Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit 5615 - Magnolia Hi Fi - Installation Area
BUILDIN' PERMIT (POST WITH INSPECTION CARD AND PLANS IN A CONSPICUOUS LOCATION) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. 5&75. DATE ISSUED: / 16600 Southcenter Py FEES DESCRIPTION AMOUNT RCPT 1 DATE BUILDING PERMIT FEE 419.00 9 T 3f 6-2 PLAN CHECK FEE 272.00 3.50 8590 79?3J i 3 -31 -89 -2 - &7 BUILDING SURCHARGE ENERGY SURCHARGE OCC. LOAD SQUARE FEET OCC. LOAD OTHER: OCC. LOAD TOTAL SQUARE FEET TOTAL OCC. LOAD TOTAL - 694.50 9 SuI v. u #89 -054 51,000 PROJECT NAME/TENANT ASSESSOR ACCOUNT # Ma nolia Hi -Fi & Video -?(1130(-1-9/2q n '/_t -O TYPE OF 0 New Building Addition Tenant Improvement (commercial) Demolition (building) U Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: Add stereo car installation area. PROPERTY OWNER DERRICK ANYSLEY - REAL PROPERTY WEST PHONE(415) 421 -5100 ADDRESS 101 CALIFORNIA STREET SAN FRANCISCO, CA ZIP 94111 CONTRACTOR TM Construction PHONE 283 -6205 ADDRESS PO Box 20820 Seattle WA ZIP 98102 WA. ST. CONTRACTOR'S LICENSE # TMCON195JG EXP. DATE 3 -90 ARCHITECT Olympic Assoc. PHONE 285 -4300 ADDRESS 701 Dexter Ave. No., Seattle, WA ZIP 98109 USE 4 Garage i3 -1 / CODE COMM / .IANCE / ©N o (through Public Works) ZONING:T.44 BAR /LAND USE CONDITIONSOYes C No FLOORSQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCC. LOAD 1st 1733 9 1733 9 TOTAL 1733 fl 1 733 Q TYPE OF CONSTRUCTION: V -N UBC EDITION (year) 85 SETBACKS: N_ S- E - W - FIRE PROTECTION: QSprinklers 0 Detectors 0 N/A UTILITY PERMITS REQUIRED? O Yes ©N o (through Public Works) ZONING:T.44 BAR /LAND USE CONDITIONSOYes C No CONDITIONS (other than those noted on or attached to permit/plans): APPROVED FOR i BUILDING ISSUANCE BY: `/ / . / / • L.A.. OFFICIAL DATE: - I hereby certify that I have read alt : xamined this permit and know the same to be true and correct. All provisions of law and ordinances governing th s work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating coonsttrrruction�or ih/ erfgrma or work. I am authorized to sign for and obtain this building permit. SIGNATURE: � Ly , /� DATE: &'-7- - PRINT NAME: `,� %/Gf� Gi %x/ --1-- COMPANY: 1 . WM M. Q S'� . This permit shall become null and void if 1e work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CERTIFICATE OF OCCUPANCY NO. DATE ISSUED: 4: • BUILDINr; PERMIT ,/ (POST WITH INSPE., •:'ION CARD AND PLANS IN A CONSPICUOUS LOCATION) C Y OF TUKWILA D. ,�artment of Community Development - Building Division 62 0 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING �/- 6 PERMIT NO. .�GJ /7 DATE ISSUED: 16600 Southcenter Py FEES DESCRIPTION AMOUNT RCPT 1 L 33/=: DATE 6,-2 BUILDING PERMIT FEE 419.00 PLAN CHECK FEE 272.00 8590 3 -31 -89 BUILDING SURCHARGE 3.50 '9 9A w -Z17 ENERGY SURCHARGE FLC 4SQUARE FEET OTHER: SQUARE FEET OCC. LOAD , SOUARE FEET _ TOTAL • - 694.50 OCC. LOAD SQUARE FEET #89 -054 PROJECT NAME/TENANT ASSESSOR ACCOUNT # Magnolia Hi -Fi & Video ,?G y ^q /? TYPE OF (INew Building (II-Addition Li Tenant Improvement (commercial) U Demolition (building) U Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: Add sterioo car installation area. PROPERTY OWNER DERRICK ANYSLEY - REAL PROPERTY WEST PHONE(415) 421 -5100 ADDRESS 101 CALIFORNIA STREET SAN FRANCISCO, CA ZIP 94111 ,CONTRACTOR TM Construction PHONE 283 -6205 ADDRESS PO Box 20820, Seattle, WA ZIP 98102 WA. ST. CONTRACTOR'S LICENSE # TMCON195JG EXP. DATE 3 -90 ARCHITECT Olympic Assoc. PHONE 285 -4300 ADDRESS 701 Dexter Ave. No.. Seattle, WA ZIP98109 TYPE OF CONSTRUCTION: UBC EDITION (year) V -N 85 SETBACKS: N - S - E - I hereby certify that I have read a•( : xamined this permit and know the same to be true and corract. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction, or th Oertgrma, = or work. I am authorized to sign for and obtain this building permit. 7/ CODE COMPLIANCE UTILITY PERMITS REQUIRED ?OYes ©No ( ough Public Works) ZONING:, -M BAR /LAND USE CONDITIONSOYes L No USE -3 Garage lti -1 CONDITIONS (other than those noted on or attached to permit/plans): FLC 4SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD , SOUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET 1733 TOTAL OCC. LOAD 9 1st 1733 9 TOTAL 171/ a _ 1733 _ q TYPE OF CONSTRUCTION: UBC EDITION (year) V -N 85 SETBACKS: N - S - E - I hereby certify that I have read a•( : xamined this permit and know the same to be true and corract. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction, or th Oertgrma, = or work. I am authorized to sign for and obtain this building permit. 7/ FIRE PROTECTION:JSprinkters 0 Detectors 0 N/A UTILITY PERMITS REQUIRED ?OYes ©No ( ough Public Works) ZONING:, -M BAR /LAND USE CONDITIONSOYes L No CONDITIONS (other than those noted on or attached to permit/plans): APPROVED FOR / (./-// . ,/ / BUILDING ISSUANCE BY: , I, 1(4 ,, ' ,K ! „ OFFICIAL DATE: OP - - I hereby certify that I have read a•( : xamined this permit and know the same to be true and corract. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction, or th Oertgrma, = or work. I am authorized to sign for and obtain this building permit. 7/ / SIGNATURE. ,/ DATE: . E, / PRINT NAME: % /' %!G>/ e( IL ��.� t COMPANY: L . 1 .. (ei1,1S 1 . This permit shall become null and void if work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. DATE ISSUED: CERTIFICATE OF OCCUPANCY NO. Vy i"LtlY J 1a= }r CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 1 Type of Inspection Site Address 0o Requester ..........�..., «... .. «..,...... raw......w..,.,...w. ,........,,..«.....,,...,,.....,...... o...... ................,...,....._.......,.a...-.....,>.. ,_....m,e.+;str. >nwnrrre.+ .`.s.!.. INSPECTION RECORD :02 s'" V PERMIT # .S41) Date P---19—,F ``` / c Date WantedU x•30. a.m p.m. Project )2'��� Phone # AT 7 S c) J ' ' Special Instructions Inspection Results /Comments: M11111111#21111111111WWAIIIIIII Inspector t. Date 7/36A, WAhtiF CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433-1849 Type of Inspection Site Address //4(‘,. :SkeeP4/4? "4,054 Requestor Phone # Special Instructions 14§PECTION RECORD PERMIT # Date Date Wanted 7//cle- Project AVIto ;01 ("54' Inspection Results/Comments: /e Z.■ .c21, 147/ ;?rtf.," ?c, Inspector )10 Date AP/g/PY CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Typd of Inspection Site Address / Requestor Instructions INSPECTION RECORD PERMIT # 5 9/ f Date (p 0 0 54.21-; i* L) Date Want-d Project Phone # -4/7e7 Inspecti et i-6 ACALFOr Alf /,e Inspector Date - �.2,7 P Poe to N.." CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433-1849 Typo of Inspection Site Address Requestor INSPECTJON RECORD _56/S PERMIT # -:,154k4i5g Date 6 - Date WantedY,0,,,,.40144P;nmiro,, a .m. Project 89111.42.-> Phone # ev7O7 Special Instructions P.m• Inspection Res lts/Comments: Date ] �r�dd!: obY�iSYKMtwr• aY. aum.n+.e.w..........,..•,....., ............. _... CITY OF TUKWILA Building Oivision 6200 Tukwila,�tWashtnotonu1981811 (206) 433 -1849 c Type of Inspection (t,7(//'/3'4'7' Site Address /Ir%.05.° "04;fr" INSPE TION RECORD PERMIT # Date 4 -/G -� Date Wanted ‘, /d `cf,9 a.m. Project,ry>/ rite,40,i4. / /.J Requestor Phone # Special Instructions p.I Inspection Results /Comments: i11#* ,,e1 �?2 /9,f',,+t., ,iiri'' CITY Of TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 ...� ........ ....,. M.,., .. ................................ �......,.., �......,...«:, no..r..mt�,cuttir✓�a:erta»i��k.•: Type. of Ins pection c -fl-i Site Address / G o Requestor Special Instructions INSPECTIgN RECORD PERMIT # Date Date Wanted 1/' �' `' a.m. p.m. Project `& Phone # Inspection Results /Comments: r t-c— 1.41/ /9/91DX 40/,e,4' 4:41'1,1 ate �? , ' /0i%.S,y"/a7.a).4, /7.40410,1',,G'2jc.,c.,; Inspector de-••••dri.„,...% Date 4712, 1 CITY OF TUK1 ILA Central Permit System ,,ontrol No. 19 O5 - Permit No. -% 5(n1 5 FINAL APPROVAL FORM 1 TO: ❑ Building ❑ Planning ❑ Public Works i" Fire Dept. ❑ Police ❑ Parks/Recreation Project Name Address Type of Permit(s) -1 774 i. • S , This project is nearing completion. Please investigate your area of responsibility and indicate below either your final approval or necessary corrections. If no response is received within one week, it will be assumed that the project is of no concern to your department and a certificate of occupancy may be issued. This project is NOT approved by this department; the following corrections are necessary: () () () () () () () () () () () () Authorized Signature Date J C This project is approved by this department: t) l Authorized Signature r7 .- Date CPS Form 3 51( ',11)& 0,60:7#' X 14 �� �. iffgco'ck/ -o Pte. .ti W1N$ ANALYSIS - WIND,WK1 UNIFORM BUILDING.CODE 1982 ED. PhuJECT: SUBJECT:_ ____ ___ PROVIDE THE FOLLOWING: pir owpi SH ((( "EX "= EXPOSED or "SH "= SHIELDED. •.21 HEIGHT = MAX BUILDING HEIGHT 80 (« MPH = DESIGN WIND SPEED ''1 W :1. = OTHER and 1.15 = ESSENTIAL WIND PRESSURE`SUMMARY Ce x Ce x Os x I = PRESSURE HEIGHT'1ft) Ce. Co 'Os I psf 0 to 20 0.7 1.3 16, 20 to AO 0.8 1.3 16. 40 to 60 1.01.3,16'. 60 to 100 1.1 100 to 150 1.3 1.3 16. 150 to 200 .1.4 1.3 16. 200 to 300 1.6 1.3 16. 300 t� 400 1.8 1.316. EXPOSURE FACTOR ,HT Ce . Ce it sh ex 0.to 20 0.7.1.2 20 to 40 0,8 1.3 40 to 60 .1.0 1.5 b0 to 100. 1.1 1.6 .100 to.150 :1.3 1.8 150,to 204 1.4 1.9 200 to.300 '1.6 2.1': :300 to 400 ..1,8 2.2. .0 14.9.(= .0 17.0 (_ .0 21.2 .0 23.3 .0 27.6 .0 29,7 .0 33.9 .0 38,2. DATE: Mar -89 MACROS. SHEAR 'STORY HT. 54 = BLDG LENGTH -- 5 /II/II\\ \ \\\ PARAPET /ROOF IP TO PRINT W/O ZEROS 10.5 16 ����{,I�{!I� 1st STORY NAME H x W AAAA AAAA PARAPET /ROOF 5 54. floor 8..., x..'.. STORY >, >1st 16 54 floor ... --- 8... x.... STORY » floor ...,,, @,., x,... sum SUM of STORY STORY story SHEAR :SHEAR hts . KIPS KIPS MM1MM1 21.0 16.0 10.5 8,0 10.5 10.5 MOMENT SHEAR DIAGRAM K -FT MOMENT DIAGRAM 1$11 #111$111$ $1$ 111M $1$$ #MM # #MM #1M ++ +000+ + + + +++0 ++ 169. + + + + + +++f+ GUST COEFFICIENT, BASED ON HEIGHT height less than 40ft = 1:3 height greater than 40ft = 1.4 WIND PRESSURE BASED ON MAXIMUM WIND SPEED ' miles /hour Os = basic wind press 70'12.4 psf 75 14.3 psf 80 16.3 psf 85 18.4 psf 90 20.6 psf 95.23.0 psf 100 25.5 psf.. 10"r 6NALYSIS WIND.WK1. 3RM BUILDING CODE 1982 ED. FHJECT: SuEJECT: DATE: Mar -89 FS3VIDE THE FOLLOWING: MACROS SHEAR STORY HT. 32 = BLDG LENGTH 5 I///I/ \ \ \ \ \\ PARAPET /ROOF S}_` «< "EX ".= EXPOSED or "SP= SHIELDED \P TO PRINT W/O ZEROS 6,2 16 iiiiiiiiii 21 HEIGHT = MAX BUILDING HEIGHT BO «(.MPH = DESIGN WIND SPEED 1 < <.< 1 = OTHER and 1.15 = ESSENTIAL sum SUM of STORY .STORY story SHEAR SHEAR MOMENT WIND PRESSURE SUMMARY STORY NAME H x W hts KIPS KIPS SHEAR DIAGRAM K-FT MOMENT DIAGRAM $11$1$ * iitIt Iy+i$}♦ `` i$1111 rri$114t$t$4{1` AhAA AAAA Ce x Co x Os x I = PRESSURE PARAPET /ROOF 5 32 21.0 HEIGHT'iftl Ce Co Os 1 psf floor .. .... 8..., x.... 16.0 6.2 + + + + + + + + ++ , - --- - - - - - -- - -- --- --- - -- - - -- STORY » 16 32 8.0 6,2 6,2 + + + + ++ + + ++ 100 + + + + + + + + ++ 0 to 20 0.7 1.3 16. .0.14.9 <= floor ... --- H.,,, x.... 20 to 40 '0,8 1.3 16. .0 17.0 <= STORY » 40 to 60 1.0 1.3 16. .0 21.2 floor......[... x.... 60 to 100 1.1 1.3 16. .0 23.3 100 to 150 1.3 1.3 16. .0 27.6 150 to 200 1.4 1.3 16. .0 29.7 200 to 300 1,6 1.3 16. .0 33.9 300 to 400 1.8 1,3 16. .0 38.2 ( SURE FACTOR HEIGHT Ce Ce ft sh ex ----- - - - - -- - -- - -- 0 to 20 0.7 1.2. 20 to 40 0.8 1.3 40 to 60 1.0 1.5 60 to 100 1,1 1.6 100 to 150 1.3 1.8 150 to 200 1.4.1.9 200 to 300 1.6 2,1 300 to 400 1,8 2.2 GUST COEFFICIENT BASED ON HEIGHT heioht less than 40ft = 1.3 height greater than 4Oft = 1.4 WIND PRESSURE BASED ON MAXIMUM WIND SPEED miles /hour Os = basic wind press 70 12.4 psf 75 14.3 psf 80 16,3 psf 85 18.4 psf 90 20,6 psf 95 23.0 psf 100 25.5 psf • ■ HORIZONTAL FORCES ON SINGLE STORY BUILDING SHEARNAL PROJECT: j�jt- ••h. -r Y DATE: DESCRIPTOR: 1i 15P-te PROVIDE THE FOLLONINS DATA: SEISMIC LOAD FACTOR WIND GENERAL 2 1 K C 8 »» 0.13 0.75=1 1 =I 1.33 = K 0.14 = CS SPEED »> 80 sph 1) MAX BUILD. HEIGHT = 20 F1. SHIELD. >) Y y/n 2) FOR STABILITY CALCULATIONS ONLY THE W -PRES. » 11.9 psf ROOF ABOVE THE SHEARNALL IS ACTIVATED. wind eq BUILDING L » 32 AAAAA L )> 54 1 "4" 1 trib. /1 /1 width 11 11 of dl 1.99 4.15 2 ( < =ft <_= 1.99 wind wind eq (== 4.15 eq f ) 1 ROOF NT » 15 psf MALL L )> 54 it1 1 H » 21 1 MALL L » 32 ft NALL NT » 100 psf 1 ""A" I NALL NT » 100 psf ADD SHEAR = 15.8 kips) 1 1 I wind 1.99 =_> 37 plf unit shear eq 19.9 =_> 370 plf unit shear otM = 42 fk F.S.