER CITY STANDARD (RS -3). O 1. BACKFLOW PREVENTORS SIALL BE FEBCO /806 OR APPROVED EQUAL 2. SIZE VAULT BASED ON SIZE OF APPARATUS AND MEETING MINIMUM CLEARANCES. 3. A SEPARATE DETAIL PLAN FOR VAULT INSTALATION AND SPRINKLER LINE MUST BE SUBMITTED AND APPROVED BY THE FIRE MARSHALL PRIOR TO INSTALLATION. 4. MINIMUM APPARATUS SIZE SHALL BE 4". 5. VAULT SHALL BE SEALED TO PREVENT WATER LEAKAGE. 6. LADDERS SHALL BE REQUIRED WHEN DEPTH FROM TOP OF LID 10 FLOOR OF VAULT EXCEEDS 30 ". INSTALLATION OF ALL LADDERS SHALL BE. IN COMPLIANCE TO O.S.H.A. LOCATE VAULT IN PLANTING AREA AND NOT IN PAVING AREA, UNLESS APPROVED BY THE ENGINEER. 8. FITTINGS SHALL BE IN ACCORDANCE WITH ALL APPLICABLE REQUIREMENTS OF ANSI /AWWA C110/A21.10 AND CEMENT UNED (SEE APWA & AWWA). 9. PIPE SHALL BE DUCTILE IRON MEETING ANSI A21.51, CL52 & CEMENT LINED. 10. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER VALVES AT THE TIME OF INSTALLATION. AFTER COMPLETE INSTALLATION INSTALL PERMANENT PIPE SUPPORT STAND. 11. PROVIDE BALL DRIP VALVES ON F.D.C. CHECK VALVE ASSEMBLY OR AT BOTTOM OF F.D.C. RISER. 12 FIRE DEPARTMENT CONNECTION TO BE PROVIDED WITH ONE (1) 5" STORTZ CONNECTIONS AND TWO 30 DEGREE ELBOW. 13. ALL UNDERGROUND PIPING TO BE INSPECTED, FLUSHED, PRESSURE TESTED IN THE PRESENCE OF AN INSPECTOR PRIOR TO COVER AND CONNECTION TO THE OVERHEAD SYSTEM. 14. UPON INSTALLATION, BACKFLOW PREVENTION ASSEMBUES ARE TO BE TESTED BY A CERTIFIED - TESTER AND ALL TEST -COCKS ARE TO BE PLUGGED AFTER THE TEST. THEREAFTER, ANNUAL TEST SHALL BE PERFORMED AT OWNER'S EXPENSE, AND COPIES OF TESTS RESULTS SHALL BE PROVIDED. 15. CONCRETE VAULT SHALL HAVE ONE 4'•4' OR TWO 3 "0' STEEL HINGED DOORS. 1G KFww Ftt. A VALVES 0I4AU. 86 PROUIDEC WIN Ut. CENTRAL Sit'►') WATER NOTES: y"gr+t6R s1APEMVISIOnl, > s \o IS MATERIAL LISTING AND DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY NOTES CITY AW OS ULJ LL Ui OS Q (/) LLI OS H PF H,,p1T , O CO 00 0 0 CONCRETE THRUST BLOCK NOTES 1. EXTENSIONS ARE REWIRED WHEN THE VALVE NUT IS MORE THAN 5 FEET BELOW TRASHED GRADE 2. ONLY ONE EXTENSION, MINIMUM OF 3 FEET LONG, TO BE USED PER VALVE. 3. MAXIMUM DISTANCE BETWEEN OPERATING NUT OF EXTENSION AND FINISHED GRADE TO BE 2 FEET. 4. ALL EXTENSIONS ARE TO BE MADE OF STEEL AND PAINTED WITH TWO COATS OF METAL PAINT. CAST IRON TAPPING TEE SIZE ON SIZE TAP NOTES 1. THIS IS FOR TAPS ON CEMENT LINED DUCTILE PIPE. 2. ASSEMBLY TO BE PRE — TESTED BEFORE GRILLING. 0 DBM CONSULTING ENGINEERS 1999 THIS DOCUMENT AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO DBM CONSULTING ENGINEERS AND HAS BEEN FURNISHED IN CONFIDENCE AND IS SUBJECT TO THE TERMS OF A SEPARATE SECRECY AGREEMENT BETWEEN DBM AND THE RECIPIENT. THE RECIPIENT IS NOT TO COPY, DUPLICATE OR DISCLOSE THE CONTENTS TO ANY PERSON OR ENTITY EXCEPT AS EXPRESSLY AUTHORIZED. BY SAID AGREEMENT OR BY DBM IN WRITING. I ff1 7 3' MM 13 TIMES DIA OF THE TAP WHICHEVER IS GREATER VALVE BOX DETAIL NOT TO SCALE PROVIDED RING SEAL PER 'MC. FULL BODIED, CAST IRON TAPPING