Loading...
HomeMy WebLinkAboutPermit D99-0057 - Downtown Harley Davidson (NEVER ISSUED)OUT OUT TO FILE NUMBER OR NAME OUT MISSING RECORDS Project Statistics p•cajetsi ...p. , , , cre,montior, la portion of exist trig metal 1 6 tructurc, to be tett'n rani, setbacks Proposing ,to construct a 34.000 sf., (approx. 2-level motorcycle retail / repair shop. Mee, Russ T 6121 'Martin Luther King tUay South Seattle, WA 56116 206-122 5451 Ross Deckman Architect 4121 South Meridian Suite 21i, Puyallup, WA 96313 fecee Dec/ellen 3-&.4 e405 Architect c CM) Engkiesr DBM Consulting Engineers 502 tech SL NE. Suite 312 Auburn, WA 58002 Doug VanCselder 253-551 05:4 Lence Arslitect . 17.. , 1 ,; % 11 Xnre 4 A in v nn.'cilat s el Seattle; WA 95104 Jennifer Dischinger 206-624 6235 StruettiNil Englrear Andereon-Payttcri 31ki.20 23rd Avenue South Suite 321 Federal (lieu, lUA 98003 filar!, Anderson 253-541 *3525 COntraetor FlOrillc. Northwest 131 S.W. 156th S WA 56166,0625 1 Brett Jacobaen - 206-2412600 Downtown 14arleyDa Shovsrpoin 13001 48th Street AVe. S. Tultislla, WA C / LI 1 Section 14 4 15, T awn th.p 23. Ranc::•,3 4, Wt lam 000300-0046-03 vacant Structure Si+osmoom 19511.15C Project name Losr Eats Zoning Oleo PNITA4 Exeting Proposed use , C..ode 0 . 0 ,4 0 anc9 g.naP Construction Ujoe 61S.11_,Afeil-1 13,553 s.f. (11 ac:res) - Front 25 ft. ( ESIdg) ;12.5 ft_ ( Landscape) ' 51de 1 5 ft. (Interior -151d5) , 12.5 ft. (Street- , 0 ft ( Lancisc-ePe' Rear 5 ft. (lc) , 0 ft. (Landscape) , 4 Pariarli Required 2.5 stall 1 1 1000 SY. 21 stalls 1 stall 1 2000 S.f. (tilareevoe). , *stale 2 113 stall. 1 h van stal 1 3 30 2 compcsctLStalls (maximum) Total b stalls.) F'rciviciecl 45 regular .■ 11 cotnpact(26%) t 2 ho't I to van = 65 total it- (4 bike stails) 05011difi9 aneas' First floor ReaII '8;05):%:r1: Support 1,549 e.1 Total 21001 sf. ISuilding height , 45 ft. maximum Energy Requirements (Component perrormance) All Other roofs le.-21 R-15 F2-15 batt in ,r9or assembly tverl19 t w/ metal building proyi‘ier, Ail Other roofe le,-21' ' R-15 R-13 batt In roof', assembly ( type tu," meta, building po-lo*) Cpecitie 11.1alls 5Z-11 R-15 fe-19 ba its ft', structural OP4C135 .1cora U.0..5 U.0.6 Default insulated metal 1 , U.0,6 U.12 Default uninsulated metal ' 1 fitab 12;10 5-10 R-10 at perimeter (old 4 new slab) dlazing i ' 1 , 0-155' 2313 541.19 e$. - glazIng 1 34,421 st. - floOr area 61aFing U-yalue, ' , U.0.50 Max U.015 Default from table 20-5, double glazed wi,1/2' airspaces M, 5-1 111 /14 , 5prinkiered TOWN llAil total ' 34 F. ts. k) P, ILA 'I'll A S 11 IN Second floor Office' 1651 *1. Second floor 13,414 sy Warehouse 8,154 cf. 5,1PP,'l 2,153 *T. Tot.41 34,421 sf. Total 13,414 s.f. Drawings ,Architectural Landscaping Strtictural 1. 1nre1:t attached ene calculation for specifics: : Act.Oal U-velueeL,ere not known at this time. Olen the windows and cloore are selected all units shall m the abOvatioted U,Value reduirenents Ofe new calctilation shall bS completed to show compliance,. al Site ptan , Energy Calculations Demolition Plan a1.1 Dumpsite' detail a: Main floor plan a 1 Upper Hoot plan 3 BuliclIng elevations a 4 EwildIng sections a5 Not used 5 Roof plan al Not used ae Doc* and Window schedules a9 Details aai Details Glyn 1 Cover 'sheet ' 2 Grading plan ' 1 3 Grading crossi-sections 4 TeinporaN erosion control plan 5 Notes 4 ..-tails 6 Storm drainage plari 1 Notes S details 8 Water t Sorer plan 9 Notes 4 details Planting plan SID Structural nOtes 52.2) Fouridatfon plan 52.1 FoundatIon I detail. 53.0 Lipper floor 4 roof framing plan 53 Framing details I 532 Framing details I 54i0 Slab reinforcement plan 550 Moment Same elevations 4 details 551 Braced frame elevation g Odt.311.1 , thg."101 . Debt _ 1 Title plan 2 Flxt*se plan - main I 3 Fixture plan - upper 4 Construction plan - mein 5 ci.nintructlon Plan 6 Lower ceiling plan SA Upper castling plan 1 infector etervations 8 interior elevations 9 Interior elevations 10 Interior elevations 51 5chsc54e plan Fl Fixture details 52 Fixture details 53 Fixture details CI Cabinet details C2 Cabinet details C3 Cabinet details TNAT PORTION OF 114E STEPHEN FOSTER AND G. c. Lim* DoNATIoNI cLAIT's SECTIONS 14 4N 15, TOILiSESillp 2 H154. R5* 4 EAST. kart Re KS* cakfir, 545 A 451 GToN.TIORE PaRrictILARLY DEONESED As FOLLOWS COMMENCING AT A PONT 11.1141C14 BEARS NOR 4CreN05 LEST 4 DETANCE OF 920.15 FEET FROM A 7INUENtif'f4UEH AT ,114E Pi. OF A CURVE ON 114E CBSTER LINE OF THE DIJU51I544 RettioN "Jumpibbt mop:A.14CW PAVED, SAID PI AFFRONIMATELr Iwo FEET EAST AND 20 FEET 5om4 oF THE OttaRTER CORNER EsENEEN SECTIONS 14 AND.15, TOIL445141P 2.3 NORTH, '1 4 East THENcE AoRt4 49'24' !OW CH Lee 15000 net.perANT mom AHD PARALLE_ WITH 114E :^L.TATERI,..LNE CIF 'THE SAID DIALIAM1514.RE4Ta+.1141CTION ROAD A DISTANCEICF, 1345.00 SET To 4 POUT MON OEA S RCCETR S4 EAST A DisTArecE I OF Ivan FEET FROM A r401417E1T (�) AT THE 62 CF CURvE ON THE CENTERLINE oF ,IDUWAYOSN RENTON ANOTION WAP. &AID CURVE IEEN4OFF106).111141ELT 1200FEET NORM 4h10" FEET WEST CF TNE cuARTEIR cota4ER BETWEEN saw sEcTioss 14 414CO5,,, THENCE e'e 40. 4 itEEI *DISTANCE ,OF 7000 .FitEr TO Tie MORTMASTFR...r 1 lA1o4 0? THE PLEAET *AND ELEC1RIc-P.M4144 MOTT oF 'EAT, THENCE NORTH 42411E& T ALOW, PIAMIN COME To&Nr OF WAY A DISTANCE OF 16ory FEET yo THE ERR pottr OF sEariNkas. THENCE NoRT14 46.24. REST A.Lot■ SAID Plafirait4OF SAID Fa564T OF 4114Y oisraNce CP 3,1/0,31 FEET, " TRENCE NOR114,4010,4EAET „A DISTANCE or 102.10 FEET, THENCE soun4 4.0•24.^04131, DISTA14CE'Cf .1?"21, THENCE SOUTH 44 A DISTANCE or 10.2,10 MET TO THE FONT CF SESIIVINS, TOGENERWIT14 fm /F FURF0SES OVER AND ACROSS A IMF 1 2EFFEET wl 1 100494DItia 1013ti most 1, 45•24. EAST A DISTANCE 'ELEcTRIC P.441L113AY D W r n 4 irE c c _ _ _ 00144,TION R.4 4 Witt 5* 5T 4 piSTAFAcE OF 4040.0 ooll'it Cla4TER I Nagt,Pliiirie:P. $.4E) 1 1.1 BEING soNIN 'E4E WARIER comrEF Rfl& RANEE,I4 EAST, APO OMT 35 ALONG 107 NaR54EIRL'r EXCEPT THAT rORTI ci4ni p Goortims S coLINTY,,E4S wats FEET ,Fr4oti o. TM 4.70L,r, Are*Ra SECTICNO 14 ANP EETILE0 THEME NORTH 4s1 D■srANcE, sr.44 EAsT , Ali . 00 ON I 5 r ) 1 T4 OVER1.11.1 1' 7 1 CF 54I ra Ar cuRve egsod. 2�� FEET NCRS 440 "FEETSEST CF TgE QUARTER .CFA EETEEEI EAU 1 1404CE SPISCAOSS u.435T APAWAticg 70,00 . SORr—ASTE MAR4114 40 THE RISET Sa4C-lat,ECIRIC RA e**14,1%. TwENCEi NOON 45•3 IkE5't KAMM 5,AID list/NT-Or slAy DisTANcElor isos.FEETT0 THE TTEIE POINT OF BEGINNS* THE14C 140/EN S4 " r' r - 44 cir WAY A DisTANcE oF Av."Ji • TwENce N11Rfl4 4;2•36* EAST 4 DYSTANcE 45IF FEET. T MENCE 5 0uTo 45 EAST A DISTANOE cF 3 ' 10 - 21, THENCE SOUTH 40 WEST 4 DISTANCE OF 450 FEET TO THE PONT OF BEGISterva, EXCEPT ANY PORTION TWEREOF DEEDED TO THE CITY CF na(11ALA F'oR 45114 ricesk, PtocET STYLE FENCE SIDES OF PROFERTY. SOMA I: APPROx. 20 25"-0 - GRILLAGE ,45.0 i -4 5 133RD 51' 0' 14• 15' B 25' CONCRETE BLOCK. 1 5PLIT-FACE ENcLoSURE ( RTO 514551 2132.0' • I 3 1 /5., REA I SINCiE LAMP, 10.11 .G1.4 PRE5.51, 501:21UTI LIGHT, - Appsox. 20' HIGHT* SSGN LOCATION, 2 510E5 AT 55 SCL FT_ MAX EACH SIDE 1145, 504 HMIGHT ) 0 0 5 TIT Lmr_ °'#cs 4ath AVENUE SOUTH SCALE: 1`.2 BICYCLE PARQNG 1,4 LANDSCAPE PLANTER 1 5 CoLl 3033 E DECKMAN e.w le Sio-Hua le e . , 4 , = - 1 - N 40.35,00 25210' 11 — CIT MUTW a liA PERMITCE P(49-0057 OWNER `S1PE• INTERIOR 5' SIDE, 6TREET: 125' REAR °✓' 48' max. l i U8C RUSSELL AND JENNIFER TOM 6121 MARTIN LUTHER KING WAY SOUTi -1 SEATTLE, WA CONTACT: RUSS (253) ROSS DEM 41AN ARCHITECT 4I2t 5. MERIDIAN, SUITE 2E3 PUY'ALLUP; W4%331 "CONTACT; BILL BOWDISH (253) 840 -9405 DBM CONSULTING ENCs1NEERS 502 16TH ST: N. , SMITE 3121 AU)-sURN, W a . 002 CONTACT: DANA MOWER (253) 881 -0924 DOWNTOUN WARLEY- DAVIDSON 13001 48TH STREET RETAIL / VEHICLE REPAIR i MAINTENANCE C/LI .DISTRICT 13043 S, F,± (L10*ACRES) 1� 5C711Ta4 4 24 44T r41 t3F 3 j TI�E]AC'E 5OIIT+i i 40 ',36 > ST A b T. , c T 210I ET iTO Ti+E" PONY CF, f .' TOE C11T14 A lid �iTU fi0. S OV ER A� tLCf A STRIP OF LAIC 21L 451ETi t111D �fCs " f j ���iC y � 4 f ' T - E nI t�� ST $47[Ij�ERLI COF¢�EP F "' Y 1 . °"f TW 4 EAST A PI6TAPILE OF a FEET'ALO 4 'Mg " Y,OF*4 P. GE ID'ELECT CRAE:914 THE {THERLY,1141d'sI ,S46 8T, OF LAI09' E+ENk IDENTICAL UXT11 THE : 4ORT IERLY Ft4R 'N 17FSA1004I1TtlF'U!/�1', ," ' ' ExCEI?I THAT PORTIC3N Tice BTEP.I1 FO5IER Af$3 C vcrar x,4 C1•A11"IS N SECTI1Z40 14.4J 15. TOµki,SF1IP 23 RAPI,CaE %I EAST. WM, INC - 4( caNTT+ "! 4,14-0, 4• 1NGaT AT A POMT A NORThH 40' ` B1EffT 4 D 5_T E "CF Y .4T �.. 0.0.4.t,__424._ A>RVE S . 0 E .SE I R 920fa - FEET F} M A PICJ4q"EN £I4J8) 9E OW dF TkE RENTON- c !�� WO, SA�'Pt °SEYYs SEL Io FEET EA5T'AT1D 20 FEET , COFL 82 BETI EEPI BETrTIO4 14 4N I3,..TOI6 23 EA'3T ,TWIENCE NCRfd'419'24 LE 3 ON �1 y , , PARR E �e4e�siri- NOT ;TO SCALE EXCEPT J PORTION THEREOF DEEDED TO THE CITY OF UJ LALA FOR 48TH AvE?1. E 60•tW. VICINITY M,4F N 40'36'00" W P/ 4" YD' YS' 23" AS' SS' SCALE: I ".20' -0" EXI5TINC3 BUiL✓':NC NOTE: REMOVE EXISTING EXTERIOR SKIN OF TI-IE ENTIRE BUILDING REMOVE ENTIRE CINDERBLOCK ADDITION INCLUDING FOUNDATION. R.EMOV{_ (I) STRUCTURAL BAY LENGTH OF EXISTING BUILDING INCLUDING FLOOR FOUNDATION, WALLS, EXTERIOR SIDING AND ROOF MEMBRANE. CITY OF TUKWILA FEB 1 ~ 1995 I, \,850 I, REGISTERED ARCHITECT I ,, ROSS E. DECKMAN I OF 'HASH NGTDNI E- d(SII' yaig [Vt). ISSUE 2 .t35 DALE RRSISION G 1 >, •4 REBAR I2. DC. WI PAVEMENT LEVEL ALT. HOOKS O CMU WALL SECTION /- -HANDRAIL POST 5LEE'/ FOR HANDRAIL POST 1106.16,4 1106.165. 1106.166/ 21' -0" CLEAR S" SPLIT -FACE CM WALL PER DETAIL RILL HEIGHT GATE, CHAIN - LINK 11)1 VINYL SLATS DUME'STER / i ECYCL INCA ENCLOSURE' MN_ '.1991 US.C:; SECTi 7, 1106.16 . 1106.162 MOUNTING LOCATION AND =HEIGHT. SIGNS. SHALL .SE.:INSTALLER'OH THE WALL ADJACENT TO THE; LATCH SIDE CF THE;DQOR 5tahts 5HALL BE CEN'TER£D .41'60 INCHES ( 1525 MM9:40OVE THE FINISHEIP "FLlOR ' MOIJNTNNG`LOCATION FOR SUCH SIaNAAE SHALL BE SUCH THAT A PERSON MAY APPROACH S ,W4CHES !lb 111'1) OF SIGNAGE WITHOUT ENCOUNTERING PROT RIBIN i OBJECTS OR STANDING WITHIN THE SLUING OF A POOR 106.!63 FINISH AND COLOR. CHARACTERS AND.SYMBOLS SHALL NAVE A NIGH CONTRAST WITH THEIR BACKGROUND; TI4E CHARACTER AND 154CKGRO1ND OF INTERIOR SIGNS 514ALL SE EGGSHELL, MATTE, OR OTHER NO4CGLARE FINISH: ALL INTERIOR AND EXTERIOR SIGNS DEPICTR THE INTERNATIONAL:SYMBOLOF ACCESS SHALL BE WHITE ON A BLUE BAD, CHARACTER PROPORTION AND HEIGHT. LETTERS 4 ND.tu1E RS:ON SIGNS SHALL>HAVE A WICTH-10 l4E CGHT RATIO EETILEEN 3 :5 AND hi A,ND A STROKE-IUIDTH- TO- HEICGHT R4TI0. BETWEEN I:5 AND 1:10. CHARACTERS AND NUMBERS ON SIGMA SHALL BE SIZED ACCORDING TO VIEWING DISTANCE FROM IIWICI4 THEY ARE TO BE READ. THE MINIMUM CHARACTER HEIGHT FOR SIGNS' THAT'ARE SUSPENDED QR PROJECTED OVERHEAD IS S INC4E6, C'I6 i-t-) FOR UPPER CASE LETTERS. LOWER CASE LETTERS, ARE PERMITTED. Al RSED: AND BRAILLE CHARACTERS AND PICTORIAL SYMBOL SIGNS (PICTOGRAMS). RAISED CHARACTERS AND SYMBOLS. CHARACTERS AND 5.rr cnI TACTILE SIGNS SHALL BE RAISED AT LEAST 1/32 INCH C08.MM). RAISED CHARACTERS AND SYMBOLS SHALL BE 61MPLE TYPE FACE UPPER CASE CHARACTERS. , RAISED CHARACTERS AND SYMBOLS SHALL BE BETWEEN 6/S INCH (16 MM) AND 2 INCHES (51 MM) IN HEIGHT. RAISED ARACTER SHALL °:BE ACCOMPANIED SY BRAILLE IN AGCOPANCE..WITH THIS SECTION, . • 1106/6E2 BRAILLE. • BRAILLE SHALL BE 6EPARATED FROM THE CORRESPONDING RA16EDy`CHARACTERS.OR SYMBOLS, BRAILLE SHALL' BE GRADE 2. 1106.1683 PICTOGRAMS. UA4ERE, PROVIDED; PICTOGRAMS SHALL BE ACCOMPANIED BY THEE lIVA . T VERBAL DESCRIPTION PLACED DIRECTLY BELOW 'THE F'ICI'fhi THE OF. THE M PICTOGRA SHALL L. NOT LEss THAN 6' INCHES (152 Nt1) IN HEIGHT. TYP. CONCRETE. PAYERS... Sx5x16 SPLIT FACE ELOCK CONCRETE PAVERS S %S*16 SPLIT FACE BLOCK COLOR AND STILE TO MATCH BUILDING' FULL HEIGHT GATE, CHARJ- LINK W/ VINYL' SLATS DUIPc.TEP i per- I-C� III 1 t t V 1 i_ 1- ) 1 '- —.'— 1 1- FRONT ELEVATION' 5C4LE I• =i' -0• Z _ 6JCd'O '.t ..trxLthA wiiJ7"?. 6E T SLEEVE IN THICKENED EDP CC 4" CON,. SLAB BADcismo } s LETIE6IP IS 1E LETTERS Wt STD EDITEYIT.E F• kAtiolCole "CODE FELL ccESSIB E. 51.3a 511'100L..S 4 RE ST 2"' 0 STEM. POST OENTEErF O:": STAB °L. NTit."G- <° c c. snEAALK IJAC PARK.. STALL " ONSENED ROCK UNDER C) ACCESSIBLE STALL DETAIL (S Ni I °° -0 MIN. (TYP 5 MIN (VAN .- -SSIBLE) SCALE 1•.1' -0" s+GAC'D1CGo SICAN I Gk:3 OAP 5'.'i'1501. SEE DETAIL'S / SHEET AC2.1 D ETAIL 6CALE 1/4 i' -fl ACCESSIELE STALL DETAIL .._ALE n�o I. CURES RAMP SHALL NOT BE POURED INTEGRAL w1T SIDEWALK OR PAVEMENT AND SHALL NOT ME ISOLATED BY THROUGH JOINT MATERIAL ON ALL SIDES, BUT NOT AT END OF RAMP ADJACENT TO ROADWAY PAVEMENT. 