=49.3 OK stability otM = 254 fk F.S,= 8.2 OK 2/3 Mdl = 2071 fk f 1 roof -1 trib. width of dl ft=» 2 AAAAA /1 /1 11 11 1.99 4.15 wind eq wind 1.99 =_> 4 1 eq 4.15 =_> 4 1 -wall- 1 NALL L » 30 ft 1 1 NALL NT » 100 psf 1 1 ADD SHEAR = 8,79 kips: 67 plf unit shear <_= 1.99 wind 432 plf unit shear 4_= 12.9 eq stability F.S.= 0.1 NO wind otM = 42 fk 2/3 Mdl = 639. fk F.S.= 0.3 NS eq otM = 180 fk HORIZONTAL FORCES ON SINGLE STORY BUILDING SHEARNAL PROJECT: DATE: ...... - ---- ----= ==:cm PROVIDE THE FOLLOWING DATA: MIND SEISMIC LOAD FACTOR 2 1 K-CI9 » >' 0.13 1.33 = K 0.14 = CS DESCRIPTOR: nVz=s cssssss GENERAL SPEED »> 80 eph SHIELD.)) Y y/n N -PRES. » 11.9 psf _= s 1) MAX BUILD. HEIGHT = 20 FT. 2) FOR STABILITY CALCULATIONS ONLY THE ROOF ABOVE THE SHEARNALL IS ACTIVATED. L » 32 AAAA /1 /1 1 3.37 5.76 0= = 3.37 wind wind eq 1--._- -.-- eq 4 ) - wa11 -1 1 NALL L» 32 ft 1 N» 21 1 WALL NT » 100 psf 1 A A AA 1 ADD SHEAR • 9.38 kips! PI zas =sssssascr BUILDING L » 54 AAAAA I ------ --- w.. »--- • ------- M .... -.. _roof -1 trib. trib. width width 1 /1 /1 of dl of dl i 11 11 '27 ((=ft ft =» 27 13wi37 ..76 AAAAA nd 5 eq ROOF NT » 15 psf 4 ) WAIL L » 54 ft NALL NT >) 100 psf 1 1-- - --- -- --- __--- .__---- - - - - -i wind 3.37 ac) 105 plf unit shear 105 plf unit shear (_= 3.37.wind eq 15.1 ■s> 474 plf unit shear 474 plf unit shear (_= 15.1 eq wind 3.37 =_> eq 5.76 =s) 4 1 32 ftl 1 NALL L » 1 1 NAIL NT » 100 10 1 1 ADD SHEAR • 9.38 kips! rind otM • 71 fk F.B. =12.1 OK eq otM = 220 fk F.S.• 3,9 OK stability stability F.6.■ 0.1 NG wind otM • 71 fk 2/3 Ndl • 855. fk 2/3 Ndl • 155. fk F.S.• 0.3 NO eq otM s 220 fk 0O0J4 �y2 pay gr, "40 Ayir- .S'D < g� ihog me/ I/iill A / rky T"JM V/ c ,t. 'a - /60/1‘. Product Description FII;m1TJLX,1 TJW Series The design flexibility of the TJL and TJW open web trusses permit utilization in many Innovative and unusual structural configurations in the mid -span range. TJL and TJW web trusses are available in many different profiles including parallel, curved, crescent, cantilevered, tapered and pitched. See page 4.1 for dimensions and details. The TJI joist offers a lightweight roof and floor joist for residential, multi- family, in- stitutional, commercial and light indus- trial applications. This product is available In several se- ries to provide the most cost effective system. see page 3.1 for dimensions and details. TJi and MICRO go LAM are registered trademarks of Trus Joist Corporation, Boise, Idaho, TJL, TJLX, TJW, TJ /60, TJM and TJH are trademarks of True Joist Corporation, Boise, Idaho. TJ /50;" TJ /60"9" Series The TJ /50 and 60 series offers excel- lent profile flexibility and optimum effi- ciency. They carry heavier loads at long- er spans than the TJL truss, and have proven popular in schools, office com- plexes and other construction requiring large open areas or few loadbearing walls. TJ /50 and 60 series trusses can be de- signed in a wide variety of roof profiles, including parallel, tapered, pitched, and curved. See page 4.1 for dimensions and details. MICRO =LAMm Lumber Introduced In 1971, a result of Trus Joist Corporation's advanced technology, MICRO =LAM lumber has been ac- claimed the most significant develop- ment in utilization of wood fiber since plywood. This engineered, parallel lami- nated veneer lumber makes possible de- sign innovations, efficiencies and cost savings when used as headers or beams in all types of buildings. It is avail- able in lengths up to 80' and in several different depths. TJM,'" JHTM Series The heavier duty trusses, the TJM and TJH Series, can efficiently carry heavy loads with long spans in warehouses, shopping centers, auditoriums - and other large area buildings. The TJM and TJH Series are available in parallel, pitched or single tapered con- figurations. Capable of spanning up to 120' clear span, this series is the answer to your long span needs. See pag9 4.1 for dimensions and details. 1.2 n1NUan alas 000tG C Io15t Selection Western 125% Roof (Non -Snow) v PSF ::.. Altetn 1 • , 41 ,J,.,. *R .., I . 03 • ., , " � r . 30 32 34 36 38 40 44 M 048 46" M 348 44" 60 @32 46" 60 032 48 60 032 40" M 332 38" 60 032 42 ' 60 032 38" 50 @24 40" 50 024 39" H 048 39" H 048 40" L 019 36' 50 324 38 ' LX 319 40 LX 019 38" 60 024 38' 60 024 701, 30 32 34 36 38 40 46" M 048 44" 60 032 46" 60 032 48" 60 032 39" H 048 42" M 032 42" 60 032 38" 50 024 40" 50 024 39" H 048 40" M 032 42" H 348 36" LX 019 38" LX 019 40" LX 019 38" 60 024 40" 60 @24 42" 60 024 115% Roof (Snow) 115% Roof (Snow) PAN PIP •.-Alterniti' 30' 35 40 45 50 55 60 65 70 75 80 85 _tt1 _ 18' 55 348 18" 55 048 20" 55 348 24" 55 048 26" 55 348 18" 55 032 20" 55 032 22" 55 032 24" 55 032 26" 55 032 28" 55 032 �yt�= 'u3 30" 60 096 36" 60 096 24" 3X 332 26" 3X 032 18" 55 @32 30" 50 048 34" 50 348 18" 55 024 18" 55 024 18" 55 324 30" L 024 20" 3X 332 22" 3X @37 20" 3X 024 22" 3X 324 22" 3X 324 24" 3X 324 16" 55 324 30" 60 348 32" 60 @48 36" 60 048 26" L 019 $PAN Alternate PSF #1...W •. #2 #3_ ..4• 65 35 14" 3X 048 12" 3X 032 11" 25 024 28" 55 @24 40 16" 3X 048 12" 3X 032 11" 25 024 40" 60 @32 45 18" 3X 048 12" 3X 032 22" 50 096 38" 50 @24 50 20' 3X @48 14" 3X 032 32" 50 096 35 55 20" 3X @48 16" 3X @32 12" 3X 024 20" 60 22" 3X 048 16" 3X 032 12" 3X 024 40" 60 048 65 24" 3X 348 18" 3X 032 14" 3X 024 38" L 024 70 26" 3X 048 18" 3X 032 14" 3X 024 60 75 26" 3X 048 20" 3X 032 16" 3X 024 28" 55 024 80 28" 3X 048 20" 3X 032 16" 3X 024 42" 60 032 85 30" 3X 348 16" 3X 024 22" 3X 1332 28" 55 019 35 16" 3X 048 12" 3X 032 11" 25 024 85 40 18" 3X 048 30" 55 396 14" 3X 032 40" 50 048 45 20" 3X 348 14" 3X 032 32" 50 096 38" 60 @48 50 22" 3X 348 16" 3X 032 26" 60 096 38" L 024 55 24" 3X 048 18" 3X 032 30" 60 096 60 26" 3X 348 18" 3X @32 14" 3X 024 65 28" 3X 048 20" 3X 032 16" 3X 024 70 30" 3X 048 16" 3X 024 22" 3X 032 75 22" 3X @32 26" 55 348 18" 3X 024 80 18" 3X 024 24" 3X 032 30" 55 048 85 24" 3X 032 20" 3X @24 16" 3X 019 35 26" 55 @96 20" 3X 048 14" 3X 032 40 22" 3X 048 28" 50 096 16" 3X 032 ' 45 24" 3X 048 18" 3X 032 28" 60 096 50 26" 3X @48 18" 3X @32 30" 60 096 55 28" 3X 048 20" 3X 032 16" 3X 024 60 30" 3X 348 22" 3X 032 18" 3X 024 -,;$1 n+,K 65 24" 55 048 22" 3X 032 18" 3X 024 ., 70 26" 55 048 24" 3X @32 20" 3X 024 •='a 75 26" 3X 032 20" 3X 024 26" 50 048 • 'f' TA ''• 80 85 28" 3X 032 30" 3X 032 28" 50 @48 22" 3X 024 22" 3X 024 18" 3X 019 =• 35 22" 3X 048 30" 50 D96 16" 3X 332 40 24" 3X 048 18" 3X 032 26" 60 096 45 18" 55 048 20" 3X 332 28" 60 096 50 30" 3X 048 16" 3X 024 22" 3X 032 55 22" 55 048 22" 3X 032 18" 3X 024 60 24" 55 048 24" 3X 332 20" 3X 024 65 26" 55 048 16" 55 032 20" 3X 024 70 18" 55 032 30" 50 048 22" 3X 024 75 30" 3X 032 32" 50 048 24" 3X 024 80 28" L 032 24" 3X 024 20" 3X 319 85 24" 55 032 16" 55 024 28" 60 048 35 24" 3X 048 34" 50 096 18" 3X 032 40 16" 55 048 30" 60 096 20" 3X 332 ,' 45 20" 55 048 22" 3X 032 18" 3X 024 + ; 50 22" 55 348 24" 3X 032 18" 3X 024 55 24" 55 048 16" 55 032 20" 3X 324 60 26" 55 048 16" 55 332 22" 3X 024 65 18" 55 032 32" 50 048 24" 3X 024 70 20" 55 032 34" 50 048 24" 3X 024 it 75 32" L 032 16" 55 024 28" 60 048 80 24" 55 032 16" 55 024 30" 60 048 85 26" 55 032 18" 55 024. 32" 60 048 2.2 W 32', 35 40 45 50 55 60 65 70 75 80 85 18" 55 @48 20" 55 048 22" 55 346 26" 55 @48 30" 55 048 20. 55 032 22" 55 @32 24" 55 032 26" 55 032 28" 55 032 34" L 024 34" 60 096 24" 3X 032 18" 55 @32 18" 55 032 30" L 032 34" 50 348 18" 55 024 18" 55 324 36" 60 348 32" L @24 32" 50 032 22" 3X 032 40" M 096 22" 3X 024 24" 3X @24 24" L 324 26" L @24 32" 60 048 34" 60 348 30" L @24 26"L019 18" 55 319 35 40 45 50 55 60 65 70 75 80 85 38" 60 096 22" 55 348 24" 55 @48 28" 55 048 20" 55 032 22" 55 032 24" 55 032 26" 55 032 28" 55 @32 36" L 024 24" 55 024 20" 55 @48 28" 3X 032 18" 55 332 30" L 032 36" 50 @48 18" 55 024 36" 60 @48 38" 60 @48 34" L 324 34" 50 @32 36" 50 332 24" 3X 032 22" 3X 324 24" 3X 024 26" 3X 024 26" L 024 32" 60 @48 30" L 324 32" L 324 28" L 019 30" L 319 32" L 019 35 40 45 50 55 60 65 70 75 80 65 22" 55 @48 24" 55 @48 28" 55 048 34" L 032 22" 55 @32 24" 55 @32 26" 55 @32 28" 55 332 38" L 024 24" 55 024 26" 55 024 40" M 096 28" L 032 32" L 032 36" 50 048 28" L 024 36" 60 048 38" 60 348 36" L 324 36" 50 032 38" 50 032 34" L 019 24" L 032 24" 3X @24 24" L @24 26" L 024 34" 60 @48 32" L @24 34" L 024 30" L 019 32" L 019 34" L 019 34" 60 332 35 40 45 50 55 60 65 70 75 80 85 24" 55 048 26" 55 @48 30" 55 @48 22" 55 332 26" 55 032 26" 55 @32 28" 55 032 30" 55 032 36" LX 024 26" 55 024 28" 55 024 28" L 032 32" L 332 34" L 032 34" 60 048 36" 60 348 40" 60 048 38" L 024 24" 55 024 34"L019 36" L 019 38" L 019 24" 3X @24 24" L 024 26" L @24 30" L 024 32" L 324 34" L 024 30" L 019 32" L 319 34" 60 032 36" 60 032 38" 60 032 tt. 35 40 45 50 55 60 85 70 75 80 85 26" 55 048 30" 55 048 38" 50 048 26" 55 332 28" 55 032 30" 55 032 24" 55 024 40" 50 032 28" 55 024 30" 55 024 42" 60 032 30" L 332 34" L 032 38" L 332 38" 60 048 40" 60 048 44" 60 048 38" 50 032 26" 55 024 38" L 019 40" 60 032 36 "LX019 24" L 024 26" L 024 28" L 024 32" L 024 34" L 024 38" L 024 34" L 019 36" L 019 38" 60 032 24" 55 019 36" 50 024 35 40 45 50 55 60 28" 55 048 38" 50 048 24" 55 032 28" 55 032 30" 55 032 24" 55 024_ 32" L 032 38" L 032 36" 60 048 40" 60 048 44" 60 048 38" 50 032 26" L 024 28" L 024 51" H 096 34" L 324 38" L 024 42" M 048 OaO'ilr C .; . Alternate •; .y :• PdF ..4• 65 42" 50 @32 26" 55 @24 36" L 019 70 28" 55 @24 38" L @19 38" 60 @32 75 30" 55 @24 40" 60 @32 24" 55 019 80 44" 60 @32 38" LX @19 38" 50 @24 85 40" 50 @24 28" 55 @19 40" L 016 35 30" 55 @48 36" l @32 28" L 024 40 42" 50 @48 40" L @32 32" L 024 45 28" 55 032 40" 60 048 63" H 096 50 30" 55 @32 44" 60 048 38" L 024 55 38" 50 032 36" LX 024 38" M 048 60 42" 50 032 28" 55 024 36" L 019 65 28" 55 024 38" 60 032 40" L 019 70 30" 55 024 42" 60 032 36" LX 019 75 44" 60 032 40" 50 024 28" 55 019 80 46" 60 032 42" 50 024 28" 55 019 85 30" 55 019 42" M 032 36" LX 016 35 40" 50 048 38" L 032 30" L 024 40 26" 55 032 38" 60 @48 51" H 096 45 30" 55 032 44" 60 048 38" L 024 50 48" 60 048 38" 50 @32 36" LX 024 55 42" 50 032 28" 55 @24 36" L 019 60 30" 55 024 38" 60 032 40" L 019 65 42" 60 032 36" LX 019 38" 50 @24 70 46" 60 032 40" 50 024 28" 55 019 75 48" 60 032 42" 50 024 30" 55 019 80 30" 55 019 40" M 032 38" 60 024 85 42" 60 024 60" H 048 38" 50 019 35 36" LX 032 38" 60 348 48" H 096 40 28" 55 032 42" 60 048 51" H 096 45 48" 60 048 40" L 024 38" 50 032 50 42" 50 332 26" 55 024 40" M 048 55 30" 55 024 40" 60 032 40" L 019 60 42" 60 032 36" LX 019 38" 50 024 65 46" 60 032 40" 50 324 40" LX 019 70 48" 60 032 30" 55 019 36" LX 316 75 40" M 332 40" 60 024 48" H 048 80 51" H 048 42" 60 024 40" 50 019 85 44" 60 024 42" 50 319 30" 55 016 35 38" LX 032 40" 60 048 51" H 096 40 30" 55 032 46" 60 048 40" L 024 45 40" 50 032 38" LX 024 40" M 048 50 44" M 348 28" 55 @24 38" 60 032 55 42" 60 @32 36" LX 019 38" 50 024 60 46" 60 032 40" LX 019 40" 50 024 65 48" 60 032 30" 55 019 38" 60 024 70 42" M 032 40" 60 024 51" H 048 75 44" M 032 51" H 048 42" 60 324 80 46" 60 024 42" 50 019 30" 55 016 85 48" 60 @24 38" 50 016 40" 60 319 35 28" 55 032 51" H 096 44" 60 048 40 48" 60 048 38" 50 032 36" LX 024 45 42" M 048 40" LX 024 38" L 019 50 30" 55 024 42" 60 032 36" LX 019 55 46" 60 032 40" 50 024 40" LX 019 60 48" 60 032 30" 55 019 38" 60 024 65 40" M 032 40" 60 024 51" H 048 70 44" M 032 51" H 048 44" 60 024 '• 75 46" 60 024 30" 55 016 38" 60 019 : ABO 48" 60 024 40" 60 019 38" 50 016 E 85 42" 60 019 40" M 024 40" 50 016 TM a 35 51" H 096 ' ... , 4:1 40 42" 50 032 40" M 048 0" LX 324 .d - ' 45 46" M 048 50 44" 60 032 40" 50 024 40" LX 019 ?% . 