TEE AND VALVE NOT TO SCALE RESILIENT SEAT GATE VALVE WATER MAIN 2 CU. FT. 1 1/2' WASHED ROCK DOWNTOWN HARLEM DAVIDSON WATER AND SANITARY SEWER PLAN NOTES AND DETAILS CAST IRON VALVE BOX DOUBLE STRAP. BRASS SADDLE W /2' TAP. 6 3' LONG BRASS NIPPLE TO VALVE BLIND FLANGE STEEL SHIM PLATE WATER HAIN EDGE OF PAVEMENT ELEVATION VIEW CONC. THRUST BLOCK POURED AGAINST UNDISTURBED EARTH (THRUST BLOCK AS REQUIRED BY THE CITY' ENGINEER) PLAN VIEW GROUND LINE PACK JOINT COUPLING L BLOW -OFF. HYDRANTS SHALL BE NON- FREEZING, SELF - DRAINING TYPE, WITH AN OVERALL LENGTH OF 3' 2. SET UNDERGROUND IN A B -G -T METER BOX, THESE HYDRANTS WILL BE FURNISHED WITH A 2' FIP A NON- TURNING OPERATING ROD, AND SHALL OPEN TO THE DESIGN, AND BE SERVICEABLE FROM ABOVE GRADE VITH NO DIGGING. 3. THE OUTLET SHALL ALSO BE BRONZE AND BE 2 -1/2' NST. 4. HYDRANTS SHALL BE LOCKABLE TO PREVENT UNAUTHORIZED USE AS MANUFACTURED BY KUPFERLE FOUNDRY CO., ST. LOUIS, MO., OR APPROVED EQUAL. (SPECIFY OVERALL LENGTH 6' SHORTER THAN NORMAL DEPTH OF BURY.: MINIMUM OPENING IN METER BOX SHOULD BE 10'J 2' BLOW OFF ASSEMBLY NOT TO SCALE mewl l ■ Tllilt'I0ww=11Il it NOT TO SCALE. ELEVATION IETER YU t>m7 NOT TO SCALE END VIEW 1 -1/2' + 2" METER SETTERS NOT TO SCALE PLACE 2- 16xex4 SOLD CONC. BLOCKS UNDER METER BOX, ONE EACH SIDE 2' POLYPIPE METER BOX (TYP). METER BOX HB -10 FOG TITE, VITH BLACK COATED ALUMINIUM LID, 2' GAL 2- 1 /2'(NST)BRASS NILE CAP • BRASS MALE NIPPLE GALV. CPLG PLACE' CONC. AROUND VALVE BOX PER APVA 2' GATE VALVE W /OPERATING NUT STEEL PIPE UNDISTURBED EARTH OR THRUST ROC( 2'GALV_ STEEL ELBOW DRILL 1/4' HOLE 2 CUFT. 1 -1/2' WASHED ROCK NOTES: UNDISTURBED SOIL 1ms11:O.1v PLUGGED CLEAN OUT(TOTAL 90' REQUIRES CLEAN OUT) NG SWEEP BEND SANITARY SEWER MUST BE 18' BELOW. WATER UNE WHEN CROSSING / SOIL PI ADAPTE CLEAN OUT(WYE) 0' MIN. "SEWER PIPE REMOVE OR FILL EXISTING SEPTIC TANK /A7 Cm R%J NE LEAN OUT 6' PLUG 6'%6'X4' WYE sm.,. SEWER PIPE OR LAGER MAIN SEWER NOT TO SCALE. Li YD_ WASHED ROCK ( MIN. 7 TO 3 --CONCRETE BLOCKING DIM. i• %1•X3' NOT TO SCALE 'USE SADDLE FOR EXISTING MAIN SANITARY SIDE SEWER i . •,`,x.78 FINISHED PAVEMENT SEE VALVE BOX DETAIL 6' RESIUANT WEDGE GATE VALVE CAST IRON TEE. BLOCKE THRUST ( MJ I X MJ X 6�DIA�UCTILE FIRE HYDRANT ASSEMBLY FIRE HYDRANT TO BE PAINTED WITH TWO COATS OF FARWEST CASE YELLOW (#3472). HYDRANTS ARE TO EQUAL MUELLER #A -423 OR CLOW MEDALLION #F -2545. HYDRANTS SHALL CONFORM TO A.W.W.A. SPECIFICATIONS C 502 -54; SHALL BE COMPRESSION TYPE AND SHALL HAVE A TWO PIECE BREAKING FLANGE WITH BREAKING THIMBLE AT THE GROUND LINE OR STEM; SHALL HAVE A SELF —OIUNG DRY BONNET WITH FACTORY FILLED RESERVOIR HOLDING APPROXIMATELY 8 OUNCES OF OIL. OIL RESERVOIR SHALL BE SO DESIGNED AS TO GIVE A COMPLETE LUBRICATION OF STEMS EACH TIME THE HYDRANT IS OPERATED. THE UPPER STEM SHALL HAVE A BRASS SLEEVE. GENERAL NOTES SENSUS METERS TO BE SUPPLIED BY THE CITY ABOVE REFERENCED PART NUMBERS REFER TO ITEMS MANUFACTURED BY MUELLER. THESE OR EQUIVALENT FITTINGS