2. THE CENTER RAMP SECTION CONCRETE SHALL HA' /E A COURSE TEXTURED SURFACE OBTAINED EY A 9 -H FLATTENED EXPANDED METAL MESH BEING PIRESEEC. INTO THE STILL FRESH CONCRETE. THE LONG Ax!S OF THE DIAMOND PATTERN SHALL BE PERPENDICULAR TC THE CURES. THE TRIANGULAR WING SECTIONS SHALL H4 A SLIGHTLY BRUSHED FINISH PARALLEL TO THE CU2 RAMPS TO COMPLY WITH 1551 USC SECTiON I0S.A t WAC SECTION 5I -40. i-tANDICAP STALL O CURB RAMP DETAIL SAWCUT WHERE NEEDED. THROUGH JOINT ALL AROUND SCORE LINE (TYP.) INSTALL WITH NEW PAVEMENT CURB MONCLI'HIC !T- RAMP. NEW PAVEMENT SHALL BE BLOCKED OJT 'C FULL DEPTH. LIMITS OF TEXTURED SURFACE SAtICUT THROUGH JOINT (TYP) L' T 3' -0" MIN. 3'-!J" * 3' - 0' N 4 H0 MAX. SLOPE I I I: le`J MAX 3cq ccu AMP DE7AfL — &RI.> C EA0 WAY ' _.F:1C FOR ONLY. NOT TO BE r -MT�D BLUE BACKGRO - 2 SCALE ( -0" SCALE ( -0" 2 (56 REGISTERLJ ARCHI �FTOSS E DECKMAN� c.TE'E .AS0NGTON� JOB . 981:1 NO. • 1, ISSUE 12 99 !' DA11I ' RYY?STQT 1: 0 I' -1 1R" 2' -3 3/4 " 15' -6 3/4" '20` -0" 15'-6 3/4" Custom (Shop 1 30' -I 12" 24' -4 3/4" eervlce Lunge 10' -0" 20' -4 1/2" 20' -0" 20'_0 T-013/0," 2 '1 r Exieting' 19' -6" Closing 2 Closing 1 20' 60•- 3/4" 2 0 ' -I• 20-C' . t 20-0" 20•_1 i In EntrQi o 40 -4 5156" 20' -0 1/2" 2 20' -2 I/2" Dress 20' -0" 4ddltlan Exlstiisg > " 32' - 21,002 A FT. 3 ale : 1 /0" Notes 1, Refer t interior designer's. drawings for dimensional location of interior walls. 2. Refer to sheet a8 for enlarged plans E :elevations of r estrocros 19' -0" 11 3'l 12' -3 1J2" 3 Shipping F',ecei vine � I Parts -I ._ I 1 © .1 a I ,, a � - awl • - t * III 'S1J I I Inl It- 32 , -1 _iI" 4 0 0 5 - 7 RERNED 1999 PERMIT CENTER Eri5TERED 1 AM4ITE" T ROSS DECKMA11 STA "E OF WASH / /GTON I u I JOB 9813 � f 7 NO. z ISSUE, 2,99 DATE REVISION /n\ Fabrication Shop I Interior Roof / Ceilings': (Below) (Below) I' Storage 3 Equip - .A L T" - - Upper Floor Plan e' 4' a' 16' 24' 32 ineildmmwilimadmamt 13,414 SO FT. Scale :. I /8 °' I' -0" Notes 1, Refer to interior designer's drawings for dimensional location of interior wails. 2. Refer to sheet a8 for enlarged plans E- elevations of restrooms. c:e (5 RECEIVED CITY OF TUKwu A FT ; 1 2 1999 PERMIT CENTER 850 1 REGISTERED 1 ARCHITECT R S� t. DECKMAN ':;TATF WASHINGTON 6 41 =VA l I�:..i Illsir i' 7!' 1 " 1,11N: it 1 JOB : 9813 N0. 1q gY:'2.99 DATE REVISION SHERT, iu ru' S U Lai ca) COURSES CP SPLIT -FACE CONCRETE BLOCK' t At new addition ) 3504' ILLUMINATED WALL SIGN (12;SCL Ft) 4 . - (MAX. N .E SIGN' AREA : SSA SQ FT) .. � GLASS BLOCK DENTIL (3) COURSE OF S 1OOTH- FACE CONCRETE BLOCK (1) COURSES OF SPLIT-FACE CONCRETE'SLOCK — GRILLAGE FASCIA W/ COLUMN SUPPORT t GUT ORES North =Leval. ion 12 — 14 METAL SIDING GLASS BLOCK DENTIL (3) COURSE OF SMOOTH- FACE CONCRETE BLOCK (1) COURSES CF SPLIT -FACE CONCRETE BLOCK EXTERIOR? ELEVATIONS 0 ' ' 4" S' ib' 24' 32' -- (S) COURSES OF SPLIT -FACE CONCRETE ELOCK ( At new addition STANDING SE:: 1 METAL ROO,= METAL SiDiNG - -- METAL .CORNER TRIM - -- - -. - -_ MECN4NCA_ 'L3 TS C. /ER - -_, ADDITION, TG BE SCREENED I El" PARAPET i FABRIC - MES - SCREENED:' L- METAL SIDING METAL CORNER TR, TYF_ SCALE STANDING SEAM METAL ROOF I ° I i _ Doict RECEIVED CITY OF TUKWIlA FEB 9 1999 PERMIT CENTER REGISTERED 1 fI ARCHITECT ROSS E. DECKMAN == L STATE OF WASHINGTON ■:U 1 I i i' l'Ii,F1•3 ::� JOB 98113 N0. ISSUE : 2.99 DATE REVISION A (7 SFIEL fI r c, Ci) rzA TAR nIcs se x 'sa>:cT To c.¢ oT ins REVISIo. PRIOR TO CO`.'STRIN }y Main Floor Ro Second Moor 22- Floor 4• 8' IV 24 32' ,f5L11.1.clirIQ t1 C- .2 111 3850 REGISTERED \ ARCHITECT STATE OF WASHINGTON . DECKMAN STATE ; w iN1 JOB 9813 NO. ISSUE: '2.99 ATE REVISION Z\ Li 411- ,E• E T Vi 41s. CrZ THESE DILIWINGS FEB 1 S 199. pER mrreE pReg cgs:gib-11.N ertW •• • • Et c, 5. o ((;:) ( 1 -P 'r 0 CA' E , cno 7 DECKMAN ARCHITECT Harley—Davidson ' 11. R IITECIL RF/PLANN1 ghOW100111 & Shop 4121 111 MERIDIAN 1$1.11E 213 PUYALLUP. WONNGTON _98373_1 'EL (253) 8 9 FAX .(253 840 9503 Tukwila, _Washington (c..) Rose DECr-1 ACEC (1) C2R221 11====i1=1111111 MEE= El =fa =I C=1 3C& 1:11=0ME=12:21111 1=a221 ===11=JEEEE: 101052=51E1=11=f5e22=Iff2:=11 0114*4*, CIPLAW=MBENE=3==i=313=CM =1=31=MS W.r4 r MT= E231=1=111111 445 1===3ElliSIB 23=IIEEDEMMT3E E=I =3E23122=1 MEM Hcd memo= =MEM! ====13111111 CM= ME.12=3111 CIE= E=311=CCIIII ==111 =I= =MIMI E111 3o Natd 3�S N.-Mtd E=E=1=1:11111111 =1==1 =le= ca= EtEle2=21■ 1=3E=3111 E2M t=3:23221:1111 IMMICIENEEME MI !ME =Et= 1:11 1=11223EMI 6=1=21E21102512=11111 Cri=21=EZZEE=111 Itea t:4064itt 14.ftot.t • • eso42.5 's.sx2.0 egNuth .4 storefront WI full Hte tempered glass L See energy calculationa ror 2. Doc. installer' to colrorm to ISSTWEEC let «sm.,' cipter I WAG) requirements for weatheretripping, doo r. glazing u -value (max) . 040 max Solar beat ssin coefficient = te Flush wood w louvers E F Ruatt 'woe. rlusti weed, fire-rated a/ veimi grill l as/ tAmOwarel:i nr...rat.d 1 .04. 1 I Commercial overhead D° W Cla": W-11 x0 Stcosthnet Alatisa, 11 314.x I SY+0. Stensitent 3.3 EschskorA EE AT 4'-3 -r -us- 9/16 MIRROR 4 BACK- SPLAS4 gacN SYMBOL LEGEND A r D131 ELEVATION O ce4oxEs DO oR TYPE SEE SOMEDULE THIS SHEET DENOTES WINDOW TYPE ass e(: - .I - I..' DE-Notes tuNpow ABOVE TYPE SEE SCHEDULE THIS SHEET OEILING ISASEHOARD DENOTES ROOM FINQES IS SEE SCHEDULE SI4EET Pw I9 e. REMARK.5 I -FLOORS eedrom 1 ! : ..„...:::„._. „,,g, 106JIA. 5,,,,,. eE I OF POOMPRow9,06,knAIPA4UTE4.4,0%6V'T 71'4E: 0 15 4 6VIETER4r."L'I. ,...._4PACE. ..41.1. LEAIS..,,,,,Th .,,,,Aiii,_1°"TIgtoarfe...rZ '46rWe-fiCIME° c,,f,,, .1t , : . - 4TsTAHALLIX.N.E,51.0.11-40"Or nE WEA,..,,,,,,,i A,00,45.4.4ALLt4grom.i. POOR , . 5*.tit„,,,...LAVEVitplovvra.1 . e, ...Toujep:TOL -;:---::„._-:.1-0- ,,,.,,,...,........ _,=,,........71., 7.0:1313 ....7,4 ,,, ,......- , AN0 F.7......._..._..AT ThE42.0AcK.:1. ...-`1,7 aLio, 130:4440 C4TER NOT ii73:ThE 07 4700:11..L.:7 E4=ENIC*13..........A ....15-4,,,-7,,,Te....LEAsIMELT24`,.....TCXORD7Ank.niESM74:=EATT, 87-"CeaW SIDEIULL e*PAator_sTED MCE F4AN miLSEI B _ARS ,,,,,m.,. AT LEAs LEAST-54 721 CF 56' "nu CLOSE1 MaagE',......, GET. 04.* LOCAZ t 2. preGfl 1FenfRar wamm.nwAT-M T us. W-2 VW CLEAR vERIFT mnaRoR ptAsTic ccurreF TOP 4 BACKSPLASH RUEISER ESASE TI4ROUGHOUT INSULATE ALL EXPOSED PIPES STALL PARTITION (TYP...) P. LAM. WAINSCOTING w/ METAL TOP EDGE TO 4 HIGI4.. 4 INCANDECENT LIGHT- VERIFY LW OttNER I2V-S TAY INC•AICIECIENT urA4T- vERIFY STALL PAR (TYFt) P. LAM. WAINECOTIN& ILI/ METAL TOP EDcE TO 4' MGR S R1101BERP TNROUGI4CUT UJ - om omens accessible restro 5c4lE I14- is.-s SW CLEAR YEIRIFY 4 145 1- * 4 ' L 1-41- rti t1& i V -0' .tf -0" I 02, 3.3" - 5 ar, - , - POW Window Tupes EoEsff VIRRET UPI CUNER STALL PARTITION (TYR) P LAM. u.lANISCOTE LW META4._ TOP EDGE TO 4 I4K"...4_ 5 RUBBER BASE T.-OUT L UEE will-41 OF DOORS. B4LIST CALO-LATION6 FOR Li-VALUES, EttNE,c7si t.ISTAL.L.-2 To CON:FOR/• TO 1.351 U.SEC 2ND EDITION REOWREMENTS FOR SEALING, CAULKiNG. GABCEITAW.- AND LIEAT4-EIRSTRIF'PING. 4._!,cF,NWE DOORS u=�� W-2 1/4 CLEAR VERIFY 1- 2'40" poOr cI .5• -0" 2' -0 -0" MIRROR PLASTIC LAM COUNTER TOP 6 4" ISACKSPLASH , -INSULATE ALL EXPOSED FIFES Men's accessible restroom SCALE 1/4"=I -0" 3/4 VERIFY 3-8 - 1/8 . 1175 MIN mIN PLASTIC LAM COUNTER TOP BACKSPLASN A Men's accessible restroom INCANDECENT LIGHT VERIFY W/ OWNER STALL PARTITION (TYP.1 P LAM. wAINSCOT11 WOM4ETNA1.-1-4T. " L E 5" RUBBER BASE THROUGI4OUT or%, r,\ '-o 5 -7 7 •E, 5• SCALE I4" INCANDECENT LIGHT- VERIFY WA OWNER - P LAM. WAINSCOTING WA METAL TOP EDGE TO 4' HIGH. T-10" 5' -5 3/8" -CLEAR vERIFI 5 RUBBER 13.3.5E TI-IfOUGNOUT "-INSULATE AWL E)/5E F,PES 1 A Accessible restroom CALF 1 122 BLKG. r'OR III/2 DIA 1412 fTYP. mu, I PEGISTERED L SRCHITECT ROSS E. DECKMAN ISTATE 91 WASHINGTON, l 71 • 2 0,3 -0' MIRROR PLASTIC 13,1 00/1044 • TOP 4" E....4.C.KSPLAoLi ;:--) g ( I 4; = • c-) • r-T-1 L1 itZ CID CID C) P 1 i P03 0 JOB : 9413 F1 NO. IssvE: 2.99 DATE . o REVISIOS E E T RECEIVED 8 FEB g 1999 c": Inidi'VratE co-7 L- a, b le Lac FERMITCE f1 /1i 1111111 (11 SCALE- ' I 0 "SCALE matai glrts Refer l tb: : etructtmal drawings for spacing Metal slding Metal column (beyond) -- ve';r with structural drawings for size and notes See energy oaks, -for .R -value of Insulation .. E x!ating,metal purl!n tO ": remain ..: Batt Insulation -- 'Refer.. to energy calculations For r- value Existing metal rafter -- to remain • 87 metal guts Refer to atruc al drawing's fors ! -sing '5 /a" type 'x'.:g H/2 furring ha - :mei at 24" oz. Elottom of bee 12' -6 above n r- floor Existing metal purlin -- to remain Batt Insulation -- Refer to energy calculations For r -value eror roof at interior wall: SCALE Hew concrete floor 5 (ReFe to structural drawl gst for rif icing) - ' , a::. over 6 mil vapor barrier ' over 4 free- dkafning material - verify with geoteckt report for v ierr Refer to energy calcb- fc r -vakne of rigid Insulation !New concrete foottr� pad for Gnu wan Refer to structural I , ..:: ' -- . drawrugs For..reinfacing SCALE 1 -0 " Roof at barge L ayspencleci cant'. g (e applicable) -- verify with interior designer drawings For r!+Jtes WS" type k' gwb_ I 1/1" furring hat channel at 24" o,c. Corrugated roofing Continuous galvnized gutter i dourspouts Metal siding See energy talcs. for R -value of Insulation Continuous flashing Continue roofing material along wall at 12" high minimum Roof Assembly: roofing naterlal over rigid insulation over 3/4' spa -rated sheathing over pre- engineered trusses 5/5" type 'x.' gwb. ceiling Existing metal column -- to remain Batt Insulation -- Refer to energy calculations for r- valluue 5/a" type 'x' gwb, 1 I/2" Furring hat Channel at 24" O,C. Provide stud blocking for grillage cable - -� correction Existing metal rafter -- to remain Center-Me of e><IStIng metal column See energy'calcn. for R -value of h aulatiat 8" metal gift* Refer to structural drawings for spacing Upper floor _ Top of been Steel beam verify with structural drawings For size and rotas Steel beam < beyond) verify withbtructtral drawings for siZe and notes Metal siding Continuous counter - Flashing Continuous Flashing - to be painted 8"x.8"x4'• glass block dent!! 4"x8"x16" cru block Refer to structural drawings for reinforcing Corrugated roofing wall at roof gr.+t F 1'.I'-0" °Exterior SCALE 5/8" type k gwb. , gw. l 11/2` iterl Flat ! d charnel at 24" 04. 1 . 3 V2" conrX -ca topping over I flutes w/ 6x6 -W2.9 x w2.9 sef • 1 a over l 12 " -22ga, "B" Formlodc I, by Yerco Upper Floor 5/8" type 'x' gwd. Ire furring hat charnel at 24" or. Exterior wall at floor ceiling Between Garage and Bed -corn 4 / Laundry SCALE Metal studs for blocking X �- Main Floor Exterior wall at roof refrOnts Storefront w a l l St-sr-front wirbr_.0 Storefront sumacs_. 12" metal etude ®I6" ore. Stainless steel runner baseboard — `- 'tart with backer red with 5 /S" gwb. each side 8"x8?'xl6° ern: block Refer to structural drawings for reinforcing E xterior wall at 'foundation Grade 5 /a" type 'x' gwb ... 11/2" furring hat channel at 24" oc. 3 I /2" concrete topping over - -- I flutes. w/ 6 -w x6 2.9 x w2.9 ww s• f t over I I2 "- 22ga.:''S Formlock by verso Upper Floor'. 5;3" type '>' gwb surround ewistine metal column (beyond) metal girt. Refer to structural drawings for spacing See energy talcs - -- for R -value , insulation 5/8" type 'K' gwb furring hat -.----- channel at 24" oc. S /8" type 'x' gwb --- Exltting metal column .--- (beyond) - - to remain. Existing metal column--- - (beyond) -- to remain 5/8" type •: :' gwb. -- See energy Gatos for R -value of Insulation 5/8" type 'x.' gwb i 1/2" furring hat -- - channel at 24" oc. 3" metal girt. Refer to structural drawings For spacing Existing concrete floor slab -- to remain Mairl Floor L ExIStltg column Footing (beyond) -- to retain Center -1,e cF exlstlno meta! column - - -- -Metal s!dir.g See energy c s for R- ./a!ue �.c sulawo. - -- - - -- =nets, on, drawrnds for r-caclra �Jf. Gt C -e2m tee' Oeam - :tee ,erif th fGr IZe and ^c'..es - g metal so II]^"' _etc. d' -- _ e"•a' tup_ / gwb neat charne at [ __ Exterior wall at floor /cei lino_ a I - _ ontinucus ! aert, Exterior wall at g lass block anu biocr_ Refer tG structural for r n - no smooth - 'aced oe s, face. C; sour_ ,a. =xis ring footing -- tc remain pp.d floor Grade New concrete feotvlg pad for cmu wail Re,e, o struc_;xa1 d'awings for renforcing Re.Fer { n a.,, @gy c al. -- r, -value of new ri insulation RECEIVED Exterior wall at foundation CRY OFTUKWILA CEO f 1996 At :t cpridition SCALE 3850 REGiSTERED RCHITECT I ROSS E. DECKMAN "SIATE Of WASH N. 10Ni E Non - structural 5ii8" diameter stainless steel rod with clevis ends Non- strtr_tural triangular stainless - -- steel base plate - o be welded to metal column square metal end - beam vEr: (y ',th structra l drawings for additional dotes L 6" square metal cross - beam --_----------1 Verify with structural drawings f additional notes !