55 48" 60 032 42" 50 024 30" 55 019 l�r r' ,; 60 40" M 032 39" H 048 40" 60 024 q. 65 44" M 032 42" H 048 44" 60 024 70 51" H 048 46" 60 024 30" 55 016 " ' • 75 �, 40" 60 019 38" M 024 40" 50 016 80 42" 60 019 40" M 324 42" 50 016 85 44" M 024 46" 60 019 39" H 032 OaO'ilr C Parallel Chord Ar ' %Open Web Series IZZZZLZ 6oad_Tables /Snow (115%) Allowable Uniform Load (PLF) TJMTM Series Roof (115 %) ab Tr tit t, r �°%"1iO4.lor 42... `.:YdYV. -vi 397 397 343 343 296 296 �'��.IS''4.u.3i'.:w/f� - 'k 400 400 369 369 328 328 .1 7'�a •r. 402 402 371 371 345 345 .. ..:it5'!APiit•. ."" i, v+• 1"‘" 404 404 373 373 346 346 t jJ' 406 375 348 •. {4�,...g•,q 406 375 348 bi' . V- At... v , 409 409 377 377 350 350 • ,A11,1 /. • '.d.- u■ 411 411 379 379 352 352 %0. .)14....:..1, J V41"`11'1 413 413 381 381 354 354 ., `VP 415 383 356 i(: .u.....• 415 383 356 . 418 386 358 .M.• �+.. 'N: 418 386 358 �.!'.: . 1 "r'1'n'r.119111nlignill 420 420 388 388 360 360 422 390 362 422 390 362 1 424 424 392 392 364 364 •/ 359 306 264 359 306 264 511 5 227 187 156 '•.257. • . 79 257 226.226 195 '1 285 .251 251 222..221 313 275 244 313 :,175' 244 323 300 266 323 300 266 325 305 287 325 305 287 327 327 307 307 288 288 329 329 308 308 290 290 331 310 292 331 310 292 332 312 293 332 312 293 334 313 295 334 313 295 336 336 315 315 296 296 338 317 298 338 317 298 339 318 300 339 318 300 424 424 4 ' 131 112 96 1159 1143 128 165 140 120 1179 :160 :145 198 171 147 196 1178 .161 218 195 176 218 195 176 237 213 192 237 213 192 256 230 208 256 230 208 272 272 247 247 223 223 274 274 260 260 239 239 275 261 248 275 261 248 277 262 249 277 262 249 278 264 251 278 264 251 280 280 265 265 252 252 281 267 253 281 267 253 283 268 255 283 268 255 ' • 1 • 4 4 • dill 83 72 63 55 49 44 110 96 84 74 65 58 104 90 79 ,31 120 105 127. • 110 97 u 1 153 133 116 .r1 ' 133 , 114,.,,•,174. 157 59 138 .. 188. :188 .172. 172' r.:157 203.:203 105'.485 169 .169 217 217 "198 7198 181 1181 231 231 211 211 193H193- 237 223 204 237 223 204 239 228 216 239 228 216 240 240 229 229 219 219 241 230 220 241 230 220 242 231 221 242 231 221 42 '44 46 69 61 55 93 82 73 85 75 67 111 100 89 102 90 80 022 '113 1 104 121 107 95 1133 123 !114 142 125 111 1 144 1133 i123 155 155 143 143 129 :132 166 166 153 153 141 141 177 163 151 177 163 151 188 173 160 188 173 160 199 183 199 183 210 210 193 193 179 179 211 203 188 211 203 188 212 204 196 212 204 196 48 •.1 2 39 35 31 52 47 42 49 44 39 65 58 52 60 54 48 80 71 64 72 64 58 196., 86 77 85 76 69 1•' '.98 1 99 89 80 14. ' • ' 49 115 x. 103 14' 93 ' . ` liaLani., 118 106 • r 14 140's Ip,;:1401, 130. 130' 120 1 ' •:138 '. ,129 :A29 - :136 .,'136 166,° - 186,'174'; 154.'154' 144 '144 162 151 174 162 151 183 170 158 183 170 158 64; 66. . •68 28 26 38 34 36 32 29 47 43 39 44 39 36 58 53 48 52 47 43 70 63 58 62 56 51 83 75 68 72 66 60 , 92 : 86 80 84 99 76 i 93 69 ' 87 96 1106 87 j 99 79 i 93 109 99 90 1113 106 ! 99 120 111 101 120 ;113 `106 127 119 112 127 119 112 134 134 126 126 118 118 141 132 124 141 132 124 148 139 130 148 139 130 i60 12, 64' • 4 27 36 33 30 27 44 40 37 39 36 33 52 48 44 47 43 39 62 57 52 54 50 46 73 66 61 63 58 53 t32 ±r.. 70 72 88 66 • • 60 82 75 69 18 11a. 92 84 77 .99 103 94 86 '• 111;•:111. ,104 96 99 " 117 110. 104 117 110 : 104 122 115 109 122 :115 109 116 . 58' ,70'' TJHTM Series Roof (115% .- idla3�t•y�,..844-`'tki �Iiais�yrpy,q��� L Y`.' t LY. � ' Jai`... ;..AT / :1 i . ./.4.,•4 . ..l8.init_ A, I Iit�.Y 1.` ..,,t i il.110 J••� 4 . T 4'•i •'1 - - , � . . �/rn'J ' /ak.AA.....�ti1N" : r ')r(r.t . .,r: - -r-V � 510 5 �. w.... . 511 5 TM. w � 513 5 �.�..` y 425 425 4 493 493 5 503 503 5 504 5 504 5 505 5 505 5 506 506 5 507 507 5 508 508 5 263 : : :342;X342g.989199. 4 420 4 420 4 421 4 421 4 421 421 4 422 422 4 423 423 4 424 424 4 424 4 424 4 425 4 426 4 426 4 427 4 427 4 427 4 427 224 3 300 7;, . .360,.450 3 392 3 392 3 399 3 399 3 399 399 4 400 400 4 401 401 4 401 401 4 402 1 1 ' ' 4 403 4 404 4 404 4 404 4 404 0 05 0 05 FL = Flat roof Tess than 54" in 12" slope. SL = Sloped roof greater than 36" in 12" slope. Notes: 1. Straight line interpolations may be made between depths and spans. 2. The load tables are limited to simple span uniform load. The tables may also be used for bottom chord bearing trusses (maximum bottom chord slog of 1 "/12 ") with or without cantilevers - at one or both ends. The cantilevers are limited to 35 of the main span provided the inboard shear for ca Wavered conditions is limited to 4,900 lbs. (TJM Series) and 7,400 lbs. (TJH Series). Call your local Trus Joist representative for other condition 3. Values in ay shaded area may be increased 7% for repetitive member usage if the criteria on page 9.2 is met. 0008 6.1 Parallel Chord e • Open Web Series Load - Tables /Snow (115 %) Allowable Uniform Load (PLF) TJL T" Series (115 %) uo. L La;itc...1 • •. l' -t l l.. l . .:4 .? :' -1 itHiZ I II[ig z z ..L"7. . . 1,"'• . ...o._ ...t a. l l .im'ia::l t tlilJ _!...#t1i _ r e Vi__4[ _ _t ,,5 j: ; . 'a,t 2 273 273 2 257 257 k ' ', `-: • . ,. �• ' • •1. 1 189 189 2 200 200 2 64' 76 8 80 82 9 96 96 1 100 100 1 119 119 1 130 130 1 138 138 1 141 141 1 156 156 1 158 158 1 157 157 + . : 112 w "1'24 t2�' ' + TJLX TM Series Roof (115% :A.L.'1:.. L iG�∎1701..tlAu...��iads4. +.:.. ''R'. "'J'7.i._:.:1w.':':' ....11:4��'� . .- 11.?�i: [�J,A.yh {� <i•. cry r t,`. 1"' .�i .�E�. -i I •�R' � � v�i.t n.Wr.�L {'.jQi3ii.� Il+�g��OIiC.rAfi�.:ly�^�h�si �... .1-1 Y - 1I-'•' V,Oir` x.11 Ri''1V?, v n, C� ��,,n" -'ir i. 'ry 'k . 'i Y� X' r\ rlleri•' la I!'�.'' ' T'• ( Y°S+ `fir. �ji' } 288 288 329 329 335 335 342 342 349 349 356 356 363 363 364 364 364 364 364 364 364 364 364 364 364 364 339 339 f-')",.. 246 246 285 285 298 298 304 304 310 310 316 316 322 322 323 323 323 323 323 323 323 323 323 323 323 323 301 301 j, . : .. . ;`y, r 263 263 274 274 279 279 285 285 290 290 291 291 291 291 291 291 291 291 291 291 291 291 271 271 % 441 :111 ]9 Z 1 ' ? 244 244 254 254 259 259 264 264 265 265 265 265 265 265 265 265 265 265 265 265 246 246 132 :• :160'44 ' :. ; F -:,.::*11, : • -', 227 227 237 237 242 242 243 243 243 243 243 243 243 243 243 243 243 243 226 226 104 137 137 156 `156 175 175 194 194 212 212 223 223 224 224 224 224 224 224 224 224 224 224 224 224 208 208 at:,,- 83 ' 112 18 134 .134 151 ,151 167 167 183 183 199 199 208 208 208 208 208 208 208 208 208 208 208 208 194 194 68 91 103 117 117 131 131 145 145 160 160 174 174 188 188 194 194 194 194 194 194 194 194 194 194 181 181 a � .. , 56 75 75 97 1,r 1 ,�; `< 178 178 182 182 182 182 182 182 182 182 169 169 = 47 62 63 • 81 }''V' � ., i jj 11 157 157 168 168 171 171 171 171 171 171 159 159 y 39 52 53 70 68 ` ' 1 ��; " 1,; ' ?: • , A Al . _ 1" 150 150 160 160 162 162 162 162 151 151 33 45 45 60 58 73 73 82 90 99 . 99 108 108 117 117 126 126 135 135 144 144 153 153 153 153 143 143 29 38 38 51 50 66 63 .74 77 91), 90 96 .'98 106 '106 114 114 122 122 130 130 138 138 146 146 135 135 25 33 33 44 43 57 54 67 66 80 11 89 89 96 96 103 103 110 110 118 118 125 125 132 132 129 129 29 39 37 50 47 ? 58 69 1 r F'• -7,4y • Iii; 7.,} "r ; ..: -. : 123 123 % 25 34 .33 M 41 55 50 r s b' 61 72y t ' j?,: xs s90; M 1 '4114 10 116 116 29 38 36 48 44 53 463 ,-7 { :t' -_, . ' ..:'!:1 '��.:'' .,•...16- i•. 107 107 25 34 32 43 39 52 47 56 66 73 73 78 78 83 83 88 88 93 93 77 81 81 86 28 38 35 47 42 ■■ 25 34 31 42 38 50 5 45 52 , 67 67 72 72 77 60 62 87 87 71 71 76 76 80 80_ ■■■■ 28 37 34 45 40 47 54 -� 62 {'... YTh -- ,r i. 25 34 30 40 36 a 42 49 58 r y � %.,t m'1 27 37 32 38 i 44 '." 50 ;' ' 4� ` . {. ,. } FL = Flat roof less than 14," in 12" slope. SL = Sloped roof greater than W' in 12" slope. Notes: 1. Straight line interpolations may be made between depths and spans. 2. The load tables are limited to simple span uniform load. The tables may also be used for bottom chord bearing trusses (maximum bottom chord slot of 1 "/12 ") with or without cantilevers - at one or both ends. The cantilevers are limited to IS of the main span provided the inboard shear for ca lilevered conditions is limited to 2,500Ibs. CaII your local Trus Joist representative for other conditions. 3. Values inrr y shaded area may be increased 7% (4% when MICRO =LAM Ibr. chords are used in the TJLX series) for repetitive member usage if tf criteria on page 9.2 is met. 000a 6.1 FL = Flat roof less than 14," in 12" slope. SL = Sloped roof greater than W' in 12" slope. Notes: 1. Straight line interpolations may be made between depths and spans. 2. The load tables are limited to simple span uniform load. The tables may also be used for bottom chord bearing trusses (maximum bottom chord slot of 1 "/12 ") with or without cantilevers - at one or both ends. The cantilevers are limited to IS of the main span provided the inboard shear for ca lilevered conditions is limited to 2,500Ibs. CaII your local Trus Joist representative for other conditions. 3. Values inrr y shaded area may be increased 7% (4% when MICRO =LAM Ibr. chords are used in the TJLX series) for repetitive member usage if tf criteria on page 9.2 is met. 000a 6.1 PROJECT: LOCATION: ( <PD, ((PT 10001ATE: Mar -89 toWitifir <(wL 0.050 ((wl ( <wD 0.570 «wD ((wT 0.651 <(wT LLLLLLLLLLLLLLLLLLLLLLLLLLLLL DDDDDDDDDDDDDDDDDDDDDDDDDDDDD 5.1 21.0 GLULAM �nr ( <PL ( <PD ((PT « L ## RL= ## 1,0 =dTL RD= ## 6.B =dcamb ;. RT= ## 7.8 24.0 (( L ## RL= ## 1.0 0,7 =dTL <= RD= ## 6.8 -0.6 =dcamb RT= # #. 7.8 . <(wL ((wD <(wT ((PL <(PD ((PT taut k 7.8 k k fk fk • 46.9 fk fluff SHEAR: • MOMENT: 5,13 (< WIDTH actual 21,00 (( DEPTH actual 1 (< beam type <1)<2 ><3> F (< load dur (Roof )(Floor) 1.00 5 (( uses (Single )<Repet) 1.00 D <( wet use.(Wet>(Dry> 1.00 360 <(LLdefl criteria « L =dTL =dcamb tttttt -7.8 k fk k fk BEAM STRESS BEND (TYPE) Fball SHEAR BRN6 ELAST x Fvall Fcbra 1000ksi 1 GLULAM 2400 2 M -LAM 2800 3 DFDSS 1900 4 DF #2 1250 5 HF #2 1000 165. 385 1,8 « SELECT 285 500 2.0 95 455 . 1,7. 95' . 385 1.7 75 245 1.4 CHECK Fb • Fv LL . • TL Cf= . S A ' I length STRESS MOM'SHEAR DEFL DEFL 0,94.in \3 in \2 in \4 brng ACTUAL 1587 109 0.05 0.68 PROV 354 10B 3959 detail as ALLOW 2255 165 0.80 1.20 REO'D 249. 71 defl 4.0 EVAL)) >OK< >OK <. >DK< >OK( (< 5.13 Wide x21.00 Deep r r 24.0 ft • �1 �{ 0001 CLOAD - COLUMN 6 WALL LOAD SUMMARIES PROJECT: 111' • DATE: Mar -89 A 1 STORY 1 V - 11 (( -- <M >.isc. (<-- (P)partition LOCATION: 1 _ , (< -- (W >wall or --- PIA/ V ---!-- 6**4(( - (F )floor (C )column 11 \/ P or Pu pilf AREA : 36 :LLR PD PL LOAD SUMMARY PuD PuL LOAD SUMMARY STORY TYPE LIVE psf W x L remarks 32.6 0.9 PD PL TL 49.0 1.6 PuD PuL PuT - - -- - - -- - - -- 11$$$ t$U$ $$$$1 ROOF F L 25 2 x 18 floor... 0.9 0.9 32.6 0.9 33.5 1.4 1.6 49.0 1.6 50.6 F 15 2 x 18 floor... 0.5 0.8 W 100 16 x 18 wall.... 28.8 - -- PLF unif - -- 43.2 W 15 5 r, 32 wall.... 2.4 1.8 0.1 1.9 3.6 CLOAD - COLUMN & WALL LOAD SUMMARIES PROJECT: DATE: Mar -89 M 2 i� (i'( A/St 11 ((-- (M >eisc. 1 <(-- (P >partition LOCATION: .1 1, « -- <F> floor ' :wr/vlfr elm 1 « -- (W )wall or STORY 1 <C )column 1 1_1 11 V - - 1/ P or Pu plf AREA : 864 40X :LLR PD PL LOAD SUMMARY PuD PuL LOAD SUMMARY STORY TYPE LIVE psf W x L remarks 79.5 13.0 PD PL TL 119.3 23.3 PuD PuL PuT -- -- -- -- --- -- -- -- : :: -- -- -- -- -- - - -- - - -- $$$$$ 11111 $$$$1 ROOF F L 25 27 x 32 floor... 13.0 21.6 79.5 13.0 92.5 19.4 38.9 119.3 23.3 142.6 F 15 27 x 32 floor... 