TO BE USED. METER SETTER TO BE APPROVED BY THE CITY INSPECTOR PRIOR TO BACKFILL METER BOX TO, BE SUPPLIED BY DEVELOPER. FOGTITE #2 WITH 1/4" DIAMOND PLATE SOLID STEEL UP FOR 1 -1/2" METER. FOGTITE #3 OR 2'X4' WITH 1/4" DIAMOND PLATE STEEL FOR 2 METER WITH THREE 12 RISERS. MUST HAVE HINGED INSPECTION PLATES,' CENTERED OVER METER. PLASTIC #2 IN LANDSCAPE AREAS ONLY. SEE SECTION W.3.4 OF CITY STANDARDS. CALL BEFORE YOU DIG 1 800 - 424 -5555 MATERIALS: (ALL NEW) PVC -MIN. SCHEDULE 35. CONCRETE -WHERE SOIL CONDITIONS PERMIT AND SLOPES ARE LESS THAN 15%. DUCTILE IRON (POLYETHYLENE ENCASED) -PEAT OR POTENTIAL CORROSION AREAS. DUCTILE OR CAST IRON - JUSTIFIED DUE TO SCOURING VELOCITIES OR SOIL PROBLEMS COVER: 12" MIN COVER REWIRED OVER ALL PIPE SLOPE MIN. 2% MAX. 20% wTHWT ANCHORS ANCHOR FOR >20% 2 -3/4' ASPHALT' FLANGE JOINT COATED STEEL SHACKLE RODS SEE BLOCKING DETAIL UNDISTURBED SOIL 35 0 3 5 5 35 u7 U U C f O O � O 01 A. HYDRANTS SHALL BE EQUIPPED WITH TWO 2 1 /2 "N.S.T. HOSE PORTS AND ONE 5" STORTZ PUMPER DISCHARGE PORT, AND SHALL HAVE A 1 1/4" PENTAGON OPEN —LIFT OPERATING NUT. HYDRANTS SHALL HAVE A 6' M.J. BOTTOM CONNEC1TOR AND 5 1/4" MAIN VALVE OPENING, AND SHALL HAVE 18" ABOVE GRADE LEVEL TO ThE CENTER OF THE PUMPER DISCHARGE PORT_ B. WHERE NO CURB & GUTTER IS INSTALLED, FIRE HYDRANT SHALL BE LOCATED (IN RELATION TO THE STREET CENTER LINE) CLOSE TO PROPERTY LINE. C. HYDRANT INSTALLATION TO BE PER THIS STANDARD PLAN AND REQUIREMENTS OF TUKWILA MUNICIPAL CODE 14.24 AND CITY ORDINANCE. D. HYDRANTS INSTALLED, RELOCATED OR OTHERWISE WORKED UPON AS A RESULT OF A PROJECT SHALL BE FRESHLY PAINTED. E. GREEN BONNETS SHALL BE FARWEST FOREST GREEN ( #3523). These plans have been reviewed by the Pubic Midis Department for reelbmence with overeat. C&vstandard ALxepamtkettbjecttoerrorsand a On •hick d0 �i Ize violations of Opppt�e2 : a The eons)b W torthe cy ords of 1f1t reSEStotarlly sp with the y design l dihons, or revisions to these drawing _3erthis diet rvoid this acceptance and will require a reselliallielof reviseddrawirgs, for subsequent appleMl* ; Reel b b flMtJ hwallcOnaki Ogle:.9k 5/c3t D99.0259 z mm co 0 g m O � Z O S 0 3' 35 2 m 0 35 m W 3 35 2 35 m rn (0 2 (0 ° C ) (C ` to c\1 Q 1 ,N 1— co o U) CTi`(H NUA PERN10 C r LANDSCAPE CONSTRUCTION NOTES: 1. Installer shall obtain all necessary permits and pay all foes for any work associated with the Landscape work 2. Call Line Locators and paint the ground with all existing utilities prior to any work Any conflicts which might occur shall be field viewed by the Landscape Architect. It is the installers responsibility to contact the Landscape Architect, in writing, to request a site visit 3. Installer shall comply and conform to any and all local and state codes for work, schedules and any other project related requirements. Installer shall provide for 6 inch clearance of all middies /lawns which are immediately adjacent to any building faces (as measured from the bottom of siding to the top of mulches/lawns). 