%Xt -lme of beam ' base plate Grillage connection At !poi frame Stainless steel runnerbaeeboard Main Floor, xtor for wall at foundation At .- exterior'uiall SCALE 1".1 3 5[8" netai studs • 12 oc. SCALE 1 " =1' - iJ" 6" meta, studs a 16" 00 - -- Refer to structural drawings Par spacing See energy calcs.• for R -value of insulation 5/8" type 'r:' dub 5/6" type 'x' gab e ; • a • : �� �, '> 1Z . } ref 1 ;.1 t : "f< tiF w LY tt Neu >� f oor &a rr I lRa re to avucIis e �- for rglnrorcfng); .1 i I I : over. 6 mtl vapor barrier T. !, lover 4' tree- dralnag matarlel verity with geptech report for - reaasiMendatibn! 1 1 . I I I .1I67_.1,1 _i ±i ..I1 'I. Metal elciln'., - Continuous counter - flashing - Continuous flashing - to be painted g lass block dent) l 4 "x8"x16` emu biodk Rarer to structural dra - 0 for reinforcing O rt --�- I" air -space L Exterior wall at glass block At nova eater nor waif SCALE 1`=3' -u" 4 "x8 "x16" emu block Refer to structural draw for reinforcing (3) courses (at top) to be smooth - raced. (S) courses to be split- raced. (II) courses total See energy talcs for ft-value or I air -space insulation 6" metal stud at 16° o.c SCALE 3 r-0. 6" square t -a a, co.!, Verify with 5t"otsrai drauirdis for additions, rotes amd Fowrdat or calbuts NOn- str✓ -turn, steel base p late -- aE weideo tG - :end€ .:cixr rJC- s *_rue :.:ra - rod wItii c. v a Tds Cori llac{e connectAon e•3' cap f asnio ,Roof Ass.. 11 . i5ir�4s - ply corsn ats,�a, - -- + e�w. «.sseTr iy 3 /4` - :at i tO :., r al o it -e � mare, ac_ raced srestriro c metal stud at 'O , r e a sld>r� rare- with matching. 00,1500, , ckman C0" aL0 313 9543 r ."tarry ::•r, owner fcr style aro ._...._ 'r 1 Refei to for r-vaiti of inseiatior 5•c` tyye Overflow s cupper metal angle stair mar.factsrer s requireaveme voila with st,cturai drawings For s at mid - landing d.r_ s+erg/ c . - 12 ' diameter stainless steel handrail id gauge c plate tread -- "5taIrco" 334 34 -346" x 12" metal plate stringer -- "Sta lrco" SCALE piny winger -- Stairco Guardrail y.. parka',. :. elate !read 'SLa�rc�" 1.4 3 lrterior stair Connection plate to concrete slab per stair marru(aeturere. requirements 12" t Interior stair metii piste Str ln.^ E- ....a lrcc" 1, 12" wide thict o-od slab -- refer to structura- drawings for reinforcing j E .ist,ng cior'.`rete slab J E ISSUE; 2.99 DATE BLVJSION L'� p SHE'T,& -- 4 1 K I � (:)(:) rile4n Z,LA r TAM DFAW4S tHE F `, f SS TD IN - `�C'' :� t'LITYLNC 41eL \D. 'Seem SCALE kkY]F.'�S. M "D _: r OWNEkS kEe 1'H10P TO COIt'SYkL'fT10s SHEET INDEX FLOOR & ROOF FRAMING NOTES 1. TYPICAL COMPOSITE FLOOR DECK SHALL BE 18 GAUGE VERCO TYPE "B 7 TYPICAL STAIR SHALL BE ENGINEERED BY OTHERS. SUBMIT 52.0 FORMLOCK" DECK WITH 3 -1/2" OF CONCRETE OVER THE TOP OF THE SHOP DRAWINGS TO ENGINEER FOR REVIEW / APPROVAL PRIOR TO 82.1 DECK INSTALLED PER THE DECK MANUFACTURERS GUIDELINES TO A MAXIMUM SPAN OF 7' -0° PER THE MANUFACTURES GUIDELINES SHORING FABRICATION. 53.0 SHALL BE PROVIDED FOR SINGLE SPAN, B 18 GAUGE DECKS GREATER 8. THE TYPICAL WINDOW SYSTEM SHALL BE PROVIDED TO ACCEPT UP TO S3.1 THAN 7' -0 ". REFER TO THE DECK MANUFACTURES GUIDELINES & OF LIVE LOAD DEFLECTION AND SHALL BE CAPABLE OF WITHSTANDING 83,2 RECOMMENDATIONS FOR CONFIRMATION OF SPAN REQUIREMENTS. 1 OF STORY DRIFT 1 THERMAL EXPANSION PER THE STRUCTURAL S4.0 SEE DETAILS ON S3.2 FOR TYPICAL DECK CONSTRUCTION. SEE 54.0 NOTES. PROVIDE CONTROL JOINTS AT LOCATIONS PER THE ARCHITECT. S5.0 FOR ADDITIONAL SLID REINFORCEMENT 9 VERIFY ALL DIMENSIONS / ELEVATIONS VAN THE ARCHITECT 2. TYPICAL METAL ROOF DECK SHALL BE 18 GAUGE VERCO TYPE HSB -36 PRIOR TO CONSTRUCTION. FOR OTHER INFORMATION SEE THE 2500 DECK INSTALLED PER MANUFACTURERS GUIDELINES TO A MAXIMUM STRUCTURAL NOTES ON SHEET 51.0. SPAN OF 6' -0 ", U.N.O. REFER TO THE DECK MANUFACTURES GUIDELINES & RECOMMENDATIONS FOR CONFIRMATION OF SPAN REQUIREMENTS. SEE DETAIL FOR TYPICAL DECK CONSTRUCTION. 10. C? - INDICATES BEAM CONNECTION DETAILS PER BEAM CONNECTION TABLE 3. THE CONTRACTOR SHALL DETERMINE PRECISE BEAM SPACING IN ACCORDANCE W/ THE LAYOUT SHOWN. SEE DETAIL 1/S3.1 FOR T.O.S. - ININCATES TOP OF 5TEIL BEAN TOP FLANGE BEAM CALL -OUTS & CONNECTION INFORMATION. AT ROOF FRAMING LOCATIONS THE CONTRACTOR SHALL ALSO PLACE THE BEAMS AT THE <1-1 - A:OCATES SPAN DIRECTION OF METAL DECK ROOF SLOPE SPECIFIED BY THE ARCH. WHERE THE BEAMS ARE PERPENDICULAR TO THE SLOPE THOSE BEAMS SHALL BE CANTED TO - LOAD 010. 9 MATCH THE SLOPE (0.0.0.). ALL TYPICAL STEEL CONNECTIONS SHALL HORIZONTAL - SHORT 997100 HOL5 Q ACCOMODATE 105 CANTED BEAMS BY CANTING THE SHEAR PLATES TO MATCH THE CANTED BEAMS. 554 HOLES - 4. T.O.S. ELEVATION IS TO BE DETERMINED ACCORDINGLY BASE ON SLAB / DECK THICKNESS. WHERE BEAMS ARE SUPPORTING tOk WIOxt2 () c= tOk 1/53.1 H DECK DIRECTLY, THE DECK SHALL BEAR DIRECTLY ON THE BEAM A MINIMUM OF 2 ". SEE H - C2 5. WHERE BEAMS ARE SUPPORTING DECK DIRECTLY, THE DECK SHALL BEAR DIRECTLY ON THE BEAM A MINIMUM OF 2 °. TYPICAL BEAM CONNECTION DETAILS 6. PROVIDE OPENINGS IN THE FLOOR SLAB / DECK AT LOCATIONS TYPE DETAIL REMARKS PER THE ARCHITECT / MECHANICAL PLANS. SUBMIT MECHANICAL UNIT / OPENING DATA TO ENGINEER FOR REVIEW PRIOR TO C1 4/53.1 CONSTRUCTION. SEE DETAIL 3/53.2 FOR OPENINGS AND MECHANICAL UNIT SUPPORT AT THE FLOOR. CS 5/531 53 6/531 GENERAL NOTES FOR STEEL CONNECTIONS 9/S3.1 TYPICAL COMPOSITE BEAM DETAILS 8/53.1 SHEET INDEX STRENGTH Pc (PSI) S1.0 STRUCTURAL NOTES FOOTINGS 52.0 FOUNDATION PLAN 5 82.1 FOUNDATION DETAILS 53.0 UPPER FLOOR & ROOF FRAMING PLAN 4000 S3.1 FRAMING DETAILS 83,2 FRAMING DETAILS S4.0 SLAB REINFORCEMENT PLAN 0.46 S5.0 MOMENT FRAME ELEVATIONS & DETAILS 55.1 BRACED FRAME ELEVATION & DETAILS SLABS ON GRADE 2500 0.50 4 9 TOTAL NUMBER OF SHEETS AECENEO APPLICATION STRENGTH Pc (PSI) MAXIMUM WATER /CEMENT RATIO MAXIMUM SLUMP (INCHES) FOOTINGS 4000 0.46 5 PIERS 4000 0.40 6 TO 11 FILL IN DECK 4000 0.46 4 SLABS ON GRADE 2500 0.50 4 1.0 GENERAL 1.1 CODES THESE STRUCTURAL NOTES SUPPLEMENT THE SPECIFICATIONS, ANY DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THOSE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO 1HE ARCHITECT, 880 SHALL CORRECT SUCH DISCREPANCY IN 801500. ANY WOW DON' BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISC. THE CONTRACTOR SHALL VERIFY AND COORDINATE T0E DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DUPING CONSTRUCTION. ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF PEIRCE COUNTY AND: THE 1997 UNIFORM BUILDING CODE (UBC), AS AMENDED AND ADOPTED BY PEIRCE COUNTY AND THE STATE OF WASHINGTON; ICJ. 318 -89 (REVISED 1992); AI.S.C. 919 EDITION; AWS; AI.T.C. 2ND EDITION; AND A.I.5.I 1996 EDITION. 1.2 DESIGN CRITERIA A. VERTICAL LOADS 1. 0VE LOADS 8. LATERAL LOAD& 20 SITE wow 30 CONCRETE 31 GENERAL 3.2 STRENGTH ROOF (SNOW) STORAGE (NON REDUCIBLE) T 25 PSF 125 P5F ALLOW 33 -1/301 INCREASE N STRESSES FOR YARD AND SEISMIC FORCES LATERAL FORCES ARE TRANSLITTED BY DIAPHRAGM ACTION OF THE FLOORS TO SHEAR WADS. LOADS ARE DIM TRANSFERRED TO THE FOOTINGS, WERE ULTIMATE DISPLACEA11T S RESISTED BY PASSIVE PRESSURE OF EARTH AND SUING FRICTION OF EARTH. OVERTURNING IS RESISTED BY THE DEAD LOAD OF DE STRUCTURE 1. WIND: EXPOSURE B ( EXP. B 15 ACCEPTABLE PER JU8SDICTION HOWEVER CALCULATIONS ARE PERFORMED TO EXPONIOE C) BASIC WIND SPEED = 80 M.P.H., PER UBC 2. SEISMIC - ZONE 3 PER UBC 3.3 SOIL DATA (PER GEOIECIPBCAL REPORT PREPARED 55 TERRA ASSOCIATES) 1.4 SNP DRAWINGS SUBMIT SUFFICIENT COPIES OF SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR THE FOLLOWING: 2 3. 4. 5 6. 7. 8. 21230ORCING STEEL (CONCRETE). CONCRETE / GROUT MIX DESIGNS (CONCRETE). STRUCTURAL STEEL (ORDERS, BEAMS, COLUMNS AND T"SCJ_) STEEL FLOOR AND ROOF DECK. STEEL SHEAR WELD STUDS MANUFACTURER AND STUD LAYOUT PENETRATIONS THRU SLABS IN ADDITION TO THOSE DETAILED. TYPICALLY NO INTRA SLAB CONDUIT IS ALLOWED. P.E. STAIR SYSEMS. HVAC ROOF UNITS SUPPORT SYSTEMS DO NOT FABRICATE PRIOR TO ARCHITECTS/ENONEER'S APPROVAL 21 EXCAVATION - (PER GEOTECNN0.FL ENGINEER) 2.2 BACOAL AND COMPACTION - (PER GEOTECRICAL ENGINEER) BACKEILL SHALL NOT BE PLACED 68131 AFTER THE REMOVAL OF ALL FORMS, SCREEDS, OTHER W000 DEBRIS AND MATERIAL SUBJECT TO ROT OR CORROSION. USE ONLY MATERIALS APPROVED FOR BACK011_ IN AREAS UNDER STABS OR FOOTINGS, MATERIAL SHOULD BE GRANULAR IN NATURE, PLACED N 6-INCH LIFTS AND COMPACTED TO AT LEAST 9536 OF MAXIMUM DRY DENSITY AS DETERMINED BY AA5HT0 COMPACTION TEST; PROCEDURE 1 -180. THE FILL SHOULD BE UNITED TO CLEAN, GRANULAR MATERIAL. NORMAL WEIGHT CONCRETE MEETING THE REQUIREMENTS OF AO 301 -89 ESTABLISH PROPORTIONS OF CEMENT. COURSE AND FINE AGGREGATES, WATER, AND ADMIXTURES TO PRODUCE THE PROPERTIES SPECOED FOR EA511 CONCRETE MIX TYPE PER A13-301 ON 111E BASS OF PREMIXES FIELD EXPERIENCE OR TRAIL BATCHES. USE ADMIXTURES IN ACCORDANCE 81111 THE MANUFACTURER'S DIRECTIONS. USE AMOUNTS OF WATER-REDUCING ADMIXTURE THAT WILL PERMIT PLACING WITHOUT 1550500TION, HONEYCOMBING of( ROCK POCKETS. THE SLUMPS SPECIFIED ARE THE SLUMPS REQUIRED AT THE POINT OF PLACEMENT INTO THE STRUCTURE OSE INTERIOR MECHANICAL W8RATOR5 WITH 7000 RPM MINIMUM FREQUENCY. DO NOT OVER- VIBRATE CONCRETE SHALL BE POURED MONOUTHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FREW PREMATURE DRYING AND EXCESSIVE HOT OR COL0 TEMPERATURES FOR SEVEN DAYS AFTER POURING. PROVIDE ENGINEER WITH PROPOSED CONSTRUCTION OR CONTROL JOINT 10505ON5 FOR HIS APPROVAL, CR USE JOINTS AS SHOWN ON THE DRAWINGS. ALL REINFORCEMENT TIE WIRES AND FORM ANCHORS SHALL BE GUT OFF FLUSH WITH THE SURFACE; SURFACES WHERE EXPOSED SHALL BE 580018 AND FREE FROM IRREGULARITIES. DESIGN MIXES TO PROVIDE NORMAL WEIGHT CONCRETE WITH TIE FOLLOWING PROPERTIES: 000 • U C T U FR 018880 E& I. ANY OF THE A86* MIXES CM BE 1I560 655606. (8" TO 11" AIAP) F TEE PROPER ANIIRON OF AOEXIURE5 S 8155508 AID 1105 W8 /C RAW 6 NOT 8ORFA58. 2. SLABS ON GRADE MAY CONTAN OR FIBER-MESH. EITHER ONE OF TFESE MAY HE TEED TO ASSIST N THE PREVETTRON OF 050018 IE 1r m60 AND CRACKING. 3. THE PROPIRi1ONS APPROVED WAHL BE 516611I1" MANTANED. NO DE9ATEN FROM RIESE PROPOR1NR6, F.S.ECMLLY THE AMNION OF 1WA155 SHALL DE MADE NITHOUT APPROVAL CE 105E 3.3 810150AL - CEMENT, WATER & 05050AIES PER AO 3888 A CEMENT MUST COMFO01 TO ASIR 1 TYPE 150 TYPE BiGNEBYS AFPRWAL 6 MIMED F680 USE CIF TYPE 91 CEMENT. B. WATER TO BE CLEAN AND POTABLE. C. COARSE AID RE A5, €G61E4 10 CWFd86 TO A58FC33. 14 YAIERW.S - A WATER RBIUCIN6 5081iLRF2 CONCREEE U58D E°(65501101 ADMIXTURES TO PRODUCE FLOOSIE F C@9SEEE MAY BE USED 881H TIE EN .6ER APPROVAL PAO A36F CONEUF N TO A581 -0494, POZZQ.DH PEEWET)B, POZZCEEN Nl O2 POZZUIECH 20. POZIABTH MAIL 85 WACCEPORATEEI INTO Al CONCRETE N EXACT ACOCTID91 CE N8I WE MANUFACTURER'S IISLRI8211016 06 TORS AND DOSAGES 861 VARY 86058508686100180180080881000 AID TIE CONTRACTOR'S ARSE. EEOLARE ENE5. MAIM, SCUP FOR 9.101 CONCRETE STALL MDT 67® E' WEN A AMMAN OF 10 OUNCES OF POLYHET 18 PER 100 GATES OF CEMENT. USE M AC]/BOWE MT1 MAP.FA 1LRNRS FREDOYE10A71CLS B. AR ENTRAPMENT: CONFORM W ASRM -C2 0 AND A58A- C494. ISIS OR APCRO -AR BY MASTER 819188 C O1IER AolacauRe NO 08ER IINICMNES P5018511D UNLESS PRIOR APPROVAL 6 MEN BY DE ENGINEER.. 