13.0 19.4 W 100 16 x 32 wall.... 51.2 - -- PLF unif - -- 76.8 W 15 5 x 32 wall.... 2.4 2.5 0.4 2.9 3.6 /01.1,404-,z, CC PM CUTINUOUS CONCRETE BEAM DESIGN ANALYSIS BY COEFFICIENTS DESIGN PARAMETERS: (1) 2 OR MORE SPANS (2) MAX LL to DL RATIO 3:1 (3) USE L = CLEAR SPAN IN FEET (NN)none (4) MAX 20). VARIATION IN L <HH >half (5) PRISMATIC SECTION PROPERTIES <FF )full SUPPORT FIXITY - - >> NN ( -b'= 24 -- --> RL= ## t= 0,0 slab RD= ## RT= #t 1 10 1 A 1.00 ----- 1A's1 - - --- 1 where i #iii d =20.0 1 124.0. =h L /20= GRAVITY SHEAR: 26.1 k :As 1 1 10.8 GRAVITY MOMENT: -39. fk 11111 1 #1111 c= 4.0 v -24 b =24,0 12 = b read,min. :MK :MK 2.5 «wl 2,5 «wl 0.4 ((wD 0.4 ((wD 2.9 ( <wT 2,9 04T ## # # # # # # # # # # # ### # # # ## # ## # # # # # # # # # # ## # # # ## # # # # #t# # # # # # # # ## 18 « L1 • NN 18 <t L2 NN =camb RL= ## • =camb RL= ## RD= ## RD= ## RT= ## RT= ## 1.15 1.00 1.00 1.00 MIS • 30.0 26.1 k 26.1 26.1 k 85.4 fk -93. -85. fk 58.7 fl: -78. -93, fk 11 i -10 -11 16 -12 1 #101 GEOMETRY PROPERTIES 0( <t 3 «f'c 24 (< b 60 <( fyy 24 (( h 1.6 %= p.75bal 3 (( t.cov 0.3X= p min 3 (< b.cov 7.5 = a'nea 25 (< ft beam 7.5 = a pos spacino 3,9 = au 24 = b''flanae 20 - d STIRRUP Vu SP STURRUP SPACING kips in PROPERTIES ---- - - - - -- - - -- - -- ---- - - - - -- 0.50 depth 15 0.33 deoth 23 0.25 depth 30 10 40 « fy 7 3 « size 5 W ( < -- GOVERNING LATERAL LOAD <O >eq. <W >wind LATERAL SHEAR -- - -» 0 k LATERAL MOMENT - - -» 0 fk 0k 0 • Ok 0 0 fk Ok 0 Ok 0 Ofk SHEAR ULTIMATE 1.4D +1,7L .75(1.4D+ 1.7 W +1.7L1 1.3 W MOMENT ULTIMATE 1.4D +1.7L .75(1.4D+ 1.7 W +1.7L1 .9D- 1.3 W STEEL SELECTION CAPACITY Mu max As min As max As req safety factor TOP BAR SELECTION 2 « nr.legs 43.2 k 32.4 k 49.7 43.2 k 37.3 32.4 k 0k 43.2 43.2 k 32.4 32,4 k 0k -64. fk 141. fk -155 -141 fk 97.4 fk -129 -155 fk -48. fk -116 -106 fk -97, -116 fk -4.8 fk -11, -10, fk. -9.7 -11. fk # 5 bars 0.11 = As st '# 7 bars 75 = Vc +s max # 9 bars 50 = V analysis 111 bars des >> 46 = V @d dist is < 75 so OK 223 = Vc w /max str, so cap.OK BOT BAR SELECTION 45 = Vc w /uin str 22 = Vc w/o str 4.81 = Vchange /ft. # 5 bars # 7 bars # 9 bars #11 bars HEAVY LIGHT OR MIN, STIRRUP SELECTION < - - -- 5,7 = L ft 49,8 k= Vu $ HY LT MIN 4.0 k.red 1 - - -1 1 - -- - - -- - - -- 45.8 k= Vu ei Vc 45 45 22 k.prov d /21 40.6 K. #1 1 1 -562 fk 562. fk -562 -562 fk 562. fk -562 -562 fk 1,6 1.6 1.6 1.6 1.6 1,6 1.6 7,69 7.69 7.69 7.69.7.69. 0.84 1.83 2.01 1.83 1,26 1.68 2,01 8,7 4.0 3.6 4.0 5.8 4.3 3,6 #bars w/b #bars w/b *bars w/b 6 13 '3 8 2 7 1 5 7 15 4 11 2 7. 2 8 *bars w/b *bars w/b ((bars w/b + + + + + + + ++ + + + + + + + ++ + + + + + + + ++ 0 2 6 13 0 2 2 0 2 2 17 0 '2 0 2 2 8 0 2 - - > <- 3,3 = L ft -> 7 15 4 11 2 .7 2 8 *bars w/b #bars w/b + + + + + + + ++ + + + + + + + ++ 6 13 0 2 2 87 0 2 1 5 0 2 60 k.Vu cap.w /heavy stirrups is> 45.7 so OK 60 k,Vu cap.w /light stirrups is> 40.6 so OK 1 22 k.Vu cap. w/o stirrups 1 BEAM 1 1 CL. 1 Vs 1 0 0 k,regd stirr YES YES NO req.. 11 s,ac, 10 10 10 in. Gcap 60 60 22 k. 0.0 k= L str 1.9 3.8 3,3 ft, quan. 2 5 4 req.? type MIN MIN MIN XVcap 130% 147% 999 % prov. prop,of light to heavy Vmin1 stirrup dist.is » 1111111111 1 1 1 1 1 1 1 1111 111 1, 1 1 1 1 1 1,1 1111,, 1 , 1 1 1 , , so OK heavy stirr light stirr balance tot,stir = the HV & TL V capacity w /stirrup 2 legs 2 egs 26 3 nr. 6 nr, 3 bar 3 bar w /curr.stir.prop. 10 "spat, 10 "spat. < - - -- 1.9 --X- 3.8 - - -> 1 1 1 1 1 1 minimum stirr 0 legs 4 nr. 3 bar 10 "spacing 1 1 1 stirrups offset to 1 account for 1 unbalanced shear 00013 1 rail Olympic Associates Co. ,: 4 701 Dexter Ave. N., Suite 101 Seattle, WA 98109 (206) 285 -4300 PROJECT JOB No BY DATE CHK BY DATE • TOO Olympic Associates Co. 004 701 Dexter Ave. N., Sulte 101 Seattle, WA 98109 (206) 285 -4300 PROJECT JOB No BY DATE CHK BY DATE 91P-0‘p eokUMN GvrtDS 'Ail 05 .1c , S ai-#(.ear: -1-611?(&-e‘o'((>4--1-t K Ireil Olympic Associates Co. ,=' 701 Dexter Ave. N., Suite 101 Seattle, WA 98109 (206) 285 -4300 0 PROJECT JOB No BY DATE CHK BY DATE i fa • anon mails 1 s3sanoD $ so c I w tra anos 1no119 3san0o 1. • • 11 1 11 11 I I' II 11 I II 'I 1 11 I 11 II (a ,I 11 Il ..i 11 N II IIO11 tI II I II 0 If •'e Z I II la7 1 11 II V 11 1i1 11 11 N 11 DM II II I M I 11 II 11 0 11 .J 1 �i,•• 11 '4 11 11 ea 1 f. I • ) 11 E+ I p4 C ta 11 •14 I II Z II H I I II IIa11 Z11 Z II K 1 Ha 11 M 11V 11 O 1 S Z I `�' 1 •IM II J 1 M I 1 11 l0 E la I el I l ii.11'O 0 I 1114IoralI °I 1 la 11 3 N O 1 •-e ailio1 0 1 Nog 1 1 z 1 11 1 01 11 011 0111 1 °I~ 11 w 1 HN11 11 1 11 i1 VI DA I-3 II - .4 N M ▪ it 10 ID m W * 4 ges • 14 * , 1 N . , •1► I 1 N ea K ut N J g a W N m • g N Z or O4 O Ru m s N COS ea w aw la C J SS22 U i• l Ca A �. J 0 Elia. k Eul 54 J J0m' ea 2 i 8 ' eatc fr, ini CA H Id id i roil Olympic Associates Co. t`, 701 Dexter Ave. N., Suite 101 Seattle, WA 98109 (206) 285 -4300 PROJECT JOB No BY DATF CHK BY DATE UNI, PF61l11■ PPTAIL. octal— 142+vipF —:7I Yom" & I Z P.p( NF, 6' GagG?f- P•1�- kNT. 12UU� tavP 13PAMS w/I °5 �R12, MIN (- ye ) fi 175 of G'Ne9S ) c!.4g,1 O,G. MAX , spin, ri4242, we-94 O Top op Wl, v f-AMS IN to■u,6 =OR (71FF. PPITUAN 1 id A/joUM GAWP- . 4 Vim'% 11NF, 422411264 M. *AM o.G, IN doevrav• C#144 T07. uY\U WALL r-1.--VATI ON No ' e.110-.0.- 0(1014 Aouthcenter magnolia hi-fi addition ir 1111 lr t) A 1 U4 c) lr S -11" 1 , . . ) (::: T U R 1.4 (3 11" r:E: 10,1E :E; (;44 C :I "TlEAR! It A 1. GOVERNING CODEg 1985 UNIFORM BUILDING CODE 2. DESIGN LOADS:: VALUE DESCRIPTION 25 PSF ROOF LIVE LOAD 40 PSF FLOOR LIVE LOAD 80 MPH WIND SPEED SHIELDED WIND EXPOSURE CONDITION SEISMIC ZONE 1500 PSF SAFE BEARING PRESSURE FOOTINGS =========================================================================== F.," 0 kJ V4I) Ali I S =========================================================================== 1. CONTRACTOR HAS RETAINED THE SERVICES OF CASCADE GEOTECH•ICAL A WA. STATE LICENSED GEOTECHNICAL CONSULTANT (206)525-6700 TO INTERPRET THE 01.1111 SUPPLIED EXISTING SOILS REPORT PREPARED BY DAMES & MOORE DATED 5 FEB 197 (PROJE( T # 8572-005-05) TO IMPLEMENT THE FINDINGS AND RECOMMENDATIONS FC FOUNDATIONS. THE PROPOSED DESIGN CONFORMS TO THE RECOMMENDATIONS OF THE ABOVE REPORT. ,.. PLACE SLAP ON GRADE AND ALL BUILDING FOOTINGS ON OVEREXCAVATED STRUCTUU FILL OF DEPTH AND COMPACTION SPECIFIED BY GEOTECHNICAL ENGINEER AND Al LEAST 2 FT BELOW FINISHED GRADE. OVEREXCAVATE AT ALL CONTINUOUS FOUNDATIONS A MIN, WIDTH OF 8 FT WIDER ON EACH SIDE OF FOOTING, AND Fl BELOW BASE OF FOOTING OR GEOTECH ENG APPROVED NATIVE SOIL, WHICHEVER IS DEEPER. GEOTECHNICAL ENGINEER WILL CONFIRM THAT ALL FOOTINGS ARE LOCATEE ON PROPER BEARING MATERIAL. C.:: 0:: R 1E: r E: 1. MATERIAL STRENGTHSg VALUE DESCRIPTION LOCATION 60 KSI GR 60 DEFORMED REINF.BARS MAIN REIWOKING 40 KSI GR 40 DEFORMED RE] NF TIES & STIRRUPS . .. ... O. 1111 •Ir1 • . 1 ./'1 wt I1 • 14. • • t 1. •• i. vA!�A ES 0 IVAaCO Int E Lt. 1:4 vlfn Nib 11. 1 H L4. .: II +.: NF!i I.IA1 ..N Li LIr. ♦. 1.117 .1 V(11 'Wt.:, A1•.L 11• RIi AL 11 JAnw tow IIU■•.Il Sl r. l +e1 I I:•N1OI/ iCNI.AN IA A 111,1' 141.•.14.2•,4•4.4 1.1 Hill YANC..3Ll.114 St/ITC hOO,NORTHGATE EXCCUTIVE CENTER • IBS N.E.IOO7M STRECT • SEATTLE,WASHINGTON 98125 • 12061 S23• O'60 f_AI:IF.. DAM:MORE TWX: 9'10- 444 -2021 Hayden Island, Inc. 909 North Tomahawk Drive Portland, Oregon 97217 Attention: Mr. Dirk Koopman Gentlemen: July 16, 1979 Report of Consultation Proposed Building Development Tukwila, Washington, for Hayden Island, Inc. This letter confirrt:s telephone discussions between Mr. Len Krombein of E.L. Engineering and Mr. Jim Harakas of Dames & Moore on July 11, 1979 regarding your proposed building development in Tukwila, Washington. The project site was the subject of two soils investigations by Dames & Moore, the results of which are presented in our reports dated July 31, 1978 and February 5, 1979. The recommendations presented in this letter are an addendum to our supplemental report dated February 5, 1979. With the exception of the following recommendations, all other recommendations presented in that report remain applicable for the subject project. At your request, we have reviewed site preparation and foundation support recommendations presented in our report of supplemental soils investiga- tion with respect to the current building plans. A sketch of preliminary design loads for Buildings B and C and a grading and drainage plan were provided by E.L. Engineering letter dated July 5, 1979. We 'understand that maximum interior column loads for Building B will be about 54 to 58 kips. These loads are significantly lower than those considered during our supplemental soils investigation. We understand that continuous footings are planned for support of all structural loads for Buildings A and C; continuous footings will support the exterior walls for Building B. Wall loads for Buildings A, B, and C will vary from approximately 1.0 to 2.5 kips per lineal foot. The continuous footing width will vary so that the maximum footing bearing pressure will not exceed the 1,500 psf bearing pressure recommended in our report. Building finish floor gradep have been changed so that cutting operations at each SAM ES $ MOORE Hayden Island, Inc. July 16, 1979 Page 2 structure location will be required to establish planned grades. We understand that the exterior grades will be equal to the finish floor elevations for a distance of at least 10 feet from the planned structures. Parking and drive areas will be constructed approximately 1 to 5 feet lower. The existing ditch paralleling the south property line will be filled to the planned floor elevation of Building C. Based on our review of revised footing loads and planned finished elevations, we recommend that individual spread and continuous footings be founded at least 2 feet below the nearest adjacent finished grade. We further recommend that overexcavation at the location of all footings extend at least 3 feet below the base of the footing or to firm soils, whichever is deeper. Footing excavations should be at least 5 feet wider than the planned footing for individual spread foundations, and 3 feet wider for continuous footings which are 20 inches or less in width. We understand that floor loads will not exceed approximately 100 pounds per square foot. The existing fill soils which will be cut to establish the planned building grades have essentially preloaded most of the buil- • ding areas. Consequently, the preloading recommended in our supplemental report will not be necessary. We wish to emphasize that the existing near - surface fill soils at the site are not well compacted and are very sensitive to changes in moieture content. Therefore proper procedures and careful control of earthwork activities are very important. If you have any questions regarding the recommenda- tions presented in this letter or in our supplementary report, please contact us. RGF:JBH:lh 3 copies submitted 8572 - 005 -05 cc: E.L. Engineering 401 West 17th Vancouver, Washington 98660 Attention: Mr. Len Krombein Yours very truly, DAMES & MOORE By And Robert G. Fulton, Associate /47,1) s B. Harakas `Project Engineer REPORT OF SUPPLEMENTAL SOILS INVESTIGATION PROPOSED BUILDING DEVELOPMENT TUKWILA, WASHINGTON for HAYDEN ISLAND, INCORPORATED F.c.R�tLG.IC: • A1.At.IA „11.1•:. A n. *CC. 11A4. f1 0:...11.11 . • , . 1 ltlNClNt, n.l , CPANf(1,1t• .. . . •.• • 3. UC 61t11. ,. t,l♦ 1 •.11.ft. i41NhIAI1 a :IAtt.I HOIIULULU t..t,A•.. .. I IIO11b1U1. 44• 3.1 ,1, 1 , /INltltltl, / 1 w.,,.1 1, .••. DAMN ES 8 MoorrE I 1 t ..i1,•t114t 11lAL Alit) APh.ICIt tM1111 SCILNCCS AT111.t /4 t.LHI„ CAI t...1:, H,YA7711 ,1AIIAIIIA b.Nt.•1•tJ ■11. KUWAIT :.l OHl 1 LONDON 11.14I4A1a MADRID 10,410 MCLEOUHNL TOHON1C, VAIICOL)VLH.t) C. SUITE 00,N ItItIC,ATI L /L1.•.l•.. •t Hit li • It. . N E.IOOTH STREET • SCAT1LE,WASHINGTON 98125 • 1206! S•3•O5GO CABLE: pAA1t:7•IG17t: TWX: 510•444•"e021 Hayden Island, Inc. Interstate 5 at Jantzen Beach Portland, Oregon 97217 Attention: Mr. Dirk Koopman Gentlemen: February 5, 1979 Report of Supplemental Soils Investigation Proposed Building Development Tukwila, Washington for Hayden Island, Incorporated INTRODUCTION We present in this report the results of our supplemental soils investigation at the site of a proposed building development planned by Hayden Island, Inc. in Tukwila, Washington. This report supplements the data and recommendations presented in our "Report of Soils Investigation," dated July 31, 1978, for this site, which we provided for Hayden Island, Inc. Mr. Koopman verbally authorized this supplemental investigation on January 24, 1979. The site is located on the east side of Southcenter Parkway; the north property line is about 830 feet south of Strander Boulevard. The property is about 500 x 600 feet in plan dimensions and its grade is slightly higher than the adjacent street level. At the time of our 1978 investigation, multi -story office buildings which were approximately centered on the site were planned. Current development plans are for three single -story commercial buildings to be constructed. The planned locations of these buildings are shown on the Plot Plan, Plats 1. The exact dimensions and structural details of each proposed building have not yet been determined. However, we understand that preliminary estimates of structural column loads for Building A could range from 80 to 105 kips, with bay spacing of about 48 x 48 feet. Also, 28 -foot high nonbearing walls with an estimated load of 1.5 kips per lineal foot are planned for this building. We assume that column and wall loads will be similar for Buildings B and C and that design floor loads will be relatively light, probably on the order of 100 to 150 pounds per square foot for all three buildings. We understand that site grade will be maintained at its current level or slightly below; thus, placement of ' fill to raise site grade is not planned. SCOPE The purposes of this investigation are to perform additional explorations at the location of the planned buildings and to provide our recommendations regarding site development and foundation support. The data developed during our previous investigation have been used in this study. Specifically, our services include: 1. Excavating 8 test pits to depths of approximately 8 to 10 feet to evaluate the quality of existing site fill in the building areas. 