4. htsmller shall communicate directly the Landscape Architect for any and all conflicts with site conditions or plan coordination or construction phase site visits or final acceptance wslkthras. The Landscape Architect must be faxed/mailed a written memo requesting a site visit to view any adverse site conditions or for any site visits. 5. Installers scope of work shall include any and all specified and unspecified tart related incidental work to achieve the work shown on the plans. All labor, materials, subcontractors, equipment, and related incidental items shall be supplied and installed to achieve a complete project. Installer is to review al site related drawings including civil, site, ardhitectmal, mechanical, electrical, stroctrual, landscape plans for coordination of bidding and construction related work 6. Should any errors exist between the actual site conditions and the plans, the Landscape Architect shill immediately be contacted fora site visit. The conditions will be viewed and directives issued by the Landscape Architect 7. Installer shall field layout plants according to the plans Any countcis shall be field adjusted by the Landscape Architect only. 8. Installer shall immediately bring to the attention of the Landscape Architect any clay soils /water holding type conditions. It is the installer's responsibility to create apositive draining site for plant pits sad surface conditions ln.11er shall assure Ontno water collects on any paving, against building foundations and in any plant pits. No planting work shall begin until the Landscape Atdhitecthas field viewed the conditions and recommended a possible solution. 9. All groundcovers shall be planted with t r i a n g l e s p a c i n g , equal in all direaioos to the centers ofthe gruhmdcovers specified.. 10. Topsoil /subgrade preparation: All plantbeds/lawn arras shall be cleaned of all construction andnative debris, racks 1" and larger, and any other items considered harmful to plant fife and hauled off ofsite. All plant beds shall not receive any imparted topsoils as a layer, but stall receive the specified imported topsoils into the plant pits of the individual plsmts. Topsoil shall be from Pacific Topsoils, or a p p r o v e d equal, of a mixnre of 50%sandy loam topsoil and 50%Pacific Garden Compost (organic composed garden waste). Topsoil description to be submitted Mille 1 lb. topsoil sempleto Landscape. Architect for review and comment prior to mobilizing any materials. Lawn areas (at or less than 3:1 slope, RV) shall receive a 4 inch layer of compacted depth of the topsoil (all aydraseeded and sod lawn areas). Tops of lawns shall be flush to the tops of all paving /curbdwal1/eta..Hydreseeded area steeper than 3:1,11:V shall not receive any imported topsoils. eon Nufr, -fir HA me. 6v p 7 fl l - wild, t-1,49 6,4 40 ]� h�(ztlGfi Q io - 0-130 . M E 1;i2 ��la jzP 1 I fAl: of �f�fq{a - �A e,oxv✓o 7 O � bd 0 N1 r- 1 5 hvastido 6W H•fa* -m. "`r .170 ' -rots« te rr a rn# r r,! �oe :ono cn{vtaew+ break 4 I 4 I , t'I'''.