3S RF0FORCMG SITE. DETAI FABRICATE AND PLACE PER A3-3I5 MD AC -316. SUPPORT RiNFORCEIENT NM AMBLED 1010855 vAicEss. OR TES. COVER 3" r 1 -1 /r 1 -1 /r 1 -1/r CONDITION (CIE DEPOSITED AGANST EARTH ATE DOOMED AGA0SF FQ"d10 BUT EXPOSED TO EARTH AAA REINFORCING N BEALG TO TES N COLMAN . AND TED REBAR N WALLS OHO.) FOR BARS N SUM ON (AND FOR BAR; N Sim IN FM6 IL SEWED ME FABRIC: 16114-01145 AND A51M7 -082 L 11EF08ED BAR ANCHORS ASIM - A495 37 NSPECDWS 3.8 PLACEMENT 39 4.0 STRUCTURAL WELDING And co rSc ., A STEEL fEIF0Z07E1T SHALL BE NEIL DETEXd® SHEET SIE11, MEETING ASIA STANDARD 'A' 615-93 MADE so FOR (3 AND LARGER BARS UNLESS 1101ED O.ERN6E ON TIE PLANS. SDP DRA8N15 SHOAL LE LUMEN ACCCREAIR.5 AID 9.5011ED W THE ENCOEBR FOR RENEW PURR TO FABRICATION. CRAM 80 81: 16 SRAM NOT BE BENT N FEND A TER CUN1ETE NACEIENI AL1 EOM SHWA BE PER ACI B. FEND:E E.IERY N ALL 1 9685. AND FR101050 SHALL 85 CN1859 6 MOON COWERS 0R CF$3ER BAGS PREMED. BOTH 86831 AL AND 1505ITA. C. LAPS: ALL 1EIPSON SIKES ARE AC DIMING TO MCI 318" CLASS B AD ALL CONFIESSON SIK S ARE 30 ;METERS FOR Sc GREATER THAN 3000 P9 AND ARE 40 0A6E FOR re MKS 6 LESS IRAN 9089 P9. MESS HOLED OHERIISE D. IMP ONE AROMA ALL OPENINGS SHALL BE A ISOMA1 1-055 TIP MD BMW MENDING rte" WINO OPE8QPIG AT EACH OVER. SEE YMCA/ (E085 E IE111806 TAOC 1ELMA DE REAR S NOT PERNITIED MUSS CANED FOR AD APPROVED BY 166 ENGINEER. E INMAN 5086086885 885E 6691FORCEPSON 6 LOT avow ON - MAIMS THE 'M 0846 CODE RECIUWNIENTS 3650 858FORR® CNCRETE'(AO 318) SHALL HE oa 1P'FST TO FOR WAVER REIRRECNEWE G REB18 GAG, -"`m .e Fscvm"o.rw FOR AS FOIL Mc CITE INSPECTIONS S IMI DE FOELIKE.D PER TIE 1997 115 SECTIONS 1701 AID 1702 A 3 /CR AS HEOl9€D BY TIE LOCAL. BUILDING G DEPARTIE11 THEY SHALL HE DOE BY Al IIDFPEADFN7 AGENCY 0150050 BY 111E OVER. .!!!BRIE VISITS BY TIE ENGIEER DO NOT 5060811E AN OFFICIAL W51T. HOPPERS, CHUTES OR TRUNKS ARE TO BE USED AS WORRIED TO PREVENT 11E FREE UNC)NFPED FAL. OF COI7EIE N EXCESS OF FLUE FEET. CONCRETE 6 TO DE KEPT LEVEL AT ALL TIES DORM PLACEMENT. SPECAL NOTE CONCRETE 6 NOT A MANLEIANCE FREE MATERIAL CRACKS CAR EE EXPECTED TO OPEN IA' WHEN 2 YEARS OF CONSTRUCTION AND %OIAD DE FILE AT INS POINT MN AS REQUIRED HEREAFTER A AL 910845 SHALL BE N ACCORDANCE WITH ANS 60.1 ° SR:UCR1tAL_ NELDON CODE' & 01.3 'STRUCTURAL IELDNG CODE SHEET 5U16.. B. AL. A3.0016 SNAIL BE DONE BY 016/3650 (WA511467C( STATE ASSOCIATION CF BUILDING Q.T0A5) CERMED SHIER& C. STRUCTURAL STEEL SHOP DREAMS SHALL SOW AWS 024 51111306. WELDS SHORN ON RE DRAWINGS ARE THE BADS SIZES NCIEASE IHD SIZE TO AWS KNOWN SAS, BASED OH PLATE 1M00E5S D. ADDITIONAL FELD NEEDING MAY BE REMISED FROM THAT SNOW ON THE DETAAS, OEPETDBNG ON THE JONI COCRIGURATION, SPLICE LOCATIONS, ERECTION SE1IEN(05, ETC. 105E CONTRACTOR SNAIL - DETFRMNE RE LOCA189N OF ALL ADp1100AL FFE D WELDS ODEER THIN 'MAT 0509856 FOR ERECTION PURPOSES AND SEW TEL FOR REVIEW FIELD WELDING. SHOULD DE 801 8ZED WFFREt1R POSSIBLE A L N! O T E 141E MINIMUM WELD SUE USED SHALL BE 3/16 ". ALL WELDS SHALL BE MADE USING LOW - HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH = 701s. LOW HYDROGEN SMAW ELECTRODES SHALT. BE USED WITHIN FOUR HOURS OF OPENING THEIR HERMETICALLY SEALED CONTAINERS OR SHALL DE MINED PER 0116 D1.1, SECTION 4.5. ELECTRODES SHALL BE REDRFD NO MORE THAN ONE 111.15. AND ELECTRODES THAT HAVE BEEN NET SHALL NOT BE USED. E WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AONCY FOR REV.EW BEFORE STARTING FABRICATION OR ERECTION. ALL COMPLETE - PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THE CONNECTION EXCEPT PLATE LESS THAN OR EQUAL TO 1/4" THICK SHALL DE MAGNETIC PARTICLE TESTED. REDUCTION IN TESTING MAY BE MATE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE ENGINEER C. TIE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THAT INCLUDE, BUT ARE NOT LOADED TO REQUIRED ROOT OPENINGS; ROOT FACE DIMENSIONS; GROVE ANGLES BACIONG BARS; COPES; SURFACE ROUGHNESS VALUES; AND TAPERS OF UNEQUAL PARTS N. NO 85164NG OF REINFORCING STEEL SHALL BE ALLOWED EXCEPT WIIENE SHOWN ON THE DRAWINGS. 5D SIRDCRIRAL STETS. A ALL DETAILING. FABRICATION. AND ERECTION SHALL CONFORM TO THE MSC "MANUAL OF STEEL CONSTRUCTION.' STEEL SHALL CONFORM TO TIE FOLLOWING, MHO: 6.0 STEEL DECK 021 STEP., UN0 ANGLES CHANNELS BASEMENTS N CONCRETE AM MISC. META. 3 LINO SQUARE NO RECTANGULAR ASTM A500, GRADE B (Fy =46kA) STRUCTURAL TUBES SIEL PPE UAMETER LESS THAN OR EQUAL TO 12" PEE COMBNS GREATER THAN 1r METER G ALL SIM. BEAM COPING SHALL CONFORM TO AISC STANDARD PRACTICE ASIM A572 GRADE 50, A441 (Fy = 501s0 OR A588 (Fy = 50ksi) ASTM A36 (Fy = 361isi) A5'M1 A36 (Fy = 361,9) OR STEEL TYPES LISTED AVM A53, TYPE E OR 5, GRADE 8 (Fy = 351.0) OR ASTM A- 501 -73 (Fy = 36 ksi) ASTM A572, GRADE 42, API SPEC 28 8. All W00( SHALL BE N ACCORDANCE WITH THE AISC SPECIFICATION. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT /ENGINEER BEFORE 000ENHCNG FABRICATION. ALL STEEL ANCHORS AND TIES AND OTHER MEMBERS EMBEDDED N CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED. 10611490NAL TOLERANCE FOR BUILD -UP MEMBERS SHALL DE PER AWS D1.1. GOAL NOTES FOR STEEL CONNECTIONS SHALL APPLY TO ALL STEEL CONNECTIONS, LINO. C STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSIONAL POINTS. MANUAL CC1111EC11DR5 SHALL BE A TWO -BOLT CONNECTION USING 7/8" DIAIEYER A325 BOLTS N SINGLE SHEAR. ALL HIGH - STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED AND INPSECTED IN ACCORDANCE WITH TIE A7% S5 CIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 -N BO.T5. ALL CONNEC110NS ARE SRO-TIGHT UNLESS NOTED OTHERWISE. TIE CRITERIA FOR SUP- CRITICAL CONNECTIONS SHALL APPLY TO ALL C98ECTOAS RIME SPECIFICALLY NOTED ON PLAN OR IN DETAILS AS SIP CONICAL SNP- CRITICAL CONNECTIONS SHALL USE LOAD INDICATOR WASTES OR TENSION CONTROL BOLTS. ALL ASTM A307 BOLTS SHALL BE 401850360 9AOH LOT( WASHERS UNDER NUTS OR SELF- LOCKING NUTS. ALL BEET HOLES SHAD_ BE STANDARD SIZE, 0NO. D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT HNCIUOE, BUT ARE NOT UNITED TO ERECTION ANGLES; LIFT H1O15. AND OTHER E METAL PROTECTION - ALL MISCELLANEOUS STEEL AND 0A407WARE E70'O502 TO VIEW OR IN 590501EED POR5ON OF BINAAIG MAIL BE GALVANIZED PER ASTM A -123 WITH 125 OZ. 00 Z845 SPIITER PER SQUARE FOOT OF SURFACE A€A ALL OTHER STEEL SURFACES TO BE SHOP PAINTED 021580 FABRICATION. E (ROUT FOR BEARING PLATES SHALL BE NON- .:HRINK EMBECO BY MASER BUILDERS, INC. OR APPROVED EQUAL FL 1-MREPROOFTNG OF STRUCTURAL STEEL AND METAL DECK AS REQUIRED 0E7 WE ARN001ECT'S SPECIFICATIONS. A REFERENCE STANDARDS: THE AMERICAN IRON AND STEEL ISIITUIE 'SPECIFICATIONS FOR THE DESIGN OF LIGHT GAUGE SLEET. STRUCTURAL MEMBERS'. THE STEEL DECK N511NIE (503) 'SPECIFICATION AND COMMENTARY FOR STEEL ROOF AND FLOOR DECKS ", SDI 'CODE OF REMANA7.550 STANDARD PRACTICE'. AND AWS 51.3 "516001URA! SEWING - SHEET STEEL ". B. 801510AL: TIFF 51551 DECK SHALL BE OF THE DEPTH AND GAUGE 910184 N 1HE PLANS. STEEL DECK AND ALL OF ITS FI150146 SHALL CONFORM TO ASTM A653, GRADE A (Fy = 33 I(9). TIE SLEET CEO( SHALL HAVE RECEIVED, BEFORE BEING FORMED A METAL PROTECTIVE COATING OF ZINC C0FO0MNG TO ASTM A924. COATING SHALL BE A G60 COATING. DEC( aim_ BE AS MANUFACTURED BY VERCO 18011FAC71ARING COMPANY, INC OR APPROVED EQUAL WITH THE MICA= MINIMUM PROPERTIES: USE ROOF FLOOR HECK TYPE HSB -36 B F00E00K DEPTH 1 - /r 3' GAUGE 18 18 Sx + IN "3 0.332 0.322 Sx - 10 "3 0.335 0.335 I IN "4 0.302 0.302 ALL META (Ea SIN_ BE NERCO MANUFACIURERED OR APPROVED EQUAL C INSTALLATION J CONNECTIONS: ALL DECK SHALL BE INSTALLED PER STRUCTURAL DRAWINGS AND PER THE MAMFACTIRETR5 SPECICATION5. ALL CONNECTIONS SOUL DE PER THE STRUCTURAL DRAWINGS AND IN ACCORDANCE WITH THE MANUFACTURES SPECIFICATIONS. D. WEE PLANS ARE UNCLEAR OR RNCO6PLETE, THE SDI 'CODE CIF RECOMMENDED STANDARD PRACTICE" SHALL GOVERN. - ®y t O n Structural Enainccrina a s 7.0 SHEAR STUDS TO STEEL BEAMS ALL SHEAR CONNECTOR STUDS SHALL BE 3/4" DIAMETER UNLESS OTHERWISE NOTED ON THE PLANS. ACCEPTABLE TYPES SHALL BE NELSON (IC00 2614), THRU -WELD ((5803741), OR ERICO TYPE HA OR SC (IMO 1 ?). SHEAR CONNECTOR STUDS SHALL BE AUTOMATICALLY END WELDED IN THE SHOP OR OSLO WITH EQUIPMENT RECOMMENDED BY THE MANUFACTURER OF 1HE STUDS. STEEL STUD MATERIAL, WELDING AND INSPECTIONS SHALL BE PER AWS D1.1 SHEAR -STUDS SHALL BE PLACED AT 24" 0/C MAXIMUM ON ALL BEAMS SUPPORTING A STEEL DECK WITH CONCRETE FILL OR CAST -IN -PLACE CONCRETE SLAB. SEE PLAN DETAILS FOR SHEAR STUD PLACEMENT DETAILS. METAL DECK AND SHEAR STUD PLACEMENT SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT /ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR INSTALLATION. 8.0 MECHANICAL / POWDER DRIVEN FASTENERS A. MECHANICAL FASTENERS (PRE - DRILLED ANCHORS) 10.0 MISCELLANEOUS 1. TYPICAL MECHANICAL ANCHORS WHICH ARE INSTALLED IN CONCRETE SHALL BE AS MANUFACTURED BY THE RAWLPLUG COMPANY, INC. AND SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURERS GUIDELINES AND PER IC00 REPORT 05225 OR APPROVED EQUAL. 2. ADHESIVE ANCHORS SHALL BE OF THE SIZE AND LENGTH AS CALLED OUT ON THE PLANS USING THE RAWL "POWER FAST" ADHESIVE ANCHORING SYSTEM PER ICAO REPORT 4514 OR APPROVED EQUAL. ADHESIVE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURERS SPECIFICATIONS. 3. SPECIAL CARE SHALL BE TAKEN DURING THE DRIWNG / INSTALLATION OF FASTENERS VATHIN POST-TENSIONED CONCRETE. ANCHORS 51 BE INSTAIiEO IN SUCH A MANNER SO AS NOT TO INTERFERE WITH / DAMAGE POST - TENSIONING TENDONS / REINFORCEMENT. 9.0 SPECIAL INSPECTIONS: SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1701 AND 1702 OF THE 1997 UBC . SPECIAL INSPECTION SHALL BE PROVIDED BY A CERTIFIED INDEPENDENT TESTING LABORATORY PER THE REQUIREMENTS OF UBC CHAPTER 17 AND THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION AND THE SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS AND A FINAL SIGNED REPORT TO THE BUILDING OFFICIAL FOR THE FOLLOWING ITEMS: PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL 85 RESPONSIBLE TO COORDINATE A SCHEDULE OF REQUDF5 INSPECTIONS AND SHALL SUBMIT THIS SCHEDULE TO THE ARCHITECT AND ENGINEER FOR APPROVAL VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO PROCEEDING. PROVIDE ERECTION BRACING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFNESS ARE INSTALLED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENING, ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SIZE AND LOCATION OF ALL OPENINGS FOR DUCTS, PIPES, CONDUITS, ETC., NOT SHOWN. Cora,saa l tams 1.1 H T Vr I UKA ICI PE1M1 1p IT0, o w m a i F z m o ^, rn SUBMITTAL SET ONLY NOT FOR CONSTRUCTION THESE DRAWINGS ARE SUBJECT TO REVISIONS PENDING LOCAL JURISDICTIONAL REVIEW. S 0 FOOTING TABLE MARK SIZE COMPONENT F2.0 2' -0'.' x 2' -0" x 12" (2) - #4 EA. WAY F3.0 3' -0" x 3' -0" x 12" (3) - #4 EA. WAY F3x6 3' -0" x 6' -0" x 12" (3) - #4 LONG DIR. (6) - #4 SHORT DIR. F6.0 6' -0" x 6' -0" x 14" (6) - #5 EA. WAY F7.0 7' -0" x 7' -0" x 14" (7) - #5 EA. WAY F7.5 7' -6" x 7' -6" x 14" (8) - #5 EA. WAY F7x10 7-0" x 10' -0" x 12" (7) - #4 LONG DIR. (10) - #4 SHORT DIR. ti 15' -6 3/4" yi:i F7.5 Nur 36'-5' 24 C r NEW 4" CONC. SLAB ON GRADE OVER SUBSTRATE PER CIVIL I 7 REMOVE EX61- WALL & .A9 ON GRADE 20' -0' L - F7.5 COST. SLAB ON GRADE 14 -6" 1 INDICATES SLAB CUT UNE REMOW EXIST. SLAB BEYOND THIS POINT r vv�HU— HHV�vii.. 24-0' 19' -1' L 24 -1 9T-0" ZU-ff 20' -01/2' F7.5 I 1 f 24 -0' F7.5 - 14 -1" ° 1 1 F3.0 1 O 1 . 57.0 9 IF-9" I _ 52.1 flSt FOUNDATION PLAN F7.0 f'-- 173 i I i i I i / 1 1 I • 1 1 I 1 1 1 ! I 1 1 I I - F -- W -- 1------- F -- W -- 1--- -- - ' -- I'_ - +4 1- - -- -- - 4-4-- - 5- --- -- - - A - .. -� -- --1- - -+-- - -- I - -- T I T - �♦ ; o ` 1 -1 I- I I 1 1 1 I 1 ♦1 I I 1 ■ 1 1 I ■■ I '' 1 F7.0 1 1 I _ LJ- W 1 _. _/- r - I - i - 1 I !i:✓ATIIf W u�Si EZ5108 0011C...5 8 & L04A ME WPM) 21T-0" - 1I -- II —I}- II F31) �- -1 F l I MCA. SIEMEALL 1Z -1" ono And ®rs ®n - IP v -- ( DA 1 I _ i I 11.0 20' -0 1/2" 19' -0' F7.0 H - 1 T T L I J -0' F7.5 J sLa I� I I T I� 7 2-7 3/ J 1 F—F \; 1 I I INDICATES SLA@ CUT LINE. REMOVE EXIST. SLAB & FOUND. BEYOND THIS POINT. -, flT 12' -7 3/4" S true tural Engineering Consultants "I1 8' -4 3/4 L REMOVE EXIST. I FOUNDATION 7 -3 1/4' 4 -4 3/4" RECEIVED CITY OF TUKWILA 9 1999 PERMIT OENTER 01 m 0 0 o o a 0 M ce N SUBMITTAL SET ONLY NOT FOR CONSTRUCTION THESE DRAWINGS ARE SUBJECT TO REVISIONS PENDING LOCAL JURISDICTIONAL REVIEW. J RR a 1 0 (1 0 3 m - n 1 0 0 5:1 go 0 O 11 s-- PROJECT NO. : 99004 DESIGNED BY MAA/JLB DRAWN BY : RSO ISSUE DATE 2 LATEST REV. OF DWG. SET : r HI ----- 11 I I I I I I _ _L _ J_ _L .L _ H r 4 N84,42 Ok WI 4 x22 1, WI 4022 13 4k 0 4k Ok k W14,22 W14022 Ok 1 1 1 1 ;17' 1 - , /). L 11 L I L I 1 I I I Ok if ,C> - - ran — I 3k 3k W1422 2k W10x12 2k 4k I !, 4 W12 4 (141C=5/& 12k FA 7024 (15) C=5/8' 1 " 1 14k 14k C I ` _ --- 0 CD. 14k 76204 (15) 0.5/8 140, (4) HARLEY - DAVIDSON SHOWROOM & SHOP TUKWILA, WASHINGTON 14 1Ik .1 14k 140 14k 9629 (15) . . - - 140 1 15 4.5 140 1 1;140 114 140 I4k 4 14944440 (4) 241 (05) D 14 (8) C 11I 19k i 40 b0 44 10k °I 19k 0 182116 (45) C-ON 144 1112x16 (15) c W12x16 (15) C=5/5' W12,11 0(05) .5/81* W12014 (14) ( 4) 140 -01I2116 (15) C-5/8 0l 402114 00 1140 76200 c-60 e (4) 0 711104 (7) c-tor 1114143 (9) 0 WI 100 17N W10o14 2 4 50 1140 W1216 (15 2.5 (15) Nue' a" 140 1 40 0112116 5 0.5 111 ev.:17 kiL W12416 (15) c.ve W12x16 (15) c=5/Er 144 2x16 (15) C=.5/8 Ng° Hi P, a . W12x14 7 C4.3 8" 9,44 ▪ 6114x43 (10) 612x16 (15) C=5/8" 2x1 11 C. 8' 414040 or/ 0071Anderson - Peyton 31620 23rd AVENUE SOUTH, SUITE 321 CICTI Structured Engineering Consultants FEDERAL WAY, WASHINGTON 98003 =A Division of ACP Consultants, Inc. (253) 941-9929 FAX (253) 941-9939 SEATTLE (206) 292-0940 14 10k 19k 1914026 (13) 0=3/4" 19k LJ 19k 15k Ok 4101 2 (5) 416x40 ( ) REVISIONS TO THIS SHEET 0111=11•,1371111MINEM,ill 3 WI 646 1 9I8126 ( 2) C=3/4" 19k WI8x26 (13) C-3/4* 918426 (13) 1 416126 (13) 043/4" W16126 (13) 0=3/4" 19k 916x26 1416.26 (13) 043,44 194 61646 (13) C.43/4 4 6426 (13) .3/4" 0118128 03) C-3/4" 1 R16x26 (13) 0.43/4 6116x26 (13) C=3/41 4x22 (23) C=7/8" __BM (10) (= LJ 1 17k 19k 19k 19k 191 19k 19k 0828 (13) C.3/4' 19k (0820 (13) 0.3/4" 19k )916 1 3 3 (9k Ok mum 03) 2 19k 100 410x28 (13) C-3/4" 19 19k 018o28 1 3 C4,3 4 9k W16x26 (13) C=3/4" 19k L R DEAN H. PEYTON, PE - --0 - - -0 ----0 — -c) STEPHEN R. LORENTZEN, PE MARK A. ANDERSON. PE. SE NOTES 1. SEE PLANS FOR BEAM REACTIONS. WHERE NO REACTION IS NOTED, PROVIDE THE MINIMUM NUMBER OF BOLTS BASED ON THE 8EAM DEPTH SHOWN IN TABLE A. TABLE A - MINIMUM NO. BOLTS WIDE RANGE BUILT -UP BEAM MIN f OF BEAM DEPTH DEPTHS (IN) BOLTS REQUIRED WIO 8 - 11 2 W12, W14 TO 17 3 W16, W18 TO 20 4 W21, W24 TO 25 5 W27 TO 27 6 2. WHERE REACTION IS SHOWN USE TABLE B WITH THE MINIMUM NUMBER OF BOLTS AS SHOWN IN TABLE A: TABLE B - MAXIMUM REACTION 6d .11.303 7/8 DIA A325 BOLTS 1 DIA A490 BOLTS REDUCTION FACTORS FOR SKEWED CONNS OL 60' MAX. REACTION (KIPS) MIN WEB THICKNESS MAX REACTION (KIPS) MIN WEB THICKNESS A36 (INCH) Fy 50 (INCH) A36 (INCH) Fy 50 (INCH) NM‘hOW, 7.:qT.11"g NUMBER OF BOLTS IN SMALLER CONNECTION SERVICE ! OAD OF SEALER CONNECTION 0 SERVICE LOAD CAPACITY OF LARGER CONNECTION (KIPS) q .23 .32 .39 .43 .43 .43 63% 65% 71% 76% 80% 83% 3. SHEAR TAB PLATES: BOLT SIZE PLATE THICKNESS WELD SIZE 7/8" DIA A325 -N 5/16" (Fy = 36) 1/4" 4. 