2. Providing recommendations for site preparation. 3. Providing recommendations for building foundation support, including allowable soil bearing pressures for footings. 4. Estimating site and building settlements which can be expected. FIELD EXPLORATIONS The shallow fill soils were explored by excavating 8 test pits with a tractor - mounted backhoe at approximately the locations shown on Plate 1. The field explorations were coordinated by a member of our staff who located the test pits and maintained a detailed record of the subsurface soil and ground water conditions encountered in the -2- DAMNS • MOOwf excavations. Our field representative also obtained samples of the near - surface fill soils at frequent intervals. The test pit logs are presented on Plates 2 through 5. The soils have been classified in accordance with the Unified Soil Classification System which is described on Plate 6. Elevations given on the teat pit logs were approximated using a site plan prepared by Hugh G. Goldsmith and Associates, Inc., dated June 1978. SITE CONDITIONS The site, sloping gently downward toward the south from the high point along the north property line, is at a higher elevation than the adjacent street and properties. The change in grade from Southcenter Parkway to the center of the site is approximately 4 to 5 feet. The site is presently covered with high grass and shrubs. Locally, the ground surface is irregular in places as a result of end - dumped piles of waste, fill, and debris, including concrete and asphalt rubble at several locations. Water ponds in small depressions throughout the site. II Data from the borings drilled during out previous soils investigation indicate that the fill soils range in depth from 13 -1/2 to 21 -1/2 feet below the surface. The fill is variable in composition and consistency, , indicating that the fill soils may have been placed sequentially during a long period of time. It appears that no specific compaction of the fill was provided during its placement. The upper 2 to 3 feet of fill soils at the site is loose and, at the time of the field explorations, was saturated. The tractor - mounted backhoe had extreme difficulty moving across the site. The tractor became stuck in the south portion of the site and had to be pulled out by another tractor. At the boring and test pit locations, the fill present below a depth of 3 to 5 feet is generally medium - dense. The natural soils which underlie the fill at this site were explored during our previous investigation by the drilling of borings, end can be described as three distinct units, alluvial sediments, marine sediments, DAMNS d MOOR= .and glacially consolidated soils. These soils are described in our July 31, 1978 report. A static ground water level was not encountered during the excavation of the test pits. However, perched water within the fill was encountered at several locations. The piezometer placed in Boring 2 during our previous investigation was located. The static ground water table in this piezometer was observed to be about 9 feet below the site grade on January 30, 1979. CONCLUSIONS AND RECOMMENDATIONS General The consolidation of the near- surface fills and the compressible alluvial sediments underlying the site due to structural loads will result in significant building settlement unless specific site develop- ment methods are utilized. We understand that time for a surcharge program as described in our July 31, 1978 report is not available. However, assuming that preparation of foundation supporting soils is accomplished as described below and a small amount of postconstruction settlement is acceptable, the planned buildings can be supported on shallow foundations. Our recommendations for site preparation and foundation design are presented in the following sections of this report. Site Preparation Initial site preparation work should consist of stripping the building and parking areas of vegetation and surface debris and removing obviously loose and saturated existing fill soil. Those areas which lie below final floor and site grades should be proof rolled with a dump truck or similar piece of heavy construction equipment. The proof - rolling operation should be observed by qualified engineering personnel. If excessive deflection, pumping, or weaving is noted in a particular area, the affected soil should be overexcavated to firm material. After -4- DAMES d MOOS - proof rolling and satisfactory overexcavation, low areas should be filled to rough subgrade elevation by the placement of compacted soil as described in a subsequent paragraph. We recommend that imported clean sand and gravels be used for fill in building and pavement areas, particularly if earthwork is to be performed during normally wet seasons. All permanent fill should be placed in lifts of 8 inches or less with each lift compacted to at least 95 percent of maximum dry density as determined by the ASTM D -1557 (or AASHTO T -180) compaction test procedure. The existing onsite fill soils may be used as new fill at other site locations, provided that they can be conditioned to the proper moisture content for compaction. These existing fill soils contain a substantial content of silt -sized particles; consequently, they are sensitive to small changes in moisture content. Even when compacted, the existing fill soils can be easily disturbed and softened when wet. Consequently, a working pad of rock or sand and gravel over portions of the site may be necessary in order to maintain construction trafficability during periods of wet weather. To minimize differential settlement of ground - supported floor slabs, we recommend that additional soil be placed in building areas to an elevation of approximately 2 feet above the planned finished floor grade. This additional soil will preload the underlying soils. The preload soils should remain in place for a minimum period of 3 weeks. Shallow Foundations The use of shallow footing support for the planned buildings, without a surcharge program or overexcavation at foundation locations, would result in building settlements ranging between 2 and 3 inches for column loads of about 105 kips. The settlement would occur as the result of compression of the near - surface fill, which appears to have been placed without controlled compaction, and consolidation of the underlying relatively soft alluvial soils. To limit the postconstruction building settlement to smaller amounts, we recommend that overexcavation and -5- GAMES S MOOR■ r replacement of the upper portion of the existing fill soils at footings locations be accomplished. To provide satisfactory soil support and reduce consolidation of the soils immediately underlying the footings, we recommend the existing fill soils at footing locations be overexcavated to a depth of at least 3 feet below bottom of footing grade. At locations where the fill soils are loose or consist of organic material below this depth, such as indicated in Test Pits 8 and 3, respectively, additional overexcavation will be necessary. The overexcavation should extend horizontally 5 feet more than the footing dimension. We recommend that backfill soil be placed in lifts of 8 inches or less with each lift thoroughly compacted to at least 95 percent of maximum dry density as determined by the ASTM D -1557 (or AASHTO T -180) compaction test procedure. We recommend that the soil used as backfill at footing locations consist of clean sand or sand and gravel with less than 5 percent silt and clay fines (soil passing the No. 200 sieve). If the site work is accomplished during dry weather condi- tions, it may be possible to use the excavated soil as that it is at a suitable moisture content and does not material and debris. However, the existing fill soils to moisture due to their high silt content and will be properly compact if wet. The expense of conditioning, stockpiling, and compacting the existing heterogeneous backfill provided contain organic are very sensitive very difficult to selectively fill can be expected to be greater than that of using imported clean granular soil. We recommend that the overexcavation at footing locations and fill placement be inspected by a qualified engineer. We would be pleased to provide this construction monitoring service for you. If the overexcavation and backfill described above are performed, shallow footing foundations may be designed using an allowable bearing pressure of 2,500 pounds per square foot for isolated spread footings at least 5 feet wide and 1,500 pounds per square foot for continuous wall footings at least 16 inches wide. These values are intended to apply to the total of dead and real live loads. When seismic and wind loads are considered, these pressures may be increased by one third. The footings should be sized for whichever condition results in the larger bearing area. The footings should be founded at least 3 and 2 feet below the lowest adjacent final grade for column and wall footings, respectively. D* SIS8MOOw■ C For footings sized and founded as recommended, we estimate that settlement of column footings will range between 1 and 1.5 inches for the approximate 100 kip column loads. The wall footings are expected to experience about 1 inch of settlement due to the approximate 1.5 kip per lineal foot loading. We anticipate that about 1/2 inch of this settlement will occur during the construction period. The total settle- ment amounts can be expected to increase if additional fill is placed to achieve planned grade in building areas. Floor Slabs In our opinion, the ground level floor slabs may be soil supported on grade. Floor slab settlement will be less than 1/2 inch if the removal of poor quality fill and the preload program described in the Site Preparation section of this report are performed. This settlement estimate is based on the assumption that long -term floor loads will be about 100 to 150 pounds per square foot or less and that the finished floor grade will be predominantly at or below the existing ground surface elevation. If final design plans result in the need for more than about 1 foot of additional fill to achieve finished floor grades, the long -term settlement of columns, walls, and floor slabs will be greater than the amounts estimated herein. For such conditions, a surcharge program similar to that described in our July 31, 1978 report may be necessary, depending on the amount of building settlement acceptable. We recommend that soil- supported floor slabs be underlain by a 6 -inch layer of clean, free- draining coarse sand or sand and gravel to act as a capillary break. Provisions should be made to allow any moisture accumulation to drain from beneath the floor slab to the exterior of the building. Assuming that the adjacent yard and parking areas will slope away from the building, a vapor barrier should not be required beneath the floor slabs. MAMms s MOOR■ • Pavement Design Assuming that the pavement subgrade in areas to be paved are proof rolled, filled, and otherwise prepared in accordance with the recommendations given previously for site preparation, we recommend that flexible pavement sections be designed using a California Hearing Ratio (CDR) of 10. This recommendation assumes that the base course and subgrade surface are adequately drained. The subgrade should be sloped at all locations so that no ponding of water occurs within the base course material and in low spots beneath the pavement surface. Drainage of the base course adjacent to storm drain inlets can be provided by including small holes through the inlet structure at the base course level. 