—N— - -1 Nr b N i rq i i 5 :r v . , . 74 7W4 1 I 4Wal g I 1 k1/40,:ettonalitcroxi *mut 1 ) vostfismilmai ip,.. MIL 3 • JOB NO. SHEETS a• w+�ut s P�'I� • 1 Ta9N. �fµa u' tit{RU6 t'I A O1Nro pE IL w •.xe 11. Mulch application: All plant beds shall receive a 2 mth depth of medium grind bark mulch, hem/fir type. Top of mulch shall be Bush to the tops of all paving/curbs/walls/etc... IT All plant pits ( trees, shrubs and grouodcovers) shall be dug to be two times the plants rootballl width and twice the plants rootball depth. Fill the entire plant pit with the above specified imported topsoil. Plant pits dug to any less dimensims will not he accepted. AB plant pits shall be tested for positive drainage. Any slow drainage pits will be field directed as to a solution by the Landscape dscape Architect 13. No plants shall be planted during times of freezing weather or when the topsoil is in a wet/muddy condition. 14. Fertilize all plants with Agrifonn brand plant tablets as per the manufacturers recommendations. 15. Apply a treatment of vitamin B-1 as per the manufacturers recommendations during the planting phasa 16. No substitutions are allowed unless provided in writing by the Landscape Architect 17. Installer shall provide a one year wotwoty of all wmi®anship and plant materials to the project Owner. Lnsmllershtall provide this warranty in writing to the Owner. Provide a copy of the letter to the Landscape Architect The cetera .wartaoty shall begin upon foal acceptance of all installed work by the Landscape Architect Maintain all plants/lawns/site conditions until the work is Final Acceptance.. 18. At one yearanoivetsary of the Final Acceptance, the installer shall contact Landscape Architect fora site meeting to view the work' All plants dead/dying shall be replaced with the field directed type. SI *E, SPAC'1,14 f _ :_ . cmm5 s,arc TT gVGC Ak • t von REVISIONS BY T11-oo o, ci ct�sF ( P. ;ASIA. PLANT SCHEDULE 0 :` Acer Rubrum 'Red Sunset' Red Sunset Maple E � Carpinus betulus 'Fastigiata' 2" caliper European Hornbeam mm. Calluna vulgaris 'Alba Plena' 1 gal. Alba Plena Heather Camellia hiemalis 'Shishi- Gashira' 5 gal. Camellia SYMBOL BOTANICAL NAME/ COMMON NAME SIZE tE YE (= O O w v✓ 7 � opO? ' I(O (C E E E SINGLE LAMP 100W - - -- HIGH PRESSURE - - -SODIUM LIGHT, APPROX. 20' HIGH DOUBLE LAMP 100W — e PRESSURE S UM LIGHT. :AP" sX 20' HIGH Rear Yard Landscape: None Required. 1 1/2' to 9' Width Provided. PROPOSED DOWNTOWN HARLEY-DAVIDSON. REFER TO ARCHITECT SET. Front Yard Landscape: 12.5' Required. " 3;I lnji ` -.. -. 