'BEAMS SHALL HAVE STANDARD ROUND HOLES (STD) AND SHEAR TAB PLATES SHALL HAVE HORIZONTAL SHORT SLOTTED HOLES (SSL). SSL HOLES SHALL BE 15/16" x 1 -1/8". 5. WHEN BEAM MB IS THINNER THAN REQUIRED WEB THICKNESS S101YN IN TABLE 8 ADD WEB DOUBLER PER TYPICAL WEB DOUBLER DETAIL 3/03.1. 6. BEAMS SHALL HAVE STANDARD COPES U.N.O. 7. WHEN CONDITIONS VARY FROM THOSE SHOWN IN 111E 'TYPICAL DETAILS ° . DETAIL CONSTRUCTION ACCORDING TO THE RISC MANUAL OF STEEL CONSTRUCTION. GENERAL NOTES FOR `t ) STEEL CONNECTIONS SUMMER I LARGER } C 3/8" " (836) WITH HORIZ SHORT SLOTTED HOLES (TYP) 7/13' 0 A325 BOLTS TYP 111111 COLUMN BEAM (5EE PLANS) 1 BOTH ,.. r ` 1 1/2 1 i /2 0.0 s - -4— FLANGES FLANGES 5/941 }. , �i 881EA1 DAL 1c IS 111111111111 6" ADD MORE TTHAN 1/2' ma( @ (636) AND USE SHORTER SHEAR PLATE NOTES: 3/4" 1. FOR BOLT RE S SEE TABLE D. 2. BEAM FLANGES SHALL NOT BE COPED_ BEAM TO COLUMN WEB '`1 1/2" NON- - 4 MOMENT BEAM (SEE PLANS) TOP & BOT. FLANGE 2° STIFFENER E'S TO MATCH SAME SIZE OF LARGEST BEAM FLANGE CONNECTION TABEL D NUMBER OF BOLTS IN SMALLER CONNECTION SERVICE ! OAD OF SEALER CONNECTION 0 SERVICE LOAD CAPACITY OF LARGER CONNECTION (KIPS) NUMBER OF BOLTS IN LARGER CONNECTION 2 3 4 5 6 7 8 9 10 11 12 [--- AsngWARF 4 8 15 23 32 43 54 67 80 93 106 25 26 27 35 45 55 66 79 91 104 116 37 50 47 54 64 74 85 97 110 121 50 58 63 72 81 92 102 114 126 63 71 78 87 98 108 119 130 75 83 93 103 113 124 135 88 97 108 118 127 138 100 111 121 131 142 113 124 135 144 126 137 145 138 150 I 151 NOTES_ 1. ± ONE -SIDED CONNECTION. 2 111E CAPACITY OF THE LARGER CONNECTION 1S DEPENDENT ON THE NUMBER OF BOLTS IN THE SMALLER CONNECTION. USE THE LOAD VALUES IN THE SAME ROW AS THE PREVIOUSLY - DETERMINED SMALLER �� CONNECTION. ( (j) CONNECTION TYPE C3 STD COPE CONN TYPE C2 W/ (3) 1 "0 A490 BOLTS PER 5/S3.1 WELD Y TO WEB DBLR & BEAM WEB 1/4" WEB DBLR 5/16" 5/16 BM 4 - m I BM SYMMETRICAL WEB DBLRS PER 6/05.0 W14x43 BM & COL PER MOMENT FRAME N. 3 SEE 3 /55.0 COPE FOR BOT FLANGE CL COL BM SYMMETRICAL 10 BM TO MOMENT FRAME CONNECTION FLANGE -� = BEAM SPAN BEAM CE AXIS - LEFT END I RIGHT END SUPPORT # LINE "A" SUPPORT PLACE STUDS PER NOTE 6 & f 8 MAX. x BTWN PURLING PER NOTE 6 /a�' x x 4 8 i t ft T 4 S d R I 4 I T BEAM SPAN UNE "A" 4) ADD "L STUDS REQ 0 PER NOTE 6 r 8" MAX N0. OF STUDS 81WN SUPPORTS AS SHOWN ON PLANS C BEAM 1 i/2 SND BEAM � STUD 1 1/2" NOTES: 1. LOCATE STUDS AT CENTER OF BEAM FLANGE. 2. STUDS ARE 3/4 "0x3 1/2" LONG AFTER WELDING. 3. SEE FRAMING PLANS FOR NUMBER OF STUDS IN ( ) ON EACH BEAM. 4. ALL FLOOR BEAMS WITH ( ) ARE COMPOSITE STEEL BEAMS AND ARE 50ksi MATERIAL. SEE GENERAL NOTES. 5. PLACE STUDS BETWEEN SUPPORTS WMTH AN EQUAL NUMBER ON EITHER SIDE OF UNE A (ARRANGE SYMMETRICALLY ABOUT THE BEAM CENTERLINE AXIS). 6. PLACE THE STUDS IN THE FOLLOWING SEQUENCE UNTIL THE NUMBER DEFINED ON THE DRAWINGS ARE USED. a. DETERMINE HOW MANY ROWS ARE REQUIRED BASED ON A STUD SPACING OF 12" FOR DECK FLUTES PERPENDICULAR TO THE BEAM OR 6 FOR DECK FLUTES PARALLEL TO THE BEAM. b. IF ONE. ROW OF STUDS IS REQ'D. PLACE STUDS 8" AND 24 0.0. FROM BEAM ENDS TOWARD LINE A (CENTER STUD IN FLUTE WHERE APPLICABLE). c. PLACE REMAINDER OF THE STUDS AT 24" O.C. STARTING 20' FROM BEAM ENDS. TOWARD UNE A (12" SPACING OF STUDS WILL RESULT). d. WHERE DECK FLUTES ARE PARALLEL TO BEAM AND STUDS ARE 5101 REMAINING AFTER STEP c. PLACE THE REMAINDER OF THE STUDS IN SUCH WAY AS TO END UP ..WITH A MINIMUM OF 6" SPACING STARTING FROM THE ENDS, OF THE BEAM. e. IF MORE THAN ONE ROW IS REVD. PLACE ALL FULL ROWS AT' THE MINIMUM (6" OR 12 ") SPACING. PLACE THE LAST ROW, OR ROWS. IN ACCORDANCE WITH STEPS b, c, AND d NOTING THE REQUIREMENT TO ARRANGE STUDS SYMMETRICALLY ABOUT BEAM CENTERLINE AXIS. f. STUDS PLACED BTWN PURLINS SHALL BE CONSIDERED WHEN PLACING STUDS PER NOTE 6. 7. STUDS ON CANTILEVERING SEGMENTS SHALL BE PLACED ON BEAM CENTERLINE AXIS AT 24" O.C. AND ARE NOT INCLUDED IN THE NUMBER OF STUDS GIVEN ON THE DRAWINGS. 8. ADD THE FOLLOWING ADDITIONAL REINFORCING PERPENDICULAR TO THE BEAMS: 1 OR 2 STUDS /FT - ADD NONE 3 STUDS /FT - ADD /4x5' -0" 0 16" 4 STUDS /FT - ADD #4x5-0" 0 12" TYPICAL COMPOSITE FLOOR BEAM DETAIL c a) 2 MIN COPE BOT FLANGE ONLY < 611E44 REQ"D FOR ERECTION SEE BM TO 8M CONN FOR DIMEN90NS BEAM TO COLUMN CONNECTION 21. W/ NORM SHORT SLOTTED HOLES 7/8 A325 BOLTS 2 FOR L4x4 2 i/2° FOR L5,5 STD_ COPE BEAM TO BEAM CONNECTION TYPICAL STEEL CONNECTION, TYPE C2 NEM- 1. FOR REQUIRED NUMBER OF BOLTS, SEE TABLE C. 2. FOR MINIMUM NUMBER OF BOLTS SEE NOTE 1, "GENERAL NOTES FOR STEEL CONNECTIONS ", 9/53.1. 3. WHEN BEAM WEB IS THINNER THAN REQUIRED WEB THICKNESS SHOWN IN TABLE C ADD WEB DOUBLER PER TYPICAL WEB DOUBLER DETAIL, 3/S3.1. 4. ONE ANGLE MAY BE FIELD WELDED. 5. TOLERANCE ON RETURN WELD SHALL BE +1/4, -0" 6. BOLTS 01 CONNECTION OF BEAM TO BEAM /GIRDER MAY BE SNUG TIGHT UNLESS SPECIFICALLY CALLED OUT AS SLIP CRITICAL (SC). SECTION A 2L5x5x3/8 (A36) SAME NO & SIZE OF BOLTS IN EACH ROW BOLTED ONLY TABLE C 7/8" IA A325 BOLTS 1" DIA A490 BOLTS MAX. MIN WEB THICKNESS MAX MIN WEB THICKNESS 11 OF REACTION A36 Fy 50 REACTION �A36 Fy 50 BOLTS (KIPS) (INCH) (INCH) (KIPS) SINCH) (INCH) 2 18 .29 .26 1g .26 25 35 .31 3 40 3 .32 56 \ 8 .42 4 66 .37 93 .:1 .55 5 95 . 9 .43 134 .7; .65 6 125 .48 177 :1 .72 7 153 � .51 218 . :6 .77 8 180 .59 .53 260 .91 .81 9 204 .60 .54 340 .95 .85 10 230 .61 .55 345 .98 .87 3" O.C. TYP 2' SECT A 1/2" D COLUMN (SIM ® PIPE) BEAM TO COLUMN FLANGE TITLE BOLTS SEE NOTE 1 <SEE NOTE 1 4 1. FOR BOLT, SLOTTED HOLE, SHEAR TAB PLATE THICKNESS, AND WELD REQUIREMENTS SE "GENERAL NOTES FOR STEEL CONNECTION ", 9/53.1 2_ WHEN ROWED 1831868 OF BOLTS DOES NOT FIT Wl1HIN BEAM DEPTH QR 1 THE WAC111311 IS MORE THAN THE MAXIMUM IN TABLE 8, 9 /53.1 USE CONNECTION TYPE C2. 5/53.1 3. BOLTS IN CONNECTIONS OF BEAM TO BEAM /GIROEIH MAY BE SNUG CP FOR TIGiff. UNLESS SPECIFICALLY CALLED OUT AS SUP CRITICAL (3C). 0 0 60' A ..°-.. STD COPE SHEAR TAB WIDTH 4-1/2" FOR 0 0 60' 7" FOR 0 < 60' 1 1 /2" MIN o� Anderson - Peyton BOLTS SEE NOTE 1 1/27 TO FACE OF WEB ` 2" TYP 2° TO 8M COPE 1 1/2" MW. 1/2" MAX. SEE NOTES 1 TYP SEE NOTES TYP SECTION A (SKEWED BEAMS) BEAM TO BEAM SINGLE PLATE SHEAR CONNECTIONS TYPICAL STEEL CONNECTION, TYPE C1 3 t IR - 1/16 WEB NOTCH IF REVD BOLTS PER TYP DETAILS 5" MIN PENETRATION SHALL ONLY OCCUR W /IN MIDDLE 1 /3rd OF BEAM SPAN. 1/4" MIN I a 1 -_ DOUBLER P Tt:1CKNESS (t t) AS REQ'D TO OBTAIN MIN. TOTAL WEB THICKNESS SHOWN IN CONNECTION SCHEDULES (MIN t (C. = 1/4) OR AS REQ'D BY AISC WELD PER TYPICAL WEB DOUBLER, TYPE 1 NOTE: ENGINEER SHALL REVIEW BEAM PENETRATION SIZE & LOCATION PRIOR TO FABRICATION. SUBMIT W/ SHOP DRAWINGS. WF BE A M PER PLAN 1/4" x 4" WIDE R STIFFENER AS SHOWN. EA SIDE OF WEB 0 HOLE MAX. = DEPTH OF BEAM MINUS 6" W BEAM PENETRATION END REACTION (SAME ON EA. END IF 56045N ON ONE END ONLY) H 5/53.1 SPECIAL CONNECTION \ DETAIL IF NOTED TOTAL N0. OF STUDS WHEN MORE THAN THE MINIMUM SHAPE W3j 35 ( -3 "� =1 BEAM CAMBER IN INCHES INDICATES MOMENT CONNECTION CANTILEVER BEAM SAME SECTION AS BACKSPAN, U.N.O. REQUIRED TYPICAL CONNECTION IF NOTED DIM FROM REF TOP OF STEEL DIMS AT BOTH ENDS INDICATE SLOPING MEMBER. NOTES: 1. NO REACTION AT EITHER END INDICATES MINIMUM CONNECTION FOR BEAM DEPTH. SEE "GENERAL NOTES FOR STEEL CONNECTIONS ", 9/S3.1 2. SPACE STUDS PER TYPICAL SHEAR STUD PLACEMENT DETAIL 8. " ° _.I 3. TYPICAL FRAMING CONNECTION TO BE TYPE 01 U.N.O. PER THE TYPICAL DETAILS, 4/S3.1 RECENEO Cfi'Y OF TUKWI FEE 3 199 0 N D_ 0) 0) W � F 2 N 6- F -Jo SUBMITTAL SET ONLY NOT FOR CONSTRUCTION THESE DRAWINGS ARE SUBJECT TO REVISIONS PENDING LOCAL JURISDICTIONAL REVIEW. u TYPICAL BEAM CALLOUTS PERMITCENTE' Structural Engineering Consultants ❑ PROJECT DESIGNED BY IS DRAWN BY NOTE: ® MECH. EQUIP. SUPPORT - ADDITIONAL STRUCTURAL DECK REINF MAY BE REQUIRED. CONTRACTOR TO SUBMIT MECH. SHOP DWG's INDICATING PLACEMENT / SUPPORT FOR UNITS. L 4 "x4 "x1/4 BEAM PER PLANS SECTION A -A COPE 9 #4- x 6' -0" TYPICAL ROOF DECK PENETRATION CORNER BARS TO - I MATCH TRIM BARS CONT #4 TRIM BARS CONT 14 TRIM BARS EDGE OF SLAB TYP DIAPHRAGM REINF @ CORNERS TRIM OUT OPENING W/ L 4 ° x4 ° x1 /4" BRACING PUDDLE, WELD N� EA FLUTE NOTE: ® UP TO 24 SO. OPENING PROVIDE 12 WIDE x 48° SQ. x 14 GA. COLLAR OVER OPENING DECK MANUF_ TO SUBMIT SHOP DWG's BAR JOIST / BEAM PER PLAN oon ono And arson WINE SHORN - SU. Al BAR-F W' D APPS r CLR FORMED JOINT JOINT SHOWN PERPENDICULAR TO FLUTES, SIM. WHERE PARALLEL COMPOSITE STEEL BEAM TYPICAL COMPOSITE DECK 7 CONSTRUCTION JOINT #4x4' -0" ® 18" 0.C. CENTERED ON JOINT DECK EDGE BEAM' / BA[d J IST PER P155 L BLOCK OUT OPENING BEFORE PLACING CONCRETE. 2 PAVE 6100 OUT Ale OJT DEM AFTER CONCTs7E HAS CURED. 3. CONTRACTOR SHALL COORDINATE OPENING SIZE AND LOCATION WITH MEQRAOBCAL AND ELECTRICAL CONTRACTORS AND ARSIH11EC1URAL DRAWINGS. NOTE: SECURE WW OR BAPS 11 PLACE AT CONTROL JDINTS TO ®ARITAN G_R DECK MFR TO PROVIDE CLOSURE STRIP AS FM. SAME. GAGE AS METAL DECK 2" TO 6 ALL AROUND SECTION c- 5) Peyton Peyton HOLES LESS THAN - 6" DO NOT REQUIRE REINFORCING BEAM 1/8 ° x1/2 ° DEEP e SAWCUT. SAW WITHIN 4 -12 HOURS OF FINISHING SLAB TYPICAL COMPOSITE DECK CONTROL JOINT PARALLEL TO BEAM SLAB REINF. CONT. ACROSS JOINT COMPOSITE STEEL BEAM 2° MIN AT SINGLE ROW OF STUDS 5 MM AT DOUBLE ROW OF STUDS 0610 METAL DECK TO BEAM PER 1/57.0 TYPICAL AT COMPOSITE FL DECK NOTES: 1. TYPICAL ROOF DECKING SHALL BE 18 GA VERCO TYPE HSB -36 OR APPROVED EQUAL W/ G60 GALVANIZED COATING. NOTE: AT SOME LIMITED LOCATIONS ON THE PLANS 16 GA. DECK IS REQUIRED AS SHOWN. SEE THE GENERAL STRUCTURAL NOTES FOR REQUIRED SECTION PROPERTIES. 2. PROVIDE (5) 1/2" DIAMETER EFFECTIVE PUDDLE WELDS TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES AS INDICATED IN WELD PATTERN LAYOUT. (0.5.0.) 3. SIDE LAP CONNECTIONS SHALL 9E BUTTON PUCHED 0 24" 0.C. 4. PROVIDE 1/2" DIAMETER EFFECTIVE PUDDLE WELDS 6 18" 0.C. TO ALL SUPPORTS PARALLEL TO DECK FLUTES. 5. DECK MUST COMPLY WITH ICBO REPORT NO. 2078. TYPICAL FLOOR PENETRATION REINFORCING - DECK PARALLEL / OR PERPENDICULAR #4 BAR CONT. WWW 6x6- W2.9xW2.9 UNLESS OTHERWISE CALLED OUT ON FRAMING PLANS CONC. (5) WELDS PER PANEL (7 WHERE REQUIRED 1-1/2" � PROVIDE SIDE. LAP ATTACHMENT AS REQUIRED BY METAL DECK MFR 1 1-0" TYPE HSB -36 WELD PATTERN STEEL ROOF DECK 1" CLR ' 1" CLR (1) #4 EA. SIDE. FOR BOT. BARS PARALLEL W/ DECK FLUTES BARS SHALL BE PLACED 1" FROM BOT OF FLUTE #4 EA. SIDE DECK SPAN 0" TO 1' -6" NO ADDED BEAMS REQUIRED ADD REINF AS SHOWN ABOVE ON PLAN NOTES: OPENINGS LESS THAN 6 "x12" REQUIRE NO ADD'L REINF. 3" (TYP) 4" (MAX) 1/2 "0 x 4" WHSS 1 -1/2" ® 6' -0" O.C. L 5 "x3 -1/2 "x1/4" CONT. 3/16 2 -24 BM FLUSH TO BOTTOM OF DECK OR BAR JOIST PER PLAN NOTES: 1. FOR CANTILEVER DECK CONDITIONS GREATER THAN 4 ". CONTACT ENGINEER. 2. (➢ CORNER COPE L & WELD TO FORM 90' CONT. CORNER TYPICAL 5TH FLOOR SLAB EDGE k.;L DETAIL @ PERIMETER BEAM (4)1/2" 0 EFFECTIVE PUDDLE WELDS AT EA. SUPPORT MW. 5 1/2" MIN. UNLESS OTHERWISE NOTED ON FRAMING PLANS 3 STUDS WELDED THRU DECK MAY REPLACE PUDDLE WELD AT THAT LOCATION. VERCO B FORMLOCK FLOOR DECK WITH REQUIRED SECTION PROPERTIES: PER GENERAL STRUCTURAL NOTES NOTES: 1. (2) SPAN MIN., (3) SPAN PREFERRED - WHERE SIMPLE SPAN SHOWN ON DRAWINGS EXCEED 7-0" THE GENERAL CONTRACTOR SHALL PROVIDE SHORING. SEE FLOOR FRAMING NOTES ON 51.- & S1.1. 