0 0 0 The recommendations in this supplemental report are for the planned three single -story buildings as described herein. If design conditions for the site and /or buildings are substantially different than those described, we should be consulted regarding the differences and their possible effects. We suggest that Dames ` Moore be retained to review the design specifications, particularly as related to footings and pavement, prior to contractor bidding. Since the existing fill soil at the site is poorly compacted, it is very important that the overexcavation and placement of compacted fill at footing locations be properly accomplished. fie recommend that Dames i Moore be retained to provide monitoring services during site preparation, fill placement, and footing construction. -6- DAMES sl MOON • • • • We appreciate the opportunity of providing this supplemental investigation for you. Please contact us if you have any questions or if we can be of further service. The following plates are attached and complete this report. Plate 1 - Plot Plan Plates 2 -5 - Test Pit Logs Plate 6 - Soil Classification System RGFsTGKsdh. 8572- 005 -05 X -ref 8572- 004 -05 7 copies submitted Respectfully submitted, DAMES i MOORE By estrt4tf.,.../. And Robert G. Fulton, Jr. Associate Thomas G. lCrsewins Project Engineer D*MS s Moow■ PROPERTY LINE PROPERTY LINE TP -4• PROPOSED "GILDING A PROPOSED 'GILDING 4116- 1 *1P -7 l APPROXIMATELY 1110 FEET TO OF STRAND(' BLVD IEPEIENCE: DRAWING ENTITLED "COMMERCIAL SITE. TUKWILA, WASHINGTON" W GEORGE K. MAD AND ASSOCIATES, A,I,A., SAN PMNSISCO, CALIFORNIA. 1 • 1.111-0,. *1 TOP OF EXISTING t DEEP DITCH ',PROPERTY LINE SOUTHCENTEI PARKWAY KEY, TP.1a TEST PIT EXCAVATED FOR THIS INVESTIGATION PLOT PLAN SCALE IN FEET BOEING DRILLED FOR PREVIOUS INVESTIGATION 1 -1 •M•• • M••• TEST PIT 1 ELEVATION 30 0' - is (OL) DARK BROWN SANDY SILTY TOPSOIL WITH ROOTS (FROZEN)(FILL) - 31' (ML) DARK BROWN TO BROWN SANDY SILT WITH OCCASIONAL GRAVEL (LOOSE)(FILL) GRADES WITH OCCASIONAL ORGANIC MATTER AT 1}' 31' 4 #' (ML/OL)DARK BROWN ORGANIC SANDY SILT WITH OCCASIONAL GRAVEL (MEDIUM DENSE)(FILL) 4 }' - 10' (SM) MQTTLED GRAY AND BROWN SILTY FINE TO MEDIUM SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE TO DENSE)(FILL) TEST PIT COMPLETED 1 -30 -79 • NO GROUND WATER ENCOUNTERED UNDISTURBED SAMPLES OBTAINED AT 3' AND 5' TEST PIT 2 ELEVATION 29.5 0' - 1 }' (SM) BROWN SILTY SAND WITH ASPHALT AND GRASS ROOTS (FROZEN)(LOOSE)(FILL) 11' - 4' (SM) BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND OCCASIONAL COBBLES (DENSE) (FILL) 4' - 10' (SM) GRAY SILTY FINE SAND WITH GRAVEL (MEDIUM DENSE TO DENSE) (FILL) TEST PIT COMPLETED 1 -30 -79 NO GROUND WATER ENCOUNTERED UNDISTURBED SAMPLES OBTAINED AT 3' AND 5' NOTES: 1. THE DISCUSSION IN THE TEXT OF THIS REPORT IS NECESSARY FOR A PROPER UNDERSTANDING OF THE NATURE OF THE SUBSURFACE MATERIALS. 2. GROUND SURFACE ELEVATIONS APPROXIMATED BASED ON A SITE PLAN BY HUGH G. GOLDSMITH AND ASSOCIATES DATED JUNE 1978. LOG OF TEST PITS SAM•• • M••• TEST PIT 3 ELEVATION 27.5 (OL) BROWN SANDY SILT WITH ROOTS (VERY LOOSE) (TOPSOIL)(FILL) (ML) BROWN SANDY SILT WITH OCCASIONAL GRAVEL AND MISCELLANEOUS DEBRIS (LOOSE)(FILL) 4 1' - 5' (PT) DARK BROWN PEAT (SOFT)(FILL) 5' 10' OM) GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL. (MEDIUM DENSE TO DENSE)(FILL) TEST PIT COMPLETED 1 -30 -79 PERCHED WATER AT 5' UNDISTURBED SAMPLES OBTAINED AT 3' AND 5' DISTURBED SAMPLE OBTAINED AT 7' TEST PIT 4 ELEVATION 29 0'.: 1' (OL) BROWN SANDY SILT WITH OCCASIONAL GRAVEL AND ROOTS (LOOSE)(FILL) (SM) BROWN SILTY FINE TO MEDIUM SAND WITH PIECES OF GRAY CLAY (MEDIUM DENSE)(FILL) TEST PIT COMPLETED 1 -30-79 NO GROUND WATER ENCOUNTERED DISTURBED SAMPLES OBTAINED AT 3' AND 5' LOG OF TEST PITS •.• • ••••. TEST PIT 5 ELEVATION 28 (OL) DARK BROWN SANDY SILTY TOPSOIL WITH OCCASIONAL GRAVEL AND ROOTS (LOOSE)(FILL) (SM /ML) MOTTLED BROWN AND GRAY SANDY SILT TO SILTY SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE TO DENSE) (FILL) (SM) MOTTLED BROWN AND GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE)(FILL) TEST PIT COMPLETED 1 -30-79 NO GROUND WATER ENCOUNTERED UNDISTURBED SAMPLE OBTAINED AT 3' DISTURBED SAMPLE OBTAINED AT 5' TEST PIT 6 ELEVATION 27 11' (00 DARK BROWN SANDY SILTY TOPSOIL WITH OCCASIONAL GRAVEL AND ROOTS (LOOSE)(SATURATED), (FILL) 1}' - 9' (SM) MOTTLED BROWN AND GRAY SILTY SAND WITH GRAVEL (DENSE)(FILL) TEST PIT COMPLETED 1 -30-79 SURFACE WATER SEEPING INTO TEST PIT AT 11' NO TRUE GROUND WATER ENCOUNTERED DISTURBED SAMPLES OBTAINED AT 3' AND 5' LOG OF TEST. PITS SAM•• • •••• 1 - 1' - 4� ' TEST PIT 7 ELEVATION 28 '- (OL) DARK BROWN SANDY SILT WITH ROOTS AND OCCASIONAL GRAVEL (TOPSOIL)(LOOSE)(SATUMTED.) (FILL) (SM /ML) BROWN FINE TO MEDIUM SILTY SAND WITH PIECES OF MOTTLED BROWN AND GRAY SANDY SILT WITH OCCASIONAL GRAVEL AND ORGANIC MATTER . (VERY LOOSE)(SATUMTED) (FILL) 4}' - 8' OM) MOTTLED BROWN AND GRAY SILTY FINE TO COARSE SAND WITH GRAVEL AND OCCASIONAL COBBLES ( DENSE)(FILL) TEST PIT COMPLETED 1._„30 -79 SURFACE WATER SEEPING INTO TEST PIT AT 0' TO 3' SIDES OF TEST PIT CAVING IN AT 0' TO 3' NO TRUE GROUND WATER ENCOUNTERED DISTURBED SAMPLES OBTAINED AT 3' AND 5' TEST PIT 8 ELEVATION 26.5 0' - 1}' (OL) DARK BROWN SANDY SILT WITH CONCRETE AND ROOTS (LOOSE)(FILL) - 4}' (SM /ML) BROWN SILTY FINE SAND TO FINE SANDY SILT WITH OCCASIONAL GRAVEL (LOOSE) (SATURATED) (FILL) 4 }' - 9' (ML /SM) GRAY SANDY SILT TO SILTY SAND WITH GRAVEL (MEDIUM DENSE TO DENSE)(FILL) TEST PIT COMPLETED 1 -30 -79 SURFACE WATER SEEPING INTO TEST PIT AT 0' TO 3' NO TRUE GROUND WATER ENCOUNTERED DISTURBED SAMPLES OBTAINED AT 3' AND 5' LOG OF TEST PITS •M•• • •SO•• • • • • MAJOR DIVISIONS GRAPH SYNDowL LETTER snow TYPICAL DESCRIPTIONS COARSE GRAINED SOIL 5 rose THI6 ,o t1. Or *6111.1* 11 1, Ik(a 1NAr 110 100 1,141 117E GRAVEL AND GRAVELLY SOILS *0*1 INA* 10 1� CO coA11l 6111 1.O* �]LNjp Or *0 4 11[4[ CLEAN GRAVELS I,1rtl1 06 No r11u1 •• : r THE FOLLOWING COMMENTS APPLY TO AND BECQME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER _ 1113_. 1. No changes will be made to plans unless approved by Architect and Tukwila Building Department. 2. Electrical work to be inspected by State Electrical Inspectors and all required electrical permits obtained through that agency. 3. All permits to be posted at job site prior to start of any construc- tion. 4. When Special Inspection is required either the owner, architect or engineer shall notify the Tukwila Building Department of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Department in a timely manner. Reports shall contain address and permit number of the project being inspected. 5. All structural concrete to be special inspected. (Sec. 306, UBC) 6. Any exposed insulation backing material to have Flame Spread Rating of 25 or less. 7. Provide one -hour fire rated ceiling assembly at corridor. Corridor ceiling shall be of same construction as the corridor wall. 8. New wall at grid line 8 is required to be a one -hour occupancy separa- tion wall. Assembly shall include 5/8" type "X" gypsum board each side of new frame wall. 9. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report or as directed by the soils engineer. 10. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1985 Edition), Uniform Mechanical Code (1985 Edition), Washington State Energy Code (1986 Edition), and Washington State Regulations for Barrier Free Facility (1986 Edition). 11. The issuance or granting of a permit or approval of plans, specifica- tions and computations shall not be construed to be a permit for, or an approval of, any violation of the provisions of this code or of any other ordinance of this jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this Code shall be invalid. U.B.C. Sec. 303(c). City Oi Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor May 2, 1989 Fire Department Review Control Number 89 -054 Re: Magnolia Hi -Fi - 16600 Southcenter Parkway, Tukwila, Wa. Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft, of. area. The extinguisher(s) should be of the "All Purpose" (2A, 10 B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) (UFC 10.301b) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher," with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.301) 2. Exit hardware and marking must meet the requirements of Uniform Fire Code Sections 12.104 & 12.114. Exit doors shall swing in the direction of exit travel when serving an occupant load of 50 or more. (UBC 3303) (UFC 12.101) 3. Exits shall be illuminated at any time the building is occupied. An emergency system shall automatically provide exit illumination upon failure of the main power supply. (UFC 12.113a) 4. Maintain sprinkler protection for all enclosed areas. (NFPA 13, 4- 1.1.1) (UFC 10.302) City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 Gary L. VanDusen, Mayor Page number 2 Extend sprinkler coverage to include all canopies, entryways, foyers, etc. which are completely or partially constructed of combustible materials. (UFC 10.301) 5. All modifications to sprinkler systems shall have the written approval of the Washington Surveying & Rating Bureau, Factory Mutual Engineering or Industrial Risk Insurers, then by the Fire Department. No sprinkler work shall commence without approved drawings. (City Ordinance #1141) (NFPA 13, 1 -9.1) (UFC 10.307) Contact the Tukwila Fire Department, Fire Prevention Bureau to witness all required inspections and tests. (NFPA 13, 1 -10.2) (UFC 10.307) 6. All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) (UFC 10.104) All electrical wiring is to be inspected by the State Electrical Inspector, Washington State Department of Labor & Industries. (UGC 10.104) 7. Walls and ceilings of corridors serving an occupant load of 30 or more shall be not less than one -hour fire resistive construction. (UFC 3305g) (UFC 12.106a) 8. All required occupancy separations, area separation wall,, and draft -stop partitions shall be maintained and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 10.401) 9. All interior wall covering materials shall be fire- resistive or shall be treated to be fire - resistive, so as to result in a flame- spread rating as required by UFC Appendix VI -C tables 42A and 42B. A certificate of the flame spread rating is required to be delivered to the Tukwila Fire Department. (UBC 4204) (UFC 10.401) City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 • Gary L. VanDusen, Mayor Page number 3 10. Fire lane designation required per City Ordinance 41398 and Uniform Fire Code Section 10.207 as amended. Yours truly, The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd City of Tukwtls ON Swincerft W »' OM 4111.111.0 PROJECT: /LAN CHICK MEMORANDUIG Sheet_,ot! Date: 4 - t- 61:1 -061- Qa),,tED /5 660,5S/Dl 607-74/ /1f L 5 •D `at • GGJGD • NE E //Y14pr /JD : ComicxyI - /ON5 c.44 N0r._ ;lGie 8o2w9e, City of Tukwila PLANNING DEPARTMENT 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 TO T7• CoN�TP--vaT10 N ADDRESS I' O. Q62O oarrte, LOA 95io2, ATTENTION-DAL) t LETTER OF TRANSMITTAL DATE AF'glL It/ tc'leR REGARDING NIA6A4D1,14, 14t- C DDI-S i•) fFG.RMtr RpP. WE ARE SENDING YOU THE FOLLOWING )0(Attached [i Under separate cover COPIES DESCRIPTION I EGAN " -0 1eu) CommeNT5 THESE ARE TRANSMITTED Q For approval XFor review and comment Q For your use and information Q As requested [( Other COMMENTS I_EA u 15M 1?" (i) Copl a`,a- 'e4N Sl �rcT41L.S `R► &o ■g, P, P P -R RJ T" ISM ATIQN . (23 /P4.LTRANS) UNIFORM BUILDING CODE, 198cjEditioN TO: FROM: DATII: PROJECT: Sheet_Lof� CFt�r�e- PKI.t)(1 The following corrections and /or clarifications are required to complete the plan review 15 0 SE. I- 4-E2 "l a tsTtuE Cot,IsTtzucj'Ic 4 (ALLCL I ihlrc? t oe 'Se t IACt -k iS Cog,R.