24• -11 i fiie Rocks ISSUED SHEET. TITLE TREE PLANTING NTS NOSE - TRUNK WIRE DETAIL Cornus stobneritera'Kelseyii' Kelseyi Red -Twig Dogwood Erica cornea 'King George' King George Heath Erica carnea 'Winter Beauty' Winter Beauty Heath Escallonia lanleyensis 'Apple Blossom' Escalonia Euonymus alatus'Compacta' Dwarf Burning Bush Juniperus chinensis 'Gold Coast' Junnr Juniperus horizontal's 'Blue Chip' _Juniper Lavandula angustifolia English Lavender Potentilla fruticosa Shrubby Cinquefoil 5 gal. Otto Luyken's Laurel Spiraea japonica 'Anthony Waterer' 1 gal. Spiraea Viburnum davidii 1 gal. Viburnum Prunus laurocerasus 'Otto Luyken's' TREE DECIDOUS OR CONIFE1x3UU5 PRUNE A9 Rruu,uO 1 2" depth mulch in all planting beds - . _RUBBER HOSE BLACK. tTDIA. Pt2 GAUGE GALV -- - STEEL WIftE DOUBLE STAND - YX2 STAKES DOUGLAS FIR (21 STAIN DARK BROWN SET CROWN OF TREE AT FlN4SH GRADE REMOVE BINDER T WNE LA ... ROLL TOP 143 BUHLA A AWAY FROM ROOTBALL ,. ._.2 LAYER MULCH TAPER TO CROWN BERMAT BASIN FINISH GRADE TOPSOIL. FERTILIZE TWIST WIRE R OUGHEN ALL SUNFACEB OF PR UNDISTURBED N 301E ` LOOPTO WRAPWNEARO7 TWIST ON INSIDE, TIGHTEN WIPE ON N3IDEOF STAKE NTS 2" caliper min. 1 gal 5 gal. 1 gal. SPACING REMARKS 40' o.c. max- , Uniform height, full form High branching Uniform freight, full form 20' o.c. max 3' o.c. 5' o.c. 3' o.c. 3' o.c. 3' o.c. 5' o.c. 5' o.c. 5' o.c. 3' o.c. Full form Full form Full form Full form 3' o.c. Full form 3' o.c. Full form 5' o.c. Full form 3' o.c. Full form Full form Full form Full form Full form Full form 3' o.c. Full form 4_ Contractor shall be responsible for providing the quantity of plants that are represented by symbols on the drawing. Rye Grass Blend PLANTING NOTES 1. Contractor shall be responsible for familiarizing himself with all other site improvements prior to starting landscape work. 2. Contractor shall use caution while excavating to avoid disturbing any existing underground utilities. tf active utilities are encountered, contractor is to promptly advise General Contractor and Owner. 3. Contractor shall maintain and water plant material until owners final acceptance is received in writing. 5. Contractor shall be responsible for computing specific quantities of groundcover, and plant material utilizing on-center spacing for plants as shown on plant schedule and minimum planting distances as specified below. 6. Ground cover shall be planted in equilateral triangular spacing pattern at the on- center distances as shown. Vetere ground cover abuts curbing, walkways, signs or poles, minimum planting distance shall be 12" from center of plant to curbing, walks, etc. Minimum planting distances shall be 15" from center of all trees. 7. Subgrade to within 1/10 foot provided by General Contractor at the following. a. Planting beds: 6" below finish grade b. Sod lawn areas: 6" below finish grade 8. Provide topsoil rototilled to a depth fo 12" below finish grade as follows. a. Planting beds: 6" depth of topsoil b. Sod lawn areas: 6 "depth of topsoil 9. Topsoil shall be a mix of organic matter and soil (composted sawdust, manure, sandy loam and loam soils) with amendements as recommended by soil testing lab. 10. Lawn finish grade shall be flush with adjacent sidewalk or back of curb grade. Adjacent zone: Commercial -Light Industrial 12. All plant material shall be fertilized per manufactures specifications and soil testing recommendations Side Yard Landscape: 13. All plant material shall conform to AAN standard for nursery stock, latest edition. 