2. AT SUPPORTS PARALLEL TO CORRUGATIONS, PROVIDE PUDDLE WELDS D 24" D.C. MAX. 3. SIDE LAP CONNECTIONS SHALL BE BY BUTTON- PUNCHING RECENED 5 24" O.C. CRYOFTUKWI 4. CONDUIT NOT PERMITTED IN SLAB. FEB 1 2, 1 9 9 COMPOSITE FLOOR DECK PE3TMIT Structural Engineering Consultants SUBMITTAL SET ONLY NOT FOR CONSTRUCTION THESE DRAWINGS ARE SUBJECT TO REVISIONS PENDING LOCAL JURISDICTIONAL REVIEW. a2 STEPHEN Ft. LORENTZEN, PE DEAN H. PEYTON, PE -1 II .-`7'g 4 -0 1'I• u ®... I I 3x LARGEST HOLE 0 OR ADD' REINF SECTION C 8.2 Z *9.90 2' -1" TO 4, -6„ I II . co / ■ C6x8.2 2' -1" TO 4'-6" m ON , C6x8.2 Z` U NOTE: ® MECH. EQUIP. SUPPORT - ADDITIONAL STRUCTURAL DECK REINF MAY BE REQUIRED. CONTRACTOR TO SUBMIT MECH. SHOP DWG's INDICATING PLACEMENT / SUPPORT FOR UNITS. L 4 "x4 "x1/4 BEAM PER PLANS SECTION A -A COPE 9 #4- x 6' -0" TYPICAL ROOF DECK PENETRATION CORNER BARS TO - I MATCH TRIM BARS CONT #4 TRIM BARS CONT 14 TRIM BARS EDGE OF SLAB TYP DIAPHRAGM REINF @ CORNERS TRIM OUT OPENING W/ L 4 ° x4 ° x1 /4" BRACING PUDDLE, WELD N� EA FLUTE NOTE: ® UP TO 24 SO. OPENING PROVIDE 12 WIDE x 48° SQ. x 14 GA. COLLAR OVER OPENING DECK MANUF_ TO SUBMIT SHOP DWG's BAR JOIST / BEAM PER PLAN oon ono And arson WINE SHORN - SU. Al BAR-F W' D APPS r CLR FORMED JOINT JOINT SHOWN PERPENDICULAR TO FLUTES, SIM. WHERE PARALLEL COMPOSITE STEEL BEAM TYPICAL COMPOSITE DECK 7 CONSTRUCTION JOINT #4x4' -0" ® 18" 0.C. CENTERED ON JOINT DECK EDGE BEAM' / BA[d J IST PER P155 L BLOCK OUT OPENING BEFORE PLACING CONCRETE. 2 PAVE 6100 OUT Ale OJT DEM AFTER CONCTs7E HAS CURED. 3. CONTRACTOR SHALL COORDINATE OPENING SIZE AND LOCATION WITH MEQRAOBCAL AND ELECTRICAL CONTRACTORS AND ARSIH11EC1URAL DRAWINGS. NOTE: SECURE WW OR BAPS 11 PLACE AT CONTROL JDINTS TO ®ARITAN G_R DECK MFR TO PROVIDE CLOSURE STRIP AS FM. SAME. GAGE AS METAL DECK 2" TO 6 ALL AROUND SECTION c- 5) Peyton Peyton HOLES LESS THAN - 6" DO NOT REQUIRE REINFORCING BEAM 1/8 ° x1/2 ° DEEP e SAWCUT. SAW WITHIN 4 -12 HOURS OF FINISHING SLAB TYPICAL COMPOSITE DECK CONTROL JOINT PARALLEL TO BEAM SLAB REINF. CONT. ACROSS JOINT COMPOSITE STEEL BEAM 2° MIN AT SINGLE ROW OF STUDS 5 MM AT DOUBLE ROW OF STUDS 0610 METAL DECK TO BEAM PER 1/57.0 TYPICAL AT COMPOSITE FL DECK NOTES: 1. TYPICAL ROOF DECKING SHALL BE 18 GA VERCO TYPE HSB -36 OR APPROVED EQUAL W/ G60 GALVANIZED COATING. NOTE: AT SOME LIMITED LOCATIONS ON THE PLANS 16 GA. DECK IS REQUIRED AS SHOWN. SEE THE GENERAL STRUCTURAL NOTES FOR REQUIRED SECTION PROPERTIES. 2. PROVIDE (5) 1/2" DIAMETER EFFECTIVE PUDDLE WELDS TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES AS INDICATED IN WELD PATTERN LAYOUT. (0.5.0.) 3. SIDE LAP CONNECTIONS SHALL 9E BUTTON PUCHED 0 24" 0.C. 4. PROVIDE 1/2" DIAMETER EFFECTIVE PUDDLE WELDS 6 18" 0.C. TO ALL SUPPORTS PARALLEL TO DECK FLUTES. 5. DECK MUST COMPLY WITH ICBO REPORT NO. 2078. TYPICAL FLOOR PENETRATION REINFORCING - DECK PARALLEL / OR PERPENDICULAR #4 BAR CONT. WWW 6x6- W2.9xW2.9 UNLESS OTHERWISE CALLED OUT ON FRAMING PLANS CONC. (5) WELDS PER PANEL (7 WHERE REQUIRED 1-1/2" � PROVIDE SIDE. LAP ATTACHMENT AS REQUIRED BY METAL DECK MFR 1 1-0" TYPE HSB -36 WELD PATTERN STEEL ROOF DECK 1" CLR ' 1" CLR (1) #4 EA. SIDE. FOR BOT. BARS PARALLEL W/ DECK FLUTES BARS SHALL BE PLACED 1" FROM BOT OF FLUTE #4 EA. SIDE DECK SPAN 0" TO 1' -6" NO ADDED BEAMS REQUIRED ADD REINF AS SHOWN ABOVE ON PLAN NOTES: OPENINGS LESS THAN 6 "x12" REQUIRE NO ADD'L REINF. 3" (TYP) 4" (MAX) 1/2 "0 x 4" WHSS 1 -1/2" ® 6' -0" O.C. L 5 "x3 -1/2 "x1/4" CONT. 3/16 2 -24 BM FLUSH TO BOTTOM OF DECK OR BAR JOIST PER PLAN NOTES: 1. FOR CANTILEVER DECK CONDITIONS GREATER THAN 4 ". CONTACT ENGINEER. 2. (➢ CORNER COPE L & WELD TO FORM 90' CONT. CORNER TYPICAL 5TH FLOOR SLAB EDGE k.;L DETAIL @ PERIMETER BEAM (4)1/2" 0 EFFECTIVE PUDDLE WELDS AT EA. SUPPORT MW. 5 1/2" MIN. UNLESS OTHERWISE NOTED ON FRAMING PLANS 3 STUDS WELDED THRU DECK MAY REPLACE PUDDLE WELD AT THAT LOCATION. VERCO B FORMLOCK FLOOR DECK WITH REQUIRED SECTION PROPERTIES: PER GENERAL STRUCTURAL NOTES NOTES: 1. (2) SPAN MIN., (3) SPAN PREFERRED - WHERE SIMPLE SPAN SHOWN ON DRAWINGS EXCEED 7-0" THE GENERAL CONTRACTOR SHALL PROVIDE SHORING. SEE FLOOR FRAMING NOTES ON 51.- & S1.1. 2. AT SUPPORTS PARALLEL TO CORRUGATIONS, PROVIDE PUDDLE WELDS D 24" D.C. MAX. 3. SIDE LAP CONNECTIONS SHALL BE BY BUTTON- PUNCHING RECENED 5 24" O.C. CRYOFTUKWI 4. CONDUIT NOT PERMITTED IN SLAB. FEB 1 2, 1 9 9 COMPOSITE FLOOR DECK PE3TMIT Structural Engineering Consultants SUBMITTAL SET ONLY NOT FOR CONSTRUCTION THESE DRAWINGS ARE SUBJECT TO REVISIONS PENDING LOCAL JURISDICTIONAL REVIEW. a2 STEPHEN Ft. LORENTZEN, PE DEAN H. PEYTON, PE 000 g�A 3 0. m 1 0 0 3 0 6 11 3 R gQ (t2 .n 0 O N N z m 0) r O- m z m 0 0 o-- PROJECT NO. : 99004 DESIGNED BY : MAA /JLB DRAWN BY : RSO ISSUE DATE : 2 - - LATEST REV. OF DWG. SET : r jjI 1 1 1 1 1 1 -- *I-- 1 __L - - - , _, - - I ; I I- �I r - L_1 I I I I 1 -- 1 -- L-- 1 -- 1 - -L - -I- HARLEY - DAVIDSON SHOWROOM & SHOP TUKWILA, WASHINGTON ❑ ®O n d e r s o n - Peyton 31820 23rd AVENUE SOUTH, SUITE 321 Clan Structural Engineering Consultants FEDERAL WAY, WASHINGTON 98003 ❑®®A DUnstion. of ACP Consultants, Inc. (253) 941 -9929 FAX (253) 941 -9939 SEATTLE (208) 292 -0940 REVISIONS 10 THIS SHEET: - - --0 - --0 - - - - - - -0 - - --0 MARK A. ANDERSON, PE, SE DEAN H. PEYTON, PE STEPHEN R. LORENTZEN, PE CONT MEMBER FROM FOUNDATION TO T.O.S VERTICAL COLUMNS SEE PLAN FOR LOCATION W14x43 3/4 "x12 "x1' -8" BASE PLATE W/ (4) 3/4 "0 A325 HEADED A.B.'s & 2' -2" PROJECTION OF THREADS ABOVE BASE PLATE EA SIDE 1/4" h. 2" OF WEB T.O.S. PER AR_ CH 3/16" GRID l 1/4' ! B" 1 /4" BOT CONDITION - TYP ALL LOCATIONS EXCEPT ALONG GRID01 d° 14" 1/4" CLOSURE PLATE TYPICAL MEMBER FRAMES BTWN VERTICAL COLUMNS HORIZONTAL MEMBER SEE ARCH FOR LOCATIONS EL = PER ARCH CONTINUOUS MEMBER FRAMES ALONG FRONT OF HORIZ ARM ALL MEMBERS 6x6x3/16" GRILLAGE FRAME - TYPICAL SCALE:1 /2 " =1' -0 EA SIDE 1/4" 2" OF WEB (ii.) FRAME No. 1 CONNECTIONS 3/16 5" CONC DECK PER PLANS 1/2" 3 1 -1/2 3 3 " SEE CONN TYPE C2. 5/S3.1 FOR ADDN'L INFO - OR CONN TYP C1, 4/S3.1 WHERE OC er-- ay Pi 1-1,2 W14 PER PLANS—) rar..yl �I COPE W14 WEB & BOT -> FLANGE TO PVD CONT TOP FLANGE 1" DIAGONAL STIFFENER EA SIDE OF WEB SEE DETAIL 6 /55.0 FOR CCALLOUTS IN COMMON FRAME No. 1 CONNECTIONS STIFFENER PLATE TO MATCH COL FLANGE THICKNESS EA WE OF BM WEB W14x43 BEAM 1/4- WEB DBR EA SIDE Sal 3/S3.1 W14x43 COLUMN ALONG GRIDd 5" CONC DEOK PER PLANS 1 DIAGONAL STIFFENER EA SIDE OF WEB 1/4- WEB DBLR, EA SIDE, SIM DETAIL 3/S3.1. COPE WI4 WEB & BOT FLANGE TO PROVIDE CONT TOP FLANGE WHERE PER BMS FRAME INTO BMS BEVEL DBLR PLATES FOR BM CONN WELDS TOP & BOT 1/4" WEB DBLRS SIM 3/53.1 — 1 3/8 (3) SIDES EA SIDE OF BEAM STIFFENER PLATE TO MATCH CCU FIR THLCIOESS W14x43 BEAM (3) SIDES EA SIDE OF BEAM — WI4x43 COLUMN COL TO 3/8" ` TOP FLANGE f• --� FLANGE 3/Er CONT h OF BEAM `3 (3) SIDES ;- BOT FLAPI F 3/8° EA SIDE OR WI4 RIF OF BEAM BEYOND COPE BOT FLANGE 1/4 WA & WEB TO PVD SIM SECTION A -A CONT TOP FLANGE SECTION B-B 3/S3.1 (W14x43 BM) ALONG GRID @SHOWN (W14x43 COL) FRAME No. 1 CONNECTIONS TITLE Mi P DECK PER PLANS WIB PERP PER PLANS NOT SHOWN - NO DIAL STIFFENERS 5 11115 LOCATION. SEE 10/531. 23' -1 1/2" W14x43 W14 PERP PER PANS NOT SHOWN - NO DIAG STIFFENERS O THIS LOCATION. SEE TYPE C3, 6/53.1. M o- FRAME NO. 3 (SHOWN ALONG GRID D, GRID A SIM.) , T. 2 0 .So.„ s T.O.C. s 5 EOMC DECK PER PLANS y SEE CONNECTION TYPE C1 PER DETAIL 4/53.1 OR C2 PER 5/S3.1 WHERE OCCURS PER PLAN 0 o Anderson - Peyton 1 i ALONG 1 rF 1 6- SIM SIM 1 Y -1 1/2" Eirr VARIES PER PLAN SIM SIM FRAME NO. 2 W14x43 W14 PERP PER PLANS NOT SHOWN - NO DIAG STIFFENERS ® THIS LOCATION. SEE TYPE C3, 6/S3.1. a 3 C RTb ALONG 1 1' -0 "- SIB SiM FRAME NO. 1 (SHOWN ALONG GRID 4, GRID 1 SIM.) Structural Engine erirg Consultants ;its T.O.S. 22' -0" T.O.C. SIM T.O.C. RECEIVED CLTYOFTUKWl / FEE' E' 1999 PERMir CENTER 0 F' p . re Cog V! N W L. -6 1 a C C rrin S500 SUBMITTAL SET ONLY NOT FOR CONSTRUCTION THESE DRAWINGS ARE SUBJECT TO REVISIONS PENDING LOCAL JURISDICTIONAL REVIEW. NOTE: 2" MIN EDGE DISTANCE MEASURED FROM BOLT HOLE CL IN ANY DIRECTION 2L4x4x5/8" BOLTS 0 STD A GA BRAC� 325 -N TS ®D GA 2L4x4x5/8" W/ (5) 7/8 "0 A325 -N BOLTS @ STD GA BRACE SPLICE CONDITION BTWN GRIDS 3 & 4 (ALONG GRID A) FRAME No. 5 CONNECTIONS 3/4" GUSSET PLATE 8/ SSL HOLES PERP TO BRACE CL BRACE 2L4x4x5/8" W/ (6) 7/8 0 A325 -N BOLTS 0 STD GA SEE CO(CIx0/ :gm C1 PER DETAIL -/- 15"-0' 5" CONC. DECK PER PLANS 23' -1 1/2" FRAME NO. 5 (SHOWN ALONG GRID A ,GRID L SIM)) c 10 (2) SIDES 5/16" EA SIDE OF 5/16 GUSSET PLATE 3/4" GUSSET PLATE W/ SSL HOLES PERPTO BRACE 1 BRACE \ 2" MIN 2L4x4x5/8" W/ (6) 7/8 "0 A325 -N BOLTS 1"%16"x2' -4" BASE PLATE W/ (8) 7/8'0 A325 HEADED A.B.'s SEE 7/S2.1 FOR BASE PLATE & PIER DETAILS BOTTOM CONDITION ALONG GRID (SIM ALONG 6810 C) FRAME No. 5 CONNECTIONS GRID 3 & 4 SIM 0 GRID 3 <-- W10x45 1/4 5' CONC DECK PER PLANS W16x40 BRACE 3/4 "x1'- 1 "x2' -8" GUSSET TYP 1/4, PLATE W/ SSL HOLES PERP TO BRACE CL NOTE 2" MIN EDGE DISTANCE MEASURED FROM BOLT HOLE Q IN ANY DIRECTION 2L4x4x5/8" W/ (6) 7/8 "0 BRACE A325 -N BOLTS 1D STD GA 2L4x4x5/8" W/ (5) 7/8 "0 A325 -8 BOLTS @ STD GA BRACE SPLICE CONDITION BIM GRIDS 2 & 3 FRAME No. 5 CONNECTION (GRID) SIM @ GRIDS 2 & 3 BUT OPPOSITE GRID 3 W10x45 1/4 TOP CONDITION ALONG GRID A (SIM ALONG GRID L) FRAME No. 5 CONNECTIONS 5/16" 5/16" BRACE 2" MIN ( GRID, BOTTOM CONDITION ALONG GRID A (SIM ALONG GRID 2) FRAME No. 5 CONNECTION (2) SIDES EA SIDE OF GUSSET PLATE 3/4" GUSSET PLATE W/ SSL HOLES ®GRIDS 3 &4 SIM BUT OPP 0 GRID 3 1/2" 1 -1/2" 3 0 3 " =9' STD COPE 3'3 3 " -9" WIOx45 1 -1/2" 3/8" STIFFENER PLATE EA SIDE TOP & 805 I' - 3 2L4x4x1/2" W/ (6) 7/8"0 A325 -N BOLTS 1 "x16 "x2' -4" BASE PLATE W/ (8) 7/8 "0 A325 HEADED A.B.'s SEE 7/52.1 FOR BASE PLATE & PIER DETAILS 0 GRIDS 2 & 3 51M BUT OPPOSITE 0 GRID 3 SEE CONNECTION TYPE C1, 4/53.1 FOR INFORMATION i mirg 1111E41 l el 1 3 0 3 ° -9' I3 W10x45 Ir STIFFENER PLATE EA SIDE 2L4x4x3/4" CIP ANGLES W/ (16) TOP & BOT 7/8'0 /1325 -N BOLTS 0 SID 3/4 "x1'- 2 "x2' -0" GUSSE 1/4 "I GA W/ Hat1Z 5S. HOLES PLATE W/ SSL HOLES TOP CONDITION ALMAIMS PERP TO BRACE (SIM ALONG GRID L) G FRAME No. 5 CONNECTIONS 6" NOTE: 2 MIN EDGE DISTANCE MEASURED FROM BOLT HOLE C IN ANY DIRECTION 2L4x4x5/8" W/ (6) 7/8 "0 A325 -N BOLTS 0 STD GA B• / 2L4x4x5/8" W/ (4) 7/8 "0 r x A325 -N BOLTS 0 STD GA � , 3/4 / PLA GUSSET TE W/ SSL HOLES BRA � •, BRACE SIM 0 GRIDS B, C, E, F, H, & I BUT OPPOSITE 0 GRIDS 0, E, & H. W10x45 1/4 GRID 0 WP 1" LON 5/16" 5/16" 114.112 4_01121.1101 FRAME No. 4 CONNECTION (2) SAS EA SEE OF anal PLATE 3/4" GUSSET PLATE W/ SSL HOLES PERP TO BRACE BRACE r 2L4x4x5/8" W/ (6) 7/8"0 0325 -14 BOLTS 1 "x16 "x2' -4 8655 PLATE W/ (8) 7/8"0 A325 HEADED AB.'s SEE 7/521 FOR BASE PLATE & PIER DETAILS SIM ® GRIDS 8, C, E, 5, H, & I BUT GRID OPP ® GRIDS B,E,& H . 1/2" 1 -1/2 4 0 3 " -12" BRACE SPLICE CONDITION BTWN GRIDS E & F (SIM 131158 GRIDS B & C, 58185 H & L) FRAME No. 4 CONNECTION BRACE 618,60 BRACE 5 18 3 -15" 610x45 1/2" 3/8" STIFFENER PLATE EA SIDE I� /( 2L4x4x5/8" CUP ANGLES W/ (22) TOP & AB BOT , , TOP CONDITION GA W/ HORIZ 551 HOLES 1/4 FRAME No. 4 CONNECTIONS 3/4" GUSSET PLATE W/ SSL HOLES PERP c TO BRACE CL om Ancs erB ®n 5" CONC. 05515 PER PLANS SEE CONNECTION TYPE C1 PER DETAIL -/- PeaV#con TF c; SIM 20' -0° SIM N ))1e r FRAME NO. 4 (SHOWN ALONG GRID 3) Structural Engineering Consultants W � O_ (.D o H SUBMITTAL SET ONLY NOT FOR CONSTRUCTION THESE DRAWINGS ARE SUBJECT TO REVISIONS PENDING LOCAL JURISDICTIONAL REVIEW. RECEIVED CRY OFTUNOYIIA 7gc V P1AAIIT C£s[FER g CI SECTION 14 & 15, TOWNSHIP 23 N., RANGE 4 E. Harley Vicinity Map NOT TO SCALE 1 PROJECT INFORMATION OWNER: TAX PARCELL# 000300 -0046 SITE ADDRESS SITE AREA PERVIOUS AREA IMPERVIOUS AREA EXISTING BUILDING AREA ADDITION BUILDING AREA SI TE ZONING: YARD SETBACKS LANDSCAPE SETBACKS PARKING REQUIRE TS 2.5 PER 1,000 SF HANDICAP PARKING REQUIREMENTS 3 STALLS FIRE HYDRANT SPACING MAX 300 FEET AT 4817-I AVENUE SOUTH WATER: EL£CTRIClTY REFUSE SERVICE CITY OF TUKWILA PUGET SOUND ENERGY WA57E MANAGEMENT - RAINIER 6300 SOUTHCENTER BOULEVARD 805 156TH AVENUE NE 6350 SOUTH 143 RD 206 4 (206) 33W 0179 8 188 (8888) 228 -5773 8004 206) Z43 4050 SEWER. TELEPHONE: CITY OF TUKWILA US. WEST COMMUNICATIONS 6300 SOUTHCENTER BOULEVARD 442 SE 260TH 7UKWILA, WA 98188 KENT, 2 WA 98032 (206) 433 -0179 (800) 603 -6000 /o DBM CONSULTING ENGINEERS,1998 THIS DOCUMENT AND ME 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 0814 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. / UTILITIES 1 RUSS TOM DOWNTOWN HARLEY- DAVIDSON, INC. 6727 M.L.KING JR. HIGHWAY SOUTH SEATTLE, WASHINGTON 98118 13007 487H AVENUE SOUTH TUKWILA, WASHINGTON 98768 1.7 ACRES 0.2 ACRES 7.5 ACRES 16,000 SF 18,045 SF C /LI 25 FEET FRONT 5 FEET SIDE 5 FEET REAR 72.5 FEET FRONT 5 FEET SIDES 0 FEET REAR J NOT TO SCALE HA RLE Y DA V IDSON PROJECT COVER SHEET NN OWNER: RUSS TOM DOWNTOWN HARLE DAV7DSON SEATTLE. WA 98111M 8 WY S. Wig MC ENNA EN COMPANY.