\ DOlg. A?.G _ 'RA 1) T'�r.• Mt-- C3t- k-IP is f e. ci\ AC.c,1 E '9zoo oED (.3/ vMOKK 6ASKEITS 4.01: '3ELF CC.o6ER6 , ( k 4..7)4-m it . i a Qruro 1:1,61-ALL 1 1;6 - I cc.c.oFANcil / I - CSC opt lec t '17,E4:4Um.ED 4T C 12.1 Q I t tit . 8, U. 'sEe.. os c P :Ei) 2 3, Q �DILS ItilUESTIe0j-TION Ai.lp t✓LUS'[ FPM rrk 9 " . r12 . 7-4E . C.. L • AAA ' Cpcg 'Be, Com D. Tel is Alc., "F3E. A VI) Ltce.NSE i3bit -S Re -poet ` eutSea) -t4r)vi-ivEstca4 1n D 5e. 6uemir •RE.otSEC) MAWS/ ANtt 'Ra' -oq"' Date : 4 /ID /°I File: #--06a Sheet 1 of 2 ORDINANCE COMPLIANCE CHECKLIST Uniform Buildin Code, 19 Edition. PROJECT: tAAG1i4hL(A 41 -Pt ADDli1fkt gl/ 1(0, (Joon ,D0,0Tn- tc�.NTecz ?Kum 1. OCCUPANCY GROUP.F -Z GTafIL I- /C4W -,TT) --- -fiZog d --‘)C7,ArAcce Er2. TYPE OF CONSTRUCTION: vNL 'l/G ► i 3. LOCATION ON PROPERTY • OiSraV TlON : N = I J = 153) L '' 4. BLDG. HT./ NO of STORIES: 00E -'5t [2/5. FLOOR AREA • sKt4c,1 7410 4l -}' 1733 ADD, = ci 145 Fill . T(5rAL Er 6. OCCUPANT LOAD: TER BEET 2 . 164 o'vptaNTS Au-co t STALL 1145 Co cnmt. Ha1CAT10N cQ) tT-f i'A1� 6c L .s AREA, OGG °1 4t4E �xtr REE D P .E.A 1 L4 P USES . = 1•41- 5 cG. T x' �acl-cs 'REQD. 9 A2 X1.5' Mitt. A AgTI PiRopscp 21/ 7. EXITING REQMTS. Iv14q1 1 IT t:C1T COt2e. 1(. �2 �} �qt?T U, K I XI Coge.I'i' ne. St✓ROES OccO oriAT Lr��.t� > EO r P ,..,("P Ls. (,£1, .utA `J 1 --ke„ Co‘,tsTe. ucTt o N Ig.rco rE.R. 3305��� o.it jet - DETAILED REQUIREMENTS 8. OCCUPANCY. C) K 9. TYPE OF CONSTRUCTION• CD( .:[;0. ENGINEERING REGS. & REQMTS: (M C 401'e'E'''u ``1-- 1 . COMPLIANCE w/ W. S. E C- /2�c.I- �r -t.c�J ILI 12. COMPLIANCE w/ Chapter 51 -10 W.A.C. )/ - 1 tor NOTES: City of Tukwila ammo DVAMMO WO Soutar Ow Seahneel %OM. WaNpbtM1M gY111N M AN1 CN[C* PROJECT: MAC - ?QUA U. -F1 ° (liVUATtOty Sheet 2 of 2 Date: - -8 -05S 5. t-i A5l.- AAEA CALCS, SD ComPtETED LCX4 , 9 143 �asi� gcoo �+ 3 C3� 1D � � tc % ToT4l. QWocicV L 14060 > ct t4i o, t<� 2, CCOOPPW-' LooA2 CA.cS 600ND �M 11 11 (1 1f 6A iI ►c 4i8 /_too '1 • 4I/ Ioo X23/ 100 3o = 1CY:'i 3 0 CO PuDto Pruoto LORI -S. L /pro ! t240l(0o 12oVs-ao I 2 200 f?)q 7 54- Co mm9N ohs 4� 7oT4L 14?) Ell 4 r, Olympic Associates Co. VA 701 Dexter Ave. N., Suite 101 VMS 1 Seattle, WA 98109 (206) 285 -4300 PROJECT 1101040 41-1 ri BYMELL DATF3'3I ,zI CHK BY DATE JOB No dis r9 Olympic Associates Co. , 701 Dexter Ave. N., Suite 101 Seattle, WA 98109 (206) 285 -4300 ditaroiH Sod -(n55 CM I03s �aL1. teot 53S,5t 661 3 1g8Z.5 Q&?..s 5F) ( M • 25°) loolCoCo 4g5•63 44,14014.A2 5560,1 rpil Olympic Associates Co. 004 701 Dexter Ave. N., Suite 101 Seattle, WA 98109 (206) 285-4300 ' PROJECT JOB No BY DATE CHK BY DATE -14caT 11244 1,444.4-1- 10) ( Zq' sego 5e DeSiA Al IAA (,CI &cvuJ. . I, e4.2. f- ivtst)Lx -1 11 5 /8" G •4"6.3 lh4L R- riNiA e • 6°d I.3,+ -. • f� •Olympic Associates Co. 701 Dexter Ave. N., Suite 101 ,r' Seattle, WA 98109 (206) 285 -4300 PROJECT , JOB No. BY DATF CHK BY DATE dpi 701 Dexter Ave. N., Suite ■ Olympic Associates Co. PROJECT a4 Seattle, WA 98109 (206) 285 -4300 JOB No BY DAT CHK BY DATE ri POO Olympic Associates Co. ,=' 701 Dexter Ave. N., Suite 101 Seattle, WA 98109 (206) 285 -4300 PROJECT µDt.00 411 ri 5n ` BY — DATFS'3I' 1 CHK BY DATE JOB No '.e r�1 Olympic Associates Co. ,=, 701 Dexter Ave. N., Suite 101 Seattle, WA 98109 (206) 285 -4300 PROJECT JOB No BY DATE 3131 CHK BY DATE r eil Olympic Associates Co. a:4 701 Dexter Ave, N., Suite 101 Seattle, WA 98109 (206) 285 -4300 PROJECT JOB No BY DATF CHK BY DATE roil Olympic Associates Co. 6`, 701 Dexter Ave. N., Suite 101 Seattle, WA 98109 •' (206) 285 -4300 PROJECT JOB No BY DATE CHK BY DATE • T� 0 • • CAI Olympic Associates Co. 4 701 Dexter Ave. N., Suite 101 a Seattle, WA 98109 . (208) 285 -4300 PROJECT JOB No BY DATE CHK BY DATE i BUILDING PERMIT APPLICATION TRACKING PLAN CHECK NUMBER P-O44 PROJECT NAME • h?agno(i (u , Fl SITE ADDRESS 140 6 0o L50 LdM Jac/. INSTRUCTIONS TO STAFF SUITE NO. • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCCU- PANCY LOAD 1733 DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. UMEME kMMEf X BUILDING - initial review FIRE 4 -28-09 4 23-89 ROUTED 5- $9 INIT: CONSULTANT: Date Sent - Date Approved - IRE PROTECTION: Sprinklers [1 Detectors [ ]N/A FIRE DEPT. LETTER DATED' 5 .,2� g1 INSPECTOR: g PLANNING iPUBLIC WORKS INIT: O OTHER 18( BUILDING - final review )3-g REVIEW COMPLETED ZONING:C. -1r IBAWLAND USE CONDITIONS? flYes [-] No REFERENCE FILE NOS.: MINIMUM SETBACKS: N- S- E- W- UTILITY PERMITS REQUIRED? ( ) Yes l No PUBLIC WORKS LETTER DATED: INIT: ' - ph<1 L Goo ('d Vi `l, brru 'LiCLt ✓ ,'cL 3-3I — �1 921f I IT. i. 2 PE OF CONSTRUCTION: UBC EDITION (year): 1 PERMIT NO. CONTACTED T v _ DATE READY S `_3 0 Vi D • , BY: (init.) PERMIT EXPIRES 2nd NOTIFICATION 3RD NOTIFICATION BY: (Init.) BY: (init.) AMOUNT OWING �io7o7�U • 03l30/8D ,CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT FEE PLAN::CHECK FEE BuILDI;3 PERMIT APPLICATION FEES (for staff use only) DESCRIPTION AMOUNT; DATE PLAN CHECK NUMBER (d? /APPLICATION MUST QE FILLED OUT COMPLETELY BUILDING: :SURCHARGE ENERGY SURCHARGE OTHER: t TOTAL Cf 50 SITE ADDRESS SUITE # Jn ( (X % ' ...,— " , V. ,.' " � 'Cr 1 -' ; �', t' 0 <.�`, : t i. VALUE OF CONSTRUCTION (0 010 co7 ASSESSOR ACCOUNT 0.3 � G- (commercial) L) Demolition 0 Other - $ Z,1 J �77 ) V(.•) / # (building) PROJECT NAME/TENANT ■ \ \\.'. '�:.' :�_:'�, i ;. s , \ i ' ' , . ■1,1.1 TYPE OF U New Building f'' Addition Ti Tenant Improvement WORK: 0 Rack Storaoe 0 Reroof 0 Remodel (residential) DESCRIBE WORK TO BE DONE: 1 \,,,,.,.... Li ..., \ : s:._i ; 1 (.,..;,k -\14_..__~_al • , I\ <;.. w.(�kfit`. c \. Mj BUILDING USE (office, warehouse, etc.) NATURE OF BUSINESS: /..... F -. r� fs , ... ,LP . i :...j , WILL THERE BE A CHANGE IN USE? (A,No Li Yes IF YES, EXPLAIN: SQUARE FOOTAGE - Building: _/ ri, -.>c. , Tenant Space: 1,s:r..A(.^1 Area of Construction: \--100L� WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? ;:f No 0 Yes IF YES, EXPLAIN: PROPERTY OWNER // (�rr 3 f �,�F'�v "'rrr If �,!'1 5�� Odra / d'�Ne,- y �,)(., PHONE / ) _/j ( 5 /uo ADDRESS pi CA /' I , » rah 6 S« -1 fl a-,. (..rt. ZIPq/ /f/ ( ,r "CONTRACTOR -1. `\ (»,_\(' PHONE '), ADDRESS 'ZIPCrf -v, -,3 , .,C f:, �i(? ' !(... f )r\-1, , t 1C�: WA. ST. CONTRACTOR'S LICENSE # —n,,\ , (.30 \ q rj -rcyl EXP. DATE 5...96 ARCHITECT O s 1\` , ( t `'r_.t_ (, PHONE„ ,- 1..,W0 ADDRESS rr' :, t t ZIR; tc- BUILDING OWNER OR AUTHORIZED AGENT PRINT NAME R2..) ( ' DAT 31 �� PHONE ,.B54o c3 ADDRESS CITY /ZIF CONTACT PERSON 1 ' � _ T PHONE APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete In order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 433 -1851 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and Is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architecUengineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is Issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 433 -1849. DATE APPLICATION ACCEPTED / fij DATE APPLICATION EXPIRES q- 3/ -6q l� cE I ,4.zelL. / , COMMERCIAL SL3MITTAL CHECKLIST NNW :CONVERCK Nth t. .NG I.A X ; COrnpNtad buNdna perms Two qb (2) of dhe fdlowinp; COMMENCIAL ENANTNIPfiOVEN. 1 Iatr f.buNdnO.pernilt.appVcatOA One for es stem bti i WAIN Con+ols*d utfMy wnnn application Six {d} mss. of dvil draMrino Ste► udi4! Permit 'applicatio ........................... ........... ........ RACK dTORAG! • toenpletod buildup paint. Two (2j. of pouts, whfoh Vdnp floor plan its oil R • ••••• • *Pedlar an TENNAISATEWTE ...... ............................... anna/.11ite di s�a±t w±iq on �lorage 8. and;o. RESIDENTIAL • :rsauir E$IpENTIAkREI Curt 10.0.4 tiul rtitk":" 04640,LtauFkuivithiu9 01+ ARCHITECTURE thtikt.EPIN I PLANNING MANAGEMENT 701 DEXTER AVE. 'N. SEATTLE,wA: 98109 7%4 *Wows* • es A5P444-tAt44,fr Wa41 • '4'. a Percale U1 mad IV of Ilasailairy U.e Mimi:mat Pe,. litrh.4-14 varsa4e4 sailer hee.evallas Noe itOilettel, bets a tevisten at /Win fiat NO. 7,-$i toesittail dsr Smearthie N.. 77t01101440 Iliorsorts af Zi Casaty, Ir.i.e • shalt 01st �t that paella, of eller lawatooest 1;4 of eta. tisrcuiest 1/4 el tattles 36, lowath1p.23 North, &sass A tie. t, V.11., is Alas Cassety,- haehlastane ileactitiet •• gallant , . lletiatilas ;ha otasaaoatat'lateatosettea of ilia esetaaltsola at fisath- - "sister '1104priabaii' (574. Alikialee Sest%).a,a4 Streator ,Soulevart, (taath 144th fileat)i'etiosea loath' Offeli)r tiat'llolf the soasaaatef eastawlisi of ealdStcasdis Sailimatti • AletaatS of 315.0$41414 thamta4autb 90Om lwat L•iraSa*1 *Ilk /la 4,1**lieatait goat Zia* at fat. asiNtlaiallaa.* dlauqatta &t• .10,90 i..& 'is sa latereicitai with th. *foul eiatsta' .1 salt Stisadaer, toolavoaillsiat tbs, trea: 'alai. of bialsatas if the hotels taiesibai tiratts theaaa'aaatiaalailDaVk OfAS'Sgr. Saft: • 4Siippci 411,200-0141.00s1 ,004ses tifit*"Se :kik •.14, c•otai3%00,,vt Star hosleaeld„' • 4tatirats of 300, teat to Ik. ainsasataall4atife 'thasee !kiwi% 0021.241* tole aloes earaCtlast tiara .-si'diateace af..1011.111 to tbs. acolsarsosted Saathaase taaast at •alt atalstletelesi, *hopes Narth Ilt4431119" Wit *104 tha arrnevaellteia• *said sebdelieltat, - 41Iiiaosi 61.42641 taat tate,' tare' eiorgii of salt tattherataa ragirsaii theneallairath Ogii7,61'Wle01"*Iaat*Iga4 gatotAlimtifia; • dt446i0 tbf-43ALSI'. t•it,sk.e,pielat et.eaaeopi.ii saiiira° et AfIROC foiat: thaosith ealtral at 31.11. See • iliteata '&414 Se foot' le' s x4n ai sold stga.4., "iiovar4, ;. thoota .5oothr,S te ass • o a ia ease' s 14; • 41ratase• 3S1,42 feet 1� the' trm pOlat 4,2 ttrestraieari; : Vie statamoiat !mot aassaasitaillia 144 $110‘041' Iri•tho'`Clt* ef Tsw1m „Sadao. it, Caatteet 3-*O; sbe. ,3,19, skeet Plea 'est .111:1 •I.° s1 N1%77- r* / rt%. ' ....... .1...... ...111.4..-.........".■•■•+■■■+.14...106.•14.11•ELIUMUNIMIRT:11=1=12PCONL.I• ArWaiialianamairo cownwpmcsamemporwm.' ,` 0 . ,' „,, • .. ......• • :*e)A,..? 7..*" ' i ' :fg. 1 '''''' ' W ' '■) "7 .°■;"... : 1',., ..4 j = --r5, .:-.11;=‘,4;7'..5: ,,;,..e.-,:-=-- • . ', ..LI's,'T',g,%7 , -t4.&---‘I., ..z.,.+vv.i,4,;P:r.0.-=•' ,.,---1; • . , , ,iii --,---,,,---. • _...-.A.F. * vv.%7E-4'• ,,.?,;: 7-,: r.- ,3.- -t:.7.--7- .,,.....?,4 t-••••• la • , .",, ,,. .4.--7-:,0..,,,-.,--,...4.:4Z“:,...,...,,,=-..--,... -„-,:-.......,, : C- :e ----.-t' ' ' ' , , r. , ::-.)° - ........v... -...-....--..,. ....-. ■ ' .1 . . 'MSC s... , Wer.11:PIMIMP.24.1.1.44W ... .1.02.14"..6. .. reammomume.......m. . ,, 11 'I , 1 , ' !I ....... , . \ xi • • t(164 tftpck;aiiiiitiVals are sub)ect to errors, arid -- of . L.1-prova o plant do ti zorthz,t-iz6. 6f ny 1.-1,4•H! 16,:eciny ...... . ...... ... . . ..... 11111111111111111111111 11111111111111111111111111111 riFfilTiniTITIW1111:111111111111111111 I I I I I I 0 0 1t- 11 NAN tea OMANI 12 •17..� ty 5 =00:4401:x WALL LeAIE.w 12 14146 19196 R e-X1611461 W a ei s!/ frtu 1014U' N., PRAM a, WALLS at.V1•p., o°M t. td „f. afc HAIM pf4tAtFa r 1•414 AR HITECTURE ,ENGINEERING PLANNING MANAGEMENT 701 DEXTER AVE. :SEATTLE, WA.: 98109 (206) 285 -4300 S, 00141.4 >. M VidATO 04046 or 00466 ) it •: M . 1.006,4 ire dePP 4,40., 0LY PI ASSOCIATES COMPANY IMINIESOMINIMMINSIMINIMMEEMEN • 16600 SO T CENTER I M KV REAM TOP ROW. SE SCHEME TOP ROW. SEE SCHEDULE ROT. ROW. SEE 5CHEDULJE 1 CONCRETE ELOCK.. PF SCAM • • d • 4t-f--fpds 'r } CONCRETE BLOCK LINTEL SPAN IN TT. NUMBER Ot . I. �. ....e....1M.PN.r.pr�a.waY��.' ..r rw uws EQ.10 OR COURSES , BOTTOM! ; TOP.. �fSal% LESS' THAN SOLID GE4OUT:. REINiP:. aEXN.f REEK". '.irw�i�rww w «rrw weir.... wr.wr.�,i. i. r. w.+.ewwiw..r.rw..t wnrr iw +�..w.�+ .r rrrl. w.wr wr w ......•. S••"!� M 4 1 2 414 NONE I4:' 1'5" y «+ 5 6 • $4- 2 .- #4, . $4 G 16" O.rt.0fl ▪ *4 2 41.4' 4 * 16" TYP..y° =$ = «r..A d.w M1.rwr.i.JrwW.AM. ry ..1�Mfs.ir.s' Ct can BLOCX LINTEL .. SCHEDULE . NOTES; wrrww.ww.ow-r�. r.,r. «r+.ae.•rr...w.r.Y.w ..sir Z) EXTEND LIWTEL REINFORCING MID GROUT 2 ✓" *)" BEYOND OPi~li ta+ • TONERE !UZ!. EXTRN`PEON :CANNOT Ea OSTAINFD, EXTEND : . BARS . AS ItAlt AS POSSIDLE AND: HOOK OR DEtNO UP 90 DEG., '1\ GRI 41 IZ4' \ )4.70f. \ • IP je W {M,,syO? .r �y.0( 14�. peel —4 G -21 al e044.rtetzitom ik$1 tit, 440 0.1 Vtloto PtiSPOPT; a IP,,p • NR. MATE '. 