14. Submit four representative subsoil samples and one topsoil sample to a qualified 5' Required. testing laboratory. Test for ornamental planting requirements. 8' Width Provided. PLANT UNDISTURBED NATIVE SOIL NTS Street Tree, Typ. at 20' o.c. Verify utility location and adjust tree location. SET CROWN OF PLANT AT ' FINISH GRADE ROOTBALL O CROWN LAVER MULCH TAPER .. T SAUCER 2 HIGH FINISH GRADE b� ROOTBALL CUT ATE ROOT MASS STIMUL TO TOPSOK BACKFKL NEW ROOTS ! / _ non_ 20 f "TO BACKFKL 8 FERTILIZE g UNDISTURB ED ROUGHN NATIVE 901 SHRUB PLANTING zTwESRDG aAUDwMETER oFTHEPER ALL SURFACES GROUND COVER PLANTING GROUNOCOVER 2 LAVER MULCH TAPER O CROWN Adjacent zone: Commercial -Light Industrial 8' High Split -Face Concrete Block End • re Side Yard B Landscape: 5' Required. t ' Width Provided. djacent'zone: Commercial- Light Industrial DOWNTOWN HARLEY- DAVIDSON 48th Avenue South & Interurban Tukwila, Washington 98188 R.W. Thorpe & Associates, inc. 710 Hoge Buitdmg 705 Second Avenue' Seattle Washington 98104 Telephone: 206.624.6239 Fax: 206.625.0930 E -Malt: pbanning @rwta.com Jurisdiction: City of Tukwila , REVISIONS . JUL 2 9 Final Planting Plan j1 SHEET OF 2 a TREE PLANTING NTS «sr TIl1/NK WIRE DETAIL. PLANT SCHEDULE 1 gal. 3' o c. 5 gal. 5' o.c 1 yyal 4 Care min. 3' o.c. 3' o. c 3' o.c. Full form with all other site ' I(P( N�i*i Atil 1 rJl.�li i.FAC (: ArEn muL r.H *AVEr. i.r rROw•, CKrI' -L R t1.IiI Full form: Full form Full form Full form Full form Full form Full form Full form Full form Full form H(mTHA ^.rlp'i NIX%GVER T LAYER MUTCH TAP { 'n J CRGY,w 25-CP IT-CrItrS DOUBLE LAMP WOW -._ - I` , 0 ..r PRESSURE S . tNrf LIGHT �l F - • I x. 20' HIGH SINGLE LAMP 100W HIGH PRESSURE SODIUM LIGHT. APPROX. 20' HIGH Rear Yard Landscape: None Required. 1 1 /2' to 9' Width Provided. PROPOSED DOWNTOWN HARLEY- DAVIDSON. REFER TO ARCHITECT SET. 0 Front Yard Landscape: 12.5' Required. I 'i�trh Pro ;Jed 24 TrrG Rocks 20' 40' 60' r Side Yard Landscape: 5' Required. Width Provided. E djacent zone: E ' Commercial -Light Industrial DOWNTOWN HARLEY- DAVIDSON 48th Avenue South 8 Interurban Tukwila. Warrington MSS RM. Thorpe & Associates, Inc. ISSUED REVISIONS SHEET TITLE SYMBOL BOTANICAL NAME/ COMMON NAME SIZE SPACING REMARKS Auer Rubrum 'Red Sunset' 2" caliper min, 40' o.c. max. Uniform height. full form Red Sunset Maple : High branching Carpmusbelulus 'Fastigiate' 2" caliper 20' o.c. max : Uniform height. full form European Hornbeam min • Callumgart 'Alba Plena' Alba Ple Heath er Camellia feemalis 'Shishi- Gashira' Camellia: Cornusstoloneritera'Kelseyii' Kelseyi Red -Twig Dogwood Erica carnea 'King George' King George Heath 1 gal Erica cornea 'Winter Beauty' 1 gal. 3' o.c Winter Beauty Heath Escallonia lanleyensis 5 gal. 