• F70RILLO NORTHWEST, INC. P.C. BOX 66826 EA7]LE, WA 9 206 241 -2600 8156 LANDSCAPER: R. W. THO P ��� 7 24 080 /A 40 576910 (206J W62Ji SHEET 1 SHEET 2 SHEET 3 SHEET 4 SHEET 5 SHEET 6 SHEET 7 SHEET 8 SHEET 9 N N NN NN NN NN NN NN NN NN CONSUL TAN TS ( 4 0 25 54 2W202 Lt NV TORRNCE DBM CONSULTI ENGNEERSS 502 16TH S:9741 NE, 51/176 312 qqUB RN, WA (253) 887 - ENGINEER: DANA MOER DBM ,CONS W UL 77NG ENGINEERS g A U R URA I W A98002 S1ir1E 302 ( 253) 887 -09 N TABLE OF CONTENTS N / N N N N SOILS ENGINEER: ARCHITECT- GILLS ENGINEERING ASSOCIA710N RUSS CKRIAN INC 11807 N. CRK. PARKWAY, SIE- 192ROSS °ECKMAN ARCHITECTURE AND PLANNING 1111 AA.f REM 2E (253J A-T405 '.. COVER SHEET GRADING PLAN GRADING PLAN CROSS - SECTIONS TEMPORARY EROSION CONTROL PLAN TEMPORARY CONTROL NOTES & DETAIL S STORM DRAINAGE CONTROL PLAN STORM DRAINAGE NOTES AND DETAILS WATER & SEWER PLAN WATER & SEWER NOTES AND DETAILS LEGAL DESCRIPTION THAT PORT :ON 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 ,NE 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 W1TH THE CENTERLINE OF THE SAID DUWAMISH TRENTON 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 2000 FEET TO THE NORTHEASTERLY MARGIN OF THE PUGET SOUND ELECTRIC RAILWAY RIGHT 0= WAY; THENCE NORTH 49' 24' WEST ALONG SAID MARGIN OF SAID RIGHT OF WAY A DISTANCE OF 16.00 FEET TO THE TRUE P01NT OF BEGINNING; THENCE NORTH 49' 24' WEST ALONG SAID MARGONOF SAID RIGHT OF WAY A DISTANCE OF 310.21 FEET; THENCE NORTH 40° 36' EAST A DISTANCE 00 702.10 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. TOGETHERR 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 11H1 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 MA.RNN OF SAID STRIP OF LAND BEING IDENTICAL 8TH THE NORTHERLY MARGIN OF SAID RIGHT 00 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 05 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 JU'NCT:ON 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 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 UNE OF SAID DUWAMISH RENTON JUNCTION ROAD, SAID END OF CURVE BENG 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 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. THIS IS A SIGNED CERTIFICA. T70N THAT THE SITE PLAN HAS BEEN MADE Wl TH THE FREE CONSENT. AND IN ACCORDANCE I I WITH THE DESIRE OF THE OWNER OR OWNERS. BENCH MARK DATA A - NE CORNER OF TELEPHONE VAULT AT EASTERLI AND SOUTHEASTERL CORNER OF THE IN ERSECTON OF 48TH AVENUE SOUTH AND INTERURBAN A VENUE. HOR TON DENNIS BENCHMARK # 76 FOR INTERI/RBAN SURVEY. ELEV 18.288 SUM 4 - 7 TOP OF _COL T 00 WEST WING WALL AT NORTH END OF NORP, -I BOUND 599 OVER SOUTH 733RD ST ( USC -GS MEAN SEA LEVEL) ELEV. 34.05 NOTE: .N ORDER TO BE ON NGVD 20 DATUM NEED TO ADD 1.8 FEET TO ELEVA PON TO BE 7N COMPLIANCE WITH FENIA MAPS ELEV. 34.05 SURVEYOR'S NOTES /7-,F-0 14... 8OC -424- 555 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 FACIUTIES. PLEASE CONTACT THE APPROPRIATE AGENCIES. 2 THE LOCATIONS OF UNDERGROUND UTILITIES AS SHOWN HEREON ARE BASED ON ABOVE GROUND STRUCTURES. LOCATIONS OF UNDERGROUND UTITLIPES /STRUCNRES 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. T..E LOCATION AND /OR EXIST'-NCE OF L∎I1Y 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. '2 2 Z' \ N \ c., _lo CR LA FEB 1 9 1999 PERMIT CENTER ti S D nj • L7 GO GO GO � W � O � 7 W � � 0 m O ti 0 o 0 0 0-5 10 20 a0 SCALE LEGEND TA TOP OF ASPHALT BS BOTTOM OF SWALE TS TOP OF SWALE © POWER VAULT -6- FIRE HYDRANT PLUG VALVE -0 UTILITY POLE / 0 DBM CONSULTING ENGINEERS,1998 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 DAM 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 DAM IN WRITING. BW =10 TW =13.5 TR= 13.00 BR= 12.50 11.4 PROPERTY___9� LINE '7 HARLEY DAVIDSON PROJECT GRADING AN TR= 13.00 BR= 12.50 CA 11.20 2.50 LS 10.70 TA 12.70 LS PROPERTY E 20 iN ORDER TO BE O7: NGVD 2.Z DAPJM NEED TO ADD 1.8 FEET TO E L E VA TON T O BE aN COMPLIANCE WITH FENIA MAPS ELEV. 34.05 12.20 TW =13.5 BW =13.3 40 / / TW =13.5 BW =13.3 TW =13.5 BW =13.3 ct ‘ CAI L BEFORE YOU DIG 800- 424 -5555 / RECEIVED CITYOFTUKWRA FEB ! 9 1999 PERMRCENSER N n � • S ti Z ti QD cN 03 V LC CO � N '7 o O N 0] LIJ, . �O • Q N ` L�� 0 oa PROPERTY LINE PROPERTY PROPOSED GRAD TITLE: HARLLY oA ✓IL�JON PROJECT GRADING PLAN CRos j - -- SECTIONS Af{ n AND N LJ � 1 I 7iJ,K WII " -�'' ✓vA w ti° A gy p A� °.,s @ ° sT ER`�� "w� s roNAVvN 0, r<, M. STEHART DBM CONSULTING ENGINEERS C7 o PROPERTY CIVIL ENGINEERING, DESIGN, LAND PLANNING, 1 =11.27 Pc � i s DANA MOWER EL=11.27 V I 3 - In rt C° D p m PROPERTY r ,_48TH AVE S. l SHEET 3 I PROPERTY PROPOSED GRAD TITLE: HARLLY oA ✓IL�JON PROJECT GRADING PLAN CRos j - -- SECTIONS Af{ n AND N LJ � 1 I 7iJ,K WII " -�'' ✓vA w ti° A gy p A� °.,s @ ° sT ER`�� "w� s roNAVvN 0, r<, M. STEHART DBM CONSULTING ENGINEERS C7 o PROPERTY CIVIL ENGINEERING, DESIGN, LAND PLANNING, JOB NO' 9838 CHECKED BY :: DANA MOWER SURVEYING, ENVIRONMENTAL SERVICES SHEET 3 D.VAN GELDER FOR: JOHN McKENNA JR. 131 S.W. 156TH P.O. BOX 66826 SEATTLE, WA 98166 (206) 241 2600 TITLE: HARLLY oA ✓IL�JON PROJECT GRADING PLAN CRos j - -- SECTIONS Af{ n AND N LJ � 1 I 7iJ,K WII " -�'' ✓vA w ti° A gy p A� °.,s @ ° sT ER`�� "w� s roNAVvN DESIGNED BY: M. STEHART DBM CONSULTING ENGINEERS DRAWN BY: G. HULSMANN CIVIL ENGINEERING, DESIGN, LAND PLANNING, JOB NO' 9838 CHECKED BY :: DANA MOWER SURVEYING, ENVIRONMENTAL SERVICES APPROVED BY: 2/29/98 502 16TH STREET N.E., SUITE 312 AUBURN, WA 98002 OFFICE (253) 887 -0924 FAX (253) 887 -0925 sm. s� 2/18/00 DATE: U) _ 0 I 1 =1 0 N 01 0 0 rj n CD T 1 r co r,. G G 0 0 0 O 0 G O 0 0 DBM CONSULTING ENGINEERS, 9838 -31, 29 DECEMBER 98 O G 0 (J) P1 0 0 0 0 0 0 na 0 0 0 0 0 0 0 O 0 z 91 7/7/98 D VC 4 f H 013M R Ar r S 2 8/'1 98 D D 1 10/27/98 VC GFH 004 1R SI TE 1 I AN CH 1 NCFT IVC GFI{ D,HM1 sTE PLAN CHANGES 0. DA LE 97 CKf APPR1 L,EVISION D P1 0 —H NOSCIAVC SHEET 4 JOB NO 9838 D.VAN GELDER DESIGNED BY: M. STEWART DRAWN BY G. HULSMANN CHECKED BY: DANA MOWER APPROVED BY 12/29/98 DATE: DBM CONSULTING ENGINEERS, 9838 -40, 29 DECEMBER 98 DBM CONSULTING ENGINEERS 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: JOHN McKENNA JR. 131 S.W. 156TH P.O. BOX 66826 SEATTLE, WA 98166 (206) 241 -2600 TITLE: 3 7/7/98 DVG GFH 2 __8/2_1/98 DVG GFII 1 10/21/98 DVG GFH NO. DATE BY CKD. HARLEY DAVIDSON PROJECT TEMP -ORARY EROSION CONTROL_ PLAN TUKWILA, WA DBM PER SI0 PLAN CHANGES DBM PER SITE PLAN CHANGES DBM PER SITE PLAN CHANGES APPR. REVISION rfl / V O • U C S c> 7 CD c) 71D1 r° • C_ f " r '" l - 0 EROSION CONTROL NOTES ® DBM CONSULTING ENGINEERS,1998 THIS DOCUMENT AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO DBM CONSULTING ENGINEERS AND HAS SEEN 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 DAM IN WRITING. 1. APPROVAL OF THIS EROSION CONTROL (ESC) PLAN DOES NOT CONSITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES. RESTRUCTURES, RETENTION FACILITIES, UTILITIES , ETC.) 2. THE EMPLACEMENT OF THESE ESC PLANS AND CONSTRUCTION. MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES 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 LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT/ CONTRACTOR FCR 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 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 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 OPERATIO• 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 TD ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 12. DURING THE TIME PERIOD OF NOVEMBER 1 FH°OUGH 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 FACILITY USED AS A TEMPORARY SETTUNG BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY I5 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 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 QUALITY FOR SITE RUNOFF. IT SHALL BE THE RESPONSIBILITY OF THE PERMITEE TO ADDRESS DEFICIENT TESCP CONDITIONS AND PROVIDE ADDITIONAL FACILITIES. OVER AND ABOVE MINIMUM REQUIREMENTS ON THE APPROVED PLAN. NPDES NOTES: 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. NOT TO SCALE HARLEY DAVIDSON PROJECT TEMPORARY EROSION CONTROL I PLAN NOTES AND DETAIL STAPLES OR WIRE RINGS (TYP) -.. FILTER FABRIC MATERIAL MIRAFI 100 X OR EQUAL 2T 4" DOUG. FIR AT 4 O.C. --II 2'x4' ',DOUG. FIR OR EQUAL FILTER FABRIC MATERIAL 2 "x2 - x14 GA. W.W.F. 1 " -1 1/2 WASHED ROCK - OR PEA GRAVEL. 6"x6 TRENCH I 2" EXCESS OVERLAP -±I- NOT TO SCALE FILTER FABRIC FENCE INSTALLATION NOTES 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROD_ 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 FASTENS IC THE POST. 2. THE. FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACE A MAXIMUM OF 6 FELT 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 PARE 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 EUMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POST MTH ALL OTHER PROVISIONS OF STANDARD. NOTE 5 APPLY. 7. THE TRENCH SHALL BE BACKFIELD 'MTH 3/4 -INCH MINIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED VHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABIUZEED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL EE MADE IMMEDIATELY. v v S.BHAQCIN MIN. TYFICAL Cfi066 eE LION SILT FENCE DETAIL TEMPORARY 'V' DITCH 2 GA WELDED WIRE FABRIC OR EQUAL 6'x6" TRENCH NOBS: 1. PLACE 1' OF 3/4 - -1 A //2 WASHED ROCK OR PEA GRAVEL ON BOTH SIDES OF FENCE TO CREATE A BEVEL SAAAPE. 2. FABRIC SHALL COVER BOFTOY OF 6'x6'. TRENCH AND EXTEND BEYOND THE LJABSS OF THE GRAVEL IN ORDER TO UNMAN AN 555555 OVERLAP OF 2 MINIMUM AS SHOAAA iAJ TYPICAL CROSS- SECTION. (SEE ROCK CHECK DAM DETAILS) 3/4" MINUS WASHED GRAVEL STRAW BALE NOT TO SCALE TEMPORARY CONSTRUCTION ENTRANCE • 1.0' MIN. FLOW NOTES: CONTRACTORS RESPONSIBILITY FOR MAINTAINING Ee CLEANING TH84E 515 APPROACH ON A REGULAR 2. IF DIRECTED BY THE COUNTY ADDITIONAL QUARRY SPALL S MUST BE ADDED. 3. THE CONSTRUCTION APPROACH MUST BE LOCATED AT THE PERMANENT APPROACH LOCATION. R. 25' MIN QUARRY SPALLS SILT FENCE CONTINUOUS AROUND STRAW BALES. SUPPORT AT CORNERS WITH WOOD STAKES. STRAW BALE BARRIER FOR INLET DITCH SI OPE Ox -5X CHECK GAM SPACING 150 5% - 10% 10% 100' 50' KEY ROCK TO SWALE MIN. IN 0.25' I 0.5' -1.0' ROCK DAM X-BECTIGN REBAR, WOOD STAKE OR EQUAL TO SECURE STRAW BALES 3 ROCK CHECK DAM DETAILS NOT TO SCALE �F CU BE` CALL BEFORE YOU DIG i 800- 424 - 5555 SUMP BEHIND ROCK CHECK DAM SHALL BE INSPECTED DAILY. AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF RS DEPTH. NOTE: ROCK SHALL BE 4" MINUS QUARRY ROCK. RECED aITYOFTU FEB 1 5 1999 7 qq -oo5l j LO O�O O Lo (3D :IS 0m J� L Z- rn N Cr) LJ 0 z 5 ti ELECTRIC VAULT /PUMP CONTROL PANEL VAULT ENTRANCE IE= 7.65 CB #1 O EMERGENCY OVERFLOW SPILLWAY CB #6 SCALE 1'=20' STORM DRAIN SYSTEM CB #1 RIM 10.00 IE LENGTH (FT) 7 28 SLOPE ( %) 0.2 CB #2 RIM 10.12 IE 7.89 LENGTH (FT) 91 SLOPE ( %) 0.2 CB #3 RIM 10 IE 8.07 LENGTH (FT) 91 SLOPE ( %) 0.2 CB #6 RIM 12.25 IE 8.13 LENGTH (FT) 160 SLOPE ( %) 0.3 CB #7 RIM 10.77 IE 8.29 LENGTH (FT) 55 SLOPE ( %) 0.3 CB #8 RIM 10.77 IE 8.43 LENGTH (FT) 47 SLOPE ( %) 0.3 CB #9 RIM 10.77 IE 8.62 LENGTH (FT) 63 SLOPE (%) 0.3 CB #10 RIM 10.77 IE 8.62 LENGTH (FT) 63 SLOPE ( %) 0.0 \ CB #4 RIM 10.27 IE 8.16 LENGTH (FT) 43 SLOPE ( %), 0.2 CB #5 // RIM 10.37 IE 8.37 \ LENGTH (FT) 105 SLOPE ( %) 0.2 r ® DBM CONSULTING ENGINEERS,1998 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. NOTE: ARROW= FLOW DIRECTION \. PROPERTY LINE CB #4 Oo in J CB #3 \. O HARLEY DAVIDSON PROJECT STORM DRAiNAGFT r 1:, CB #5 N \ \ \ PROPERTY LINE - EXISTING CURB 22 LF 12" DI 0.3% EMERGENCY BYPASS (SEE NOTE) EXISTING CB TYPE 1 RIM-12.70' IE =8.76' SE, 12" CMP IE =8.76' SE, 12" DI IE =8.76' N, 12" ADS EXISTING CB RIM = 12.95" !E =7.81' SW, 12" CONCRETE PIPE IE =7.79' NE 12" CONCRETE PIPE IE =7.82' SE, 12" CONCRETE PIPE EXISTING STORM DRAINAGE PIPE 12" Dqci - LY) 57 CALL OLrOT 'YOU JIC 800 - 424 -5555 NOTE: m N 1. ALL CATCH BASINS WILL BE TYPE 1 PER CITY OF TUKWILA INFRASTRUCTURE AND CONSTRUCTION STANDARDS (1996) DETAIL DS -25. 2. EMERGENCY BYPASS PIPE IS TO BE USED ONLY IF aFTUKW /LA BOTH PUMPS FAIL AND ALARM SYSTEM FAILS FEB 1 °tats 3. ALL EXISTING UTILITIES ARE P - ;1_x;;_,, APPROXIMATE. CONTRACTOR WILL VERIFY BEFORE CONSTRUCTION. 