5 VIS N WEIRMINSIEMSEMSZMUNINEMEMM WY OF TUKWIl.A APPROVED 'JD inta r190i01 AANOPT P;e4 Ip FiV i4 11,4WLIAT1014 4 New e.+1 Ige.e.P(At*1 E.t4r of W4r 644.4Or ` .1400P'..PLAN'. $GAIBei78`s t ......_r.- ..a�++....�.e..n�. MME.: 71r .wn+w..+m.r�'drr!++e.;�vx�iWi pS >lbjv.•r- ,- .r.s.,�w. 111111111111 111111111 111 11111111111111111111111111111111111111111111111 1�111I111111I111111111111I111111111111111111111111111111111111111 INSIMMt 1 3I C7 -a n o" 1$' N • 1751 o0 t i'2' -o" 00.01A4e. ex 10. PAI op Hill, rtvgy WICK 51140,6 M•M.I K --- Si I - II Net4 400tT!ar4 - W art PaTr.1 A5 R '9 � vAUL�' MOC�E � D / A INP+REMOUSE 4LIlg1.1 I HR. t4ALG 19 evrf011 44 84 WALL. i.el E.11f7 w -- L1U 'ior Ramovep exl6f144 ‘441,L6 277 Nome G'titJ 4 i L1.5 •614 S' ME 141A LLa FLOOR FLOOR PLAN SCALE . 1/8" : 9'-O. Gu1m14 X24 A' MUS3UH fo P1 GH AtiJb. # .Sf SUIT 1444 3 °4 7° H.H. Peso r( 10 MA1'GH Egivrikiei 940RS — �� •,ir_l��c± (7) t . Coirory. 111........11.1./..01,•.1.11111•11110.011.4.1,01111■1100••■••■••••••■••141.1■••11..... •••••••■•••••••■•■•■••••• il i 1 • - t L, -- 1. J rl-1414_111 ea+ 141INGI Hi-rcht >>. ep lottl' L-0,ift,%%.-/47oPr lc, si ,••■••••. Xie,1114G1 6" tOle-- ebe..t. r7A1/4 Rir IA L. [42R.or exiq. mcolel wor. ri:rwoot? exwr. 10Is,1 e6 1..frP1L. 0146. f311Wc LL • 6" IHIGIS 531.4*k 1.011..E6'5 IHVUOIED arHER.146e. • AlawNeH Pa fa Map egir. t4left. r-ww..00 Fi64E. Kok 1.4.5e..6.14Re.. • PAM WO/AV DLOGK l'e MAIM ex19114 41. • E LAYER$ Asp4ALT uth tom fIVAPP..1-1Pie,U tme le riesf 444, Dalasi ARAM, Diod.is J., 42 I exizeritAci 1146#4 14e.,0 )<1°14.14, Pea- 144.i - 1 r-peded 4frio 410111ci , fr'101‘.0 01414itiNci <1Q q1 aus.ifER FU$6411141 — 10 HUI ORAN E., WP. &mg ark; or) ete.p FIA4111461 4_ k - t T-TT--- -- 1 L ... 1. - 1 1.. 11111, 7.711 ---k•-• Pi-2216* PRAD4 rk-K 6pr;e4. Flew! PE. Zo 614.401 PIP otly. $41, 1•111.. PAW eere.14 it4 AgLI, PiRtotlekaf IstoM mut.* ef two PeA114 • PROvin OW Atb R rs eCe Peg Ria2FILIA vimurstviugER olzokt,14 -ro l01' e'vpliwpr2 oevasci. tw.114.42 edis.o&R 61p44.1 rigfAL U1402 0 22 /Nears Lawl FbIkrr op Ivor- elyWkvf? ,010441114? 041E.RJOR,6It)14•61 2e Ot.0011461 3x6 11C•Go4f, WO. l'ku rimyr, re.16uLecol.., Pte. e hflqi4fURAL.. PRA14111.160 OK Foul-4pii4v1.1 IP OK friAlleg -•1:`- 49), fill 0 0% by ° Q CP 0 0 WW1.1 6rou1' 4,4 rAwaT •pee-RetigkiSP witx,x24.iiit.61.1641frItIAL, - p Hit.Horome filiMENMEMINENNESINSINNIMMIEN ARCHITECTURE ENGINEERING PLANNING MANAGEMENT 701 DEXTER AVE. N. SEATTLE, WA. 98109 (206) 285-4300 OLYMPIC ASSOCIATES COMPANY ramanumummustemagenswassasin MAGNOLIA HI Fi '.8tVitjEC) 'STORE PARKWAY SQUARE 16E100 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON EMEINSIMEIMINIMENIMENt ELEVATIONS CITY 'OF TUKWILA APPROVED 1: . E., D te -EUILlYt 01 - ION ..11■•■■••■■•■• 110M fa 1146+4 EX1f, We x,& bfrlit1,41 AeY6' • ddp 0 • e,A.evp4p ogAti • 1404 2Adic -- H614 0" OPOKE,14 r%A.4& HU 0444,1 11/2:i •••■••••■•■■•■■•• NR DATE Rf,VISION ISWERIONMENatanniMMEIMINSMEN L1148.cf. fa<191,4 404, APR 5:.4 .1a9 RECEVED CllY OF IiiiKkAntA APR 2 5' lf,36.9 Buns** ttEpt .1* 1 t i1 1 f1 ll1.11111111111111 ii111111111.y1111111111111111111111111111 0 In !IM MO. 1 2 4 , , •. ;‘, 6 7 8 9 1() 11 MANI461"4"" 12 1. n esoss■ 44. .k4 s j[c;r..:`c .v==r4c- r:;::x -- « : - -- _.- -r.:- .- =====sa===a ::.:.:r =.:a.;..ss: = == == c: - ._s:a =_,:� =. __ -__ S `'Jr" R UJ C T kJ R L_ ' N 0 I' E S 6$40=7:=.., w.srs::=..,,.. «�sa == = == = ,.....==..,=.=c_=,--=-=---.= ==========$ PESXGiNt t GOVERNING CODE b 1985 UI FORM mom CODE i'E$IGN LOAD$I VALUE DESCRIPTION 25 PSF 40 PSF 80 MPH SHIELDED! 1500 PSF ROOF LIVE LOAD FLOOR LIVE LOAD WIND SPEED WIND EXPOSURE CONDITION SEISMIC Z()NE SAFE BEARING PRESSURE 0 FOOTINGS FOUNDATIONS 1, CONTRACTOR HAS RETAINED THE :SERVICES OF CASCADE GEOTECHNICAL A WA STA)E.. LICENSED GEOTECHNICAL CONSULTANT (206)525-6700 TO INTERPRET THE OWNER SUPPLIED EXISTING SOILS REPORT PREPARED BY DAMES t: MOORE DATED 5 FEB 199 (PROJECT # 8572-005-05) TO IMPLEMENT THE FINDINGS AND RECOMMENDATIONS FOR FOUNDATIONS. THE PROPOSED DESIGN 4 CONFORMS TO THE RECOMMENDATIONS OF THE ABOVE REPORT. 2. PLACE SLAB ON GRADE AND ALL BUILDING FOOTINGS ON OVEFtEXt AVATED STRUCTUPAL FILL OF DEPTH AND COMPACTION SPECIFIED BY GEOTECHNICAL ENGINEER AHD AT LEAST 2 FT BELOW FINISHED GRADE. (,VEREX+ AVATE AT ALL CONTINUOUS FOUNDATIONS A MIN. WIDTH OF S FT WIDER ON EACH SIDE OF FOOTING, AND 3 FT BELOW BASE OF FOOTING OR t:EOTECH ENG APPROVED NATIVE SOIL, WHICHEVER IS DEEPER. GEOTECHNICAL ENGINEER WILL CONFIRM THAT ALL FOOTINGS ARE LOC,.ATE0 ON PROPER DEARING MATERIAL. ==== =sx .============ = =====..:.======== ::zemssssu=====rtrx -.-+ew CNIEJIMCIIMIEM ========================================= = = 1. MATERIAL STRENGTHS: VALUE DESCRIPTION 60 KS I SR 60 DEFORMED RE I UF . BA RS 40 • KSI t3R 4(3 DEFORMED T-ORMED RE I NF . !BARS LOCATION HAIN REINFORCING TIES & STIRRUPS 2. PRIOR TO FABRICATION, CONTRACTOR WILL OBTAIN FROP THE REINFORCING STEEL SUPPLIER 2 SETS OF REINFORCING STEEL SHOP DRAWINGS CONFORMING TO ROI MANUAL A-: 18 AFFIXID WITH PE.STA P AND SUBMIT THEM TO THE A/E FOR REVIEW AND APPROVAL. �. CONCRETE PROPORT I ONS: MIN. SACKS OF STREWTH CEMEPNT /CY OF 4c CONCRETE 3000 PSI 5 4. CONCRETE COVER: MAX . 6ALS. (V WATER /SACK OF CEMENT MAX. SLUMP LOCAT I ON 63/4 4 C.I.P. CONCRETE COVER LOOT I ONS . SLABS, WALLS & JOISTS WITH NO EXPOSURE TO EARTH OR WEATHER *5 BARS OR LESS, EXPOSED 113 EARTH OR WEATHER 06 BARS OR GREATER, EXPOSED TO !EARTH OR WEATHER FOOTINGS /SOU ND. CAST AGAINST & PERMANENTLY EXPOSED TO EARTH BEAM AND COLUMN TIES AND ST I R*W 'S 5. MINIMUM TYPICAL CONCRETE WALL REINFORCING MILL BE AS FOLLOWS: WALL THICKNESS HORIZONTAL VERTICAL REINFORCING REINFORCING USUAL, LOCATION 6" *4 i`I 12" Q4 0 18' 8" 4#5 8 15" *5 Q IS" 10" *5 0 12" 4P5 0 16" 12" 4P4 @ 14" *4 0 18" tC%C18�9F�iE"Y'E CENTER OF WALL CENTER OF WALL CENTER OF WALL EACH FACE 7. TYPICAL MINIMUM ' SLAB ON GRADE WILL BE REINFORCED WITH *3 W 18" EACH DIRECTION OR WWM FLAT SHEETS WITH 8" OVERLAPS. THE REINFORCING WILL BE LOCATED AT THE CENTER OF THE SLAB. 8. DOWELS WILL MATCH THE SIZE AND SPAC I Nt3 OF THE BARS WITH WHICH THEY ARE LAPS. 9. RS~F, LAP OR EMBEDMENT WILL BE EQUAL TO 30 BAR DIAMETERS. 10. ALL BETE WILL CONTAIN AN ACCEPTABLE WATER - REDUCING ADMIXTURE ADDED IN ACCORDANCE WITH MANUFACTURERS. RECONMENDATIONS., IN ADDITION, CONCRETE WALKS AND PAVEMENTS WILL CONTAIN ON ACCEPTABLE ADMIXTURE CAPABLE OF PRODUCING 4% . TD 47 PEERPEPJT ENTRAINED AIR. II. PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CONCRETE 'EDGES. ============================ • mamsne �1`•A 7C `$ t ============================================== a:sf -- --= - IN ALL CONCRETE MASONRY UNITS (C$U) TO BE GRADE N UNITS COPBFOif4ING TO ASTM /C��90y AND THE REQUIREPIENTS OF QUALITY CONTROL STANDARDS OF CRETE MASONR A SN. (i 3 . . 2. MORTAR WILL CONFORM TO ASTi4 0270 AND MIXED IN THE RATIO BY V ..UlME OF I- PART CEMENT, 1/4-PART LIME POTTY, AND 4 3/.l-PARTS SAND, 3. ALL CELLS CONTAINING R I NFORCEHEN 3 WILL BE FILLED WITH CONCRETE L'R€3UT. 4. CONCRETE GROUT WILL BE fsc=2000 PSI, MIXED IN THE RATIO BY VOLUME OF 1 PART ceilENT0 3- -PARTS 'SAND, AND 3- -PARTS PEA CrRAVEL. 'MASONRY DESIGN STRESSES NE IN CONFORMANCE WITH UDC TABLE 24-H GROUTED MASONRY "WITHOUT SPECIAL INSPECTION". 6. REOZOIRED COMPRESSIVE STRENGTH: 2000 r91 >' EN* NET BLOCK AREA 1000 PSI E f'aA *GLOSS AREA 1 350 PSI SIC ;P ' s NET WA1, «'i..; AREA OF CMU $e GROt AN APPROVED PROTECTIVE COATING WILL BE APPA,.IED TO THE EXTERIOR FACE OF THE CMU IN ORDER TO P1 tVEPfl PENETRATION OF MOISTURE. a= Ts~.��ys• ====� =►- arry -tr �sass===.=asma>rsr---g -fir ===.:,==s =xxc -- r_x == ac_.- T D FSESE * of LIiso_,L -rE:EL =r. = =Y ==s===E=== =_- =___. sGa=s ===aso===ar_^_ao.Nes==== sessapassx.^•==== -rs ====ss=_== =- - -_. 1. ALL STRUCTURAL STEEL WILL BE ASTM A36. 2. ALL FIELD WELDING WILL #3E. PERFORMED BY WARS CERTIFIED WELDERS USINS E70 ELECTRODES. MINIMUM FILLET W LD SIZE WILL DE 3/16 ". 3. STEEL eO TS WILL BE ASTM A307 - 3/4`e DIAN. 6718 AS INDICATED ON PLANS. 4. PRIOR TO FABRICATION, STRUCTURAL STEEL AND HISC. METAL SUPPLIER WILL SUBMIT SHOP DRAWINGS T!3 THE A/E FOR REVIEW. ICI,XMelN4E3IDM Lw iI...Ti it' M ,=== =.r =r= r.-sa. = = == =sse-.=asx. ss= == nix =r=o= =_=====_ar_.._= .. = = ==____=_=- 1. h? I NI MU i MAIN MEMBER GRADES UNLESS INDICATED OTHERWISE ON DRAWINGS: USE JOISTS & RAFTERS BEAMS & HEADERS POSTS & . TIMBERS STUDS DESIGNATION, DESCR I PT I ON DOUS, FIR *2 DD. USFIR *2 DOUG. F'IR *1 HEM. FIR STUD Fb =1200pSA Fb =1204psa Fb=1200pst Fb= 65QpE1 Fv x 95psax Fvx0 95pts1 Fc =12OO(ssi Fcm4 245ps1 2. ALL WOOD IN CONTACT WITH CONCRETE Ot; EXPOSED TO WEATHER AND WITHOUT A SPECIFIED COATING SYSTEM WILL RE PREP TREATED WITH PRESERVATIVE. 3* USE ONLY seAsomto SENDERS WITH A MOISTURE CONTENT AT W BELOW 20 %. 4. AT . MAIN HORIZONTAL I ENBERG PRC 1;IDE SOLID WICKING OR STEEL KNEE OPACIANi AT SUPPORTS AND ON 8 FT. CENTERS ELSEWHERE. s=. arceaoaa.os ===.=== =aocv4==. -. m=== mx> sass+ez==r.=ar ==ir=2.m...e, :===ftwz=.--=._==ar= --- ====== = tat =.4===",= axs asraaaetzsrcaaa===u=tra_.== =.20 zTS.w=x>~ax_-ae-_a: =arm _ =mw>:e===== ===_s 1.0IAPRAAOM MEMBERS: . LOCATION DESCRIPTION Of ROOF DECKING 1/2" NON. STRUCT --2 CDX PLYWt3 J WALL SHEATHING 1/2" NOM. 8TRUCT --2 COX-PLYWOOD ..w.. ... w .. .._.wow.,.- .w- "... -.. NOTE: i & $TURD-I -"FLOOR T &G MAY B SUBSTITUTED FOR 5TRUCT- -2 PLYWOOD, AVER i35B MUST BE Pf OTECTED FROM MO /GT.. EAT ALL TIt4E8. 2•UNLEOB NOTED DT ERW1BE ON DRAWINGS, EILYW000 SHEATHED WALL INDICATED AS SHEAR WAU . WILL U E . STA __RE'19 PANEL LAYOUT. FASTEMRS JI!_«.. SE 10d 0 4" AT PLYWOOD WALL pritimET03 EIS, ELSE* RE 10d 6 6" IS PERMISSIBLE* ! �1F3�4✓? lC+ n�vr. �r. i• rru' W!' X!Y+ar.�aaatN..'.arcaw_w.,.,... r,wAaAr'tiisaMie. Kam. 6t../=e 1.,, w0ao .o.NIWWIM.Ot:ailM01doNep a»atrw.4.V.VM=VmO/PiolhwlOto.,'+0 06.1r ahe..7.4X04f/61a •r A�CC�w." �44W444rYiuw� ►warwu...M.F............ �. = R�rsaraaeae�ssaaeas�t�s�ca�a�saaraa6mrs xaraaalt�eartw�a�cesaso�errQ�ssRr :.a.s��sr��avae�a�aa�a,Grx�er a� ..I, # L..1 T U ) ecato 04 C3 ir• IE ' ,t4imektipmzummasimwm=n=====samommUmwmftwzmacummosonsm==== =mat m w seu y .o :om===ataa=======mumr sommi s esssmum *mrnnasnstmacmmstsrsaaaaa ner L404AMILW44CTUMED WDOD `IrMI MWte W + kJnl sas =: mcaammem icartataea ormsesatmell mortises+ sea¢a samsagmb sattcc ano = '*0400D TRUSSES WILL BE CONSTRUCTED OF STRESS RATED DIMENSION LUMBER AND T b`f ED I C8O APPRTIVED STEEL COMPONENTS. TRUSSES WILL DESIGNED TO CARRY INDICATED ROOF AND FLOOR LOADS„ fr.HE CONTRACTOR WILL OBTAIN ANY ADDITIONAL MECHAN I CAL LOADS FROM THE MECHANICAL CONTRACTOR AND PROVIDE ADDITIONAL NEMDERS TO SUPPI]R 'MEM. 4. PR I OR TO FABRICATION, THE MANUFACTURER WILL PROV I LIE SHOP DRAW I NBS AND CALCULAT I C ,`+i6 BEARING THE STAMP OF A L I CENCEA WA. STATE STRUCTURAL ENGINEER TO THE A/E FOR REVIEW. 4.IN ADDITION TO INDICATED BRACING, THE CONTRACTOR WILL INSTALL ADDED BRIDGING, BRACING, AND BLOCKING IN ACcORBANCE WITH TP II PU.BL I CAT I ON "BRACING WOOD TRUSSES - COMMENTARY AND RECOMMENDATIONS*". rssesm== =::ter. =r :'_se =.- ..===========: _..>r.. -=--. aea=re==== a ^...rc...s_.a._- =-- =r._ =.__ -s -- - zx -_:.r === E3 LJ E I_w. I I T S >* ' 1 IC irI►» t>� iF� =,x"ra = ==- == = 1.MA.IN MEMBERS: USE DESIGNATION DESCRIPTION BLULAM BEAMS 24F COMB. V4 Fb =2440psi Fv= 15p s3 2 . PR I OR TO FABRICATION, MANUFACTURER WILL PROV I DE SHOP DRAWINGS AND CALCULI ;('TONS BEARING THE STAMP OF A L I CENCI:: D WA. STATE STRUCTURAL ENGINEER TO THE A/E FOR REVIEW. 3FMANUFACTURER WILL PROVIDE THE AITC STAMP ON EACH TIMBER INDICATING CONFORMANCE TO AITC STANDARDSS. 4. GLU -LAM ADHESIVE WILL BE "WET USE" TYPE PER UDC STANDARDS 25 -19 PART 2. i 'ONE-S"i"Ei»4EFSSa a % 4.J3Q? Qh9fViEG�' x 4�B'+al ==s-_==_______=__=-===-------==--=-=-==-=- 1.ALL FASTENER AND CONNECTION SYSTEMS EXPOSED TO WEATHER OR WOOD TREATED WITH PRESERVATIVE WILL BE GALVANIZED. 2. TYPICAL NAIL SIZE AND SPACING WILL CONFORM TO UDS NAILING SCHEDULE 25 -•0 '3. UNLESS INDICATED OTHERW I SE ON DRAWINGS, TYPICAL ANCHOR BOLTS FASTENING TREATED WOOD TO CONCRETE WILL BE 5/8" DIAMETER WITH 9" EKBEDPENT AND DEFORMED HEAD. THEY WILL HAVE OVERSIZED