'Apple Blossom' Escallonia Euonymus alatus'Compacta' 5 gal. Dwarf Burning Bush Juniperus chinensis 'Gold Coast' 5 gal. 5' o.c. Juniper Juniperus horizontalis'Blue Chip' 1 gal. 3' O.C. Juniper Lavandula angustifolia 1 gal. English Lavender . Potentilla fruticosa . . 1 gal. Shrubby Cinquefoil Prunus laurocerasus Otto Luyken's' 5 gal Otto Luyken's Laurel Spiraea japonica 'Antftoay Waterer' 1 gal. Spiraea Viburnum davidii 1 gal. Viburnum Lawn Sod ��oIA 1TL[i LV 2 GAUGE GA WIRE DRU3t.E � STANR ?%2'ST U MMC S s rAIN DANK gFRwN SET PIMINGr' TgDE Ar FINISH GrwnE LTIS rTV TWNaE AND FROM rOG a 13 OF RtN1lAP 0.wAY FROM gCCTBAtt M..AYER Mt CH TAPER TO CROWN PERM AT BASIN rTNI,NIf CRADT FENTIiV€ SUM-ACES J! L.•• UP rl PLANTING NOTES 1. Contractor improvements prior to starting landscape work. 2. Contractor shall use caution while excavating to avoid disturbing any existing underground utilities. tf active utilities are encountered, contractor is to promptly advise General Contractor and Owner. 3. Contractor shall maintain and water plant material until owners final acceptance is received in writing. 4. Contractor shall be responsible for providing the quantity of plants that are represented by symbols on the drawing. 5. Contractor shall be responsible for computing specific quantities of groundcover, and plant material utilizing on- center spacing for plants as shown on plant schedule and minimum planting distances as specified below. 6. Ground cover shall be planted in equilateral triangular spacing pattern at the on- center distances as shown. Where ground cover abuts curbing, walkways, signs or poles, minimum planting distance shall be 12" from center of plant to curbing, walks, etc. Minimum planting distances shall be..15" from center of all trees. Subgrade to within 1 /10 foot provided by General Contractor at the following. a Planting beds: 6" below finish grade b Sod lawn areas: 6" below finish grade 8 Provide topsoil rototilled to a depth fo 12' below finish grade as follows:. a. Planting beds 6" depth of topsoil b Sod lawn areas: 6 "depth of topsoil 9. Topsoil shall be a mix of organic matter and soil (composted sawdust, manure, sandy loam and loam soils) with amendements as recommended by soil testing lab rREe Dec,eau S 10. Lawn finish grade shalt be flush with adjacent sidewalk or back of curb grade. RR caN e •NE As REOU nee1 2" depth mulch in all planting beds. 12. All plant material shall be fertilized per manufactures specifications and soil testing recommendations. Side Yard Landscape: 13 All plant material shall conform to AAN standard for nursery stock. latest edition, t4. Submit four representative subsoil samples and one topsoil sample to a qualified 5' Required. testing laboratory. Test for ornamental planting requirements. 8' Width Provided. HR'; 8 TS 5' o.c. Full form 3' o.c.' Full form 5' o.c. Full form Street Tree, Typ. at 20' o.c. Verify utility location and adjust tree location. TOPSOIL HACRFIf L INN>ISl UnHEI NATIVC SI;N. GROUND COVER PLANTING Adjacent zone: Commercial -Light Industrial Adjacent zone: Commercial -Light Industrial