4. CONTRACTOR WILL ENSURE EXISTING STORM DRAINAGE PIPE IS CLEAN AND CLEAR OF DEBRIS. ci co op (Xl O 0 ) j 121DI CAST IN PLACE CONCRETE VAULT 3.4'DRx20'WDx4O'LG =66 TOP a• r 6r. LTING ENGINEERS,1998 :40 THE INFORMATION CONTAINED HEREIN IS 'PB .10 M CONSULTING ENGINEERS AND HAS ;Al CONFIDENCE AND IS SUBJECT TO THE ATE SECRECY AGREEMENT BETWEEN DBM 6. THE RECIPIENT IS NOT TO COPY, DUPLICATE .tON TENTS TO ANY PERSON OR EN TIT( EXCEPT T''AMTHORIZED BY SAID AGREEMENT OR BY DBM - IT SWALE-- 7 _ ACC ESS MAN• ,DLE 24 •E.: 1 . S.1. C,R DE SLEEVE '—EL=7.4' PIPE UNION - „ -2S GALVANIZED STEEL 1/4 TURN -SHUT OFE VALVES 3 56=4.2' . 11 • 1"=20' V A '2X 2" CIVR • -%% e • % • 1" = 2 VERTICAL 1" = 10' HORIZONTAL HARLEY DAVIDSON STORM DRAINAGE PLAN NOTES AND Dr T. CONTROL FLOATS SETTINGS, LEAD PUMP ON EL 4.54 (6 IN. ABOVE SUMP). LAG PUMP ON EL. 5.04 (6 IN. ABOVE LEAD PUMP ON) HIGH WATER ALARM EL 7.1 (36 IN. ABOVE SUMP) PUMP/DATE PACO PUMPS (TOWN (206) 433-2600) (2) SERIES 500 SUBMERSIBLE OR (EGUAL) PUMP # 530, 115 VOLT/9.0 AMP 2 IN. DISCHARGE DIAMETER CONTROLS (EXTERIOR MOUNT, NEMA 3R ENCLOSURE) " ADD EXTERIOR SERVICE PLUG-IN FOR BACK UP GENERATOR - - - SLOPE 27, , V s AKWV t, 5 PROJECT ,'INLET z r - INLET ,—C9NTRUL SLEEVE ,_4' ACCESS LID 40' 'kfOLUME REOUIRED--1696 CF VOLUME PROPOSED=2720 CF NOT TO SCALE DUTLET SLEEVE TOP-=8.6 3.4' PROFILE VIEW FLOOR=5.2 REFr)RE YOU DiG; 1 8OG-424-5555 GRADE COVER AT BOTTOM SWALE 50 — PLAN SHOWS (2) INVERTS. SHOW BOTH ( 09 - - OD 57 crr RECEIVED FEB 1 9 1999 HYDRANT ASSEMBLY (1) 6" GV (MJ) 8 "x6" REDUCER (MJxMJ) -135 BW =11 :O TW =13.O TW =13.5 BW=11.0 TW =13.5 BW =13.3 SCALE !' =2C' INEERS,1998 MATION CONTAINED HEREIN IS NGENGINEERS AND HAS AND IS SUBJECT TO THE Y AGREEMENT BETWEEN DEN ENT IS NOT TO COPY, DUPLICATE 0 ANY PERSON OR ENTITY EXCEPT SAID AGREEMENT OR BY DBM PROPERTY LINE HARLEY DAVIDSON PROJECT 1NA.TER . JVal ..SE ifitER PLAN PROPERTY LINE / / BW =13.3 WET TAP (EXISTING LINE) (1) 8" TAPPING TEE (1) 8" GATE VALVE (FLxMJ) (1) THRUST BLOCKING SPECIAL NOTE: ci: S .= L FJELD VERIFY EXISTING UTGLGT&ES, PRIOR' TO CONSTRUCTION TW =13.5 900 BEND FIRE DEPARTMENT CONNECTION 1' WATER METER (INSTALLED BY CITY) 1.5" METER SETTER (INSTALLED BY CONTRACTOR) CITY DETAIL WS -18 5' BU LDING ^.URB LINE DETECTOR DOUBLE CHECK VALVE AND VAULT PLAN VIEWS: NO SCALE DETECTOR DOUBLE CHECK VALVE AND VAULT WET TAP WITH 6" TAPPING TEE (FIRE SPRINKLER MAIN)(1) 6" GV ( FLxMJ) (1) CON. THRUST BLOCKING SANITARY SEWER MANHOLE RlM =1 3.27' TW =13.5 iE =3.92' N/C © CENTER OF CHANNEL BW =13.3 IE =4.42' N 6" PVC (PROPOSED). CALL BEFORE YCL Di j 1 800 - 424 -5555 -TO SPRINKLER RISER, FIRE SPRINKLERS BY OTHERS 6 "x4" TEE (FLxFL) POST INDICATOR VALVE DDCV VAULT 7.5'x4'x5'DP ro N ca z a m ei C G w \o 0 NOTES 1. DETECTOR DOUBLE CHECK VALVE ASSEMBLY AND VAULT AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGNED AND CONSTRUCTION STANDARDS (WS -11). 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 80X AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS (WS -8). 5. CONCRETE BLOCK AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS (WS -1). 6. SANITARY SIDE SEWER AS PER CITY OF TUKWILA INFRASTR'.;CTURE gECEryc DESIGN AND CONSTRUCTION STANDARDS (SS -1). crtroFri�6 7. CLEAN OUT AS PER CITY OF TUKWILA INFRASTRUCTURE DESIGN AND FEB } • CONSTRUCTION STANDARDS (SS -2). 1 11 55 8. ALL MATERIALS WILL COMPLY WITH CITY OF TUKWILA STANDARDS. 9. CONSTRUCTION `HALL 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). r.5 z m w w N O NOT TO SCALE ELEVATI ❑N VALVE BOX TC BE STANDARD OP E.JUAL.. NNETER RID UR _TING ENGINEERS,1998 ft4D THE INFORMATION CONTAINED HEREIN IS DBM CONSULTING ENGINEERS AND HAS CONFIDENCE'. AND IS SUBJECT TO THE ATE SECRECY AGREEMENT BETWEEN DBM THE RECIPIENT IS NOT TO COPY, DUPLICATE CONTENTS TO ANY PERSON OR ENTITY EXCEPT W1HORIZED BY SAID AGREEMENT OR BY DBM TON KII.. OVERLAP VALVE BOX DETAIL NOT TO SCALE L \-- METER BOX (TYR) NOT TO SCALE END VIEW 1-1 /2" & 2" METER SETTERS NOT TO SCALE 1/3 TOTAL NGTH 2' SQUARE OPERATINS NUT 4 1/4' DIA. METER 1 /8' MIN THICKNESS 1' SOLID METAL STOCK 3/8' SET SCREW 2 1/4' SQUARE INSIDE MEASUREMENT, 1/8' MIN. THICKNESS VALVE OPERATING NUT EXTENSION NOTES 1. EXTENSIONS ARE REQUIRED WHEN THE VALVE NUT IS MORE THAN 5 FEET BELOW FINISHED 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. g ALL EXTENSIONS ARE TO BE MADE OF STEEL AND PAINTED WITH TWO COATS OF METAL PAINT. GENERAL NOTES HARLEY DAVIDSON PROJECT WA T t R AND SEWER PLAN NO =S AND DETAILS :IILS CONCRETE THRUST FLOCK 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. CAST IRON TAPPING TEE SIZE ON SIZE TAP RESD_IENT SEAT GATE VALVE NOTES 1. THIS IS FOR TAPS ON CEMENT LINED DUCTILE PIPE. 2. ASSEMBLY TO BE PRE- TESTED BEFORE DRILLING_ FULL BODIED, CAST IRON TAPPING TEE AND VALVE NOT TO SCALE NOTES: PROVEEO REND .. cRC PER TX,C. 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 - OILING 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. _P^�1nG C.EAN p j ' �sL+€.sRES CLAN our '_3e s�W..P 8£19 _ BE ER RO '3EA?F PR, DD OST E SR F LL i7pSTh G SW TANK I I B PLUG �5 *N HTT 7NTE I o S »229 S SER. RIPE I UNDSTAEIED SCR. LACER MANN SEWER SADId78.E. FOR EXISTING MAIN SiV SEWER SIDE NOT TO SCALE s S,DAZ O N6@TE 9DCIRNC DN. 110X5 CURB @ GUTTER 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. R/w DUCTILE OR CAST IRON- JUSTIFIED DUE TO A NE SCOURING VELOCITIES OR SOIL PROBLEMS. COVER: 12" MIN COVER REQUIRED OVER ALL PIPE. SLOPE: MIN. 2% MAX. 20% WITHOUT ANCHORS ANCHOR FOR >20% [ FINISHED PAVEMENT SEE VALVE BOX DETAA 6' AE9LIUWT YIEDGE CAIE VALVE CAST IKON TEE ( LMED) - NJXYJXR —1/2 VG. wAV® ROC( 2-3/4' MALT FLANGE JOINT N.L ] / 10 S) SH SREEL 6' DA OW. 91AlXtE RODS WW PWE FIRE HYDRANT ASSEMBLY UNDISTURBED SOIL 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 CONNECTION 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 & GUI IER 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). r ICA/ L- BEFORE i iD C i 800 -- 424 -5555 l RECEIVED CITYOFTUICW LA FEB 1 9 PERMIT CENTER 1,ACI 11 25 25 w PLANT SCHEDULE SYMBOL BOTANICAL NAME COMMON NAME SIZE SPACING REMARKS ED Acer Rubrum 'Red Sunset' all a c ma.. Uniform height f ull form Red Sunset Maple Hign branching C;arpinus betulus 'Fashgiata' 20' o c max Uniform height, full form European Hornbeam ,. t1 Calluna vulgans 'Alba Plena' ' gal 3' 0.0 Full form Alba Pleira Heather Camellia hiemalis 'Shishi- Gashfra' 5' o c Full form C Camellia Comas slolonerifera'Keiseyll' 3' 00 Full form Kelseyi Reif -Twig Dogwor)d Erica carnea 'King George' T ga. 3' 0 c Full form King George Heath Erica carnea 'Winter Beauty' ' gal 3' o c Full form Winter Beatty Heath E Escallonia lanleyensis 5 gar 5' o c Full form 'Apple Blossom' Escallonia B Euonymus alatus'Compacta' 5 gat 5' o o Full form Dwarf Burning Bush Juniperus chinensis 'Gold Coast 5 gal 0 0 c. Full form J Juniper Juniperus horizontalis'Blue Chip' I gat 3' o.c Full form x Juniper Lavandula angustifolia I gal 3' o.c Full form English Lavender Potentilla fruticosa 1 gal 3' o. c. Full form Shrubby Cinquefoil O Prunus laurocerasus 'Ono Luyken's' S gal 5' o.c Full form Otto Luyken's Laurel . Spiraea japonica 'Anthony Waterer' 1 gat 3' 0 c, Full form W Spiraea Y Viburnum davidii 1 gal 3' o.c Full form Viburnum Lawn Sod -- Rye Grass Bleed a6 DECIDUOIIs OR QCfJIFEflOUS RUBBER HOSE BLACK DIA Y 12 GAUGE GALV STFEL WIRE DOUBLE STAND 1'%2' SIAKE9 DOt><iIAS FIR (�) STAIN DARK BROWN SETCROWNOf TREEAT FINISH G{UDE REMOVE BINDER TWINE AND .ROLL TOP t/S OF BURLAP A WAv FROM ROOTBALL . T LAYEfl MtR.CH TAPER t0 CNC BENM AT 9ASIN FINISH GRADE TOPSOIL ' BacKFlu a FERTILIZE r: " F N All ..� BURfACES OF PR UNDISTURBED NATIVE SOLI. TREE PLANTING NTS HUBS TRUNK WIST WIRE 1ST f0 ` WMr' WIRE AROVNU fWISI STAKES. iWISiBCUT 11GIiTEN WINE ON IN91OE.OF STAKE 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- If active utilities are encountered, contractor is to promptly advise General Contractor and Owner a 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-cer :a: 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. 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. PRUNE As REOUIREv11 2" depth mulch in all planting beds. 12. All plant material shall be fertilized per manufactures specifications and soil testing recommendations. 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 testing laboratory. Test for ornamental planting requirements. Street Tree, Typ. at 20' o.c. Verify utility location and adjust tree location. PI AN I' SElc OF PLANT Ar 1'N13H O0.ADF ROOTBAL l 21AYER MULCH TA PEP. TOCROWN SAUCER 2' HIGH GROUNDCOYER 2 LAVER MULCH TAPER - - TO CROWN ri. FI NISH GRADE ROOTBALL NEY7 TOPSOIL RACKF'' GROUND COVER PLANTING UNDISIURBED NAME SOIL NTS Adjacent zone: Commercial -Light Industrial Side Yard Landscape: 5' Required. 8' Width Provided. DOUBLE LAMP 1100W -.... r Pik UM OGRE X 20' Mai 0 C C 0 48th Avenue South Adjacent zone: Commercial -Light Industrial 8' High Split -Face Concrete Block Enc - P SINGLE 9AUF tODVS WIEIRPPESErtiFE SODEN r - IT, APPROX 20' HIGH o 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. 24 -81 x8" (C , E1 iE Rocks djacent zone: Commercial -Light Industrial Side Yard Landscape: 5' Required. ' Width Provided. Proposed Sidewalk W57 20' 40' 60' North DOWNTOWN HARLEY- DAVI DSON 48th Avenue South & Interurban Tukwila. Washington 98188 R.W. Thorpe & Associates, Inc. SEAL ISSUED 710 Hoge Building 705 Second Avenue Seattle Washington 98104 Telephone 206.624.6239 Fan: 206.625.0930 E- Mail'. planning @rwta.com Jurisdiction: City of Tukwila REVISIONS 2 RWTA JOB NO. SHEET TITLE 600898 Final f c,Ty Planting CET Plan SHEET F 2 9 1999 CENTER FREE= PLANTING NTS *IRE: DIET All. Pi.J'. SCHEDULE SYMBOL F B BOTANICAL NAME/ COMMON NAME SIZE SPACING REMARKS inse rir ril K,irf; iC X4.111 ! irdtj: t_ i;a ,:[irises Jlnrm Beatnv��r_<.,. Lscailonia larnevonsis A, pie BIOS r t sr.::ir; ri.a E non Dwarf Burning 9, n JJnl penis ;;hlnens s '1 riasi' 3 Juniper Junlperus honzcntalls'Btu, Cain' Juniper Lavr_ndula anquslitclla English Lavender Potentilla !nitwits. Shrubby t;inquetoil 0 Prunus laurocerasus 'Otto it,yFFn's' Otto Luyken's Laurel Spiraea Japonica 'Anthony Warrrn - ,, Spiraea Viburnum davidli' Viburnum Lawn ,urge u2crt!urr�rr� nr_rcx�lrr uous 111_: SU LHi 1 ,1:[1.,.1 ntl4S11 GnA1'IF uen r.1 an,■ Cx SHRUB PLArri ING lTS. 3' CI 3'0 I. 3' a r: PLANTING NOTES 1 Contractor shall be responsible for familiarizing himself with all other site Improvements error to stating landscape work Contractor shall be responsible for providing the quantity of plants that are represented by symbols on the drawing 7. Subgrade to +whin 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 rototlted 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 n.r _ n.rl1 11 + Jl it(i(m Iv;It 1 !1111 101,11 14 .1r1 hran_ni!g7 1. rr rn rim he■g 'Ili t, , ,1 Linn rcrr.r1 ll form url form 1 all norm Full form '.1111 titan full Irani I nil form Full torrrt Rye Grass Blend 2 Contractor shall use caution while excavating to avoid disturbing any existing underground utilities If active utilities are encountered contractor Is to promptly advise General Contractor and Owner 3 Contractor shalt maintain and water plant material until ovmer's final acceptance is received in writing 5 Contractor shall be responsible for computing specific quantities of grourrdcover 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. 9 Topsoil shall be mix of organic matter and soil (composted sawdust. manure. sandy loam and loam sorlsi with amendements as recommended by sod testing lab 10 Lawn finish grade shall be flush with adjacent sidewalk or back of curb grade 11 2" depth mulch in all planting beds 12. All plant material shall be fertilized per manufactures specifications and soil testing recommendations 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 testing laboratory. Test for ornamental planting requirements. Street Tree, Typ. at 20' o.c. Verify utility location and adjust tree location. 1;eI1 1 13,.1` GROUND COVER PLANTING NTS Adjacent zone: Commercial -Light Industrial Side Yard Landscape: 5' Required. 8' Width Provided. 48th Avenue South Adjacent zone: Commercial -Light Industrial 8' High Split -Face Concrete Block Encl 0 0 0 0 0 0 0 0 0 eew rrt FESSUR : G C. 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. Rocks Side Yard Landscape: 5' Fr3qur ed. ' Width Provided. djacent zone: Commercial -Light Industrial P Proposed Sidewalk Doloi 0 05 - 7 0 20' 40' 60' North DOWNTOWN HARLEY- 1 DAVIDSON 48th Avenue South & Interurban Tukwila, Washington 98188 R.W. Thorpe & Associates, Inc. SEAL•- LAE— ISSUED 710 Hoge Building 705 Second Avenue Seattle uvashinaton 50104 elephone 206 624 0235 Fax 206 625 0930 E- IVlail planningirwta coin Jurisdiction: City of Tukwila REVISIONS RWTA JOB NO. SHEET TITLE 600898 Final E C err44g L4 Planting B 1 9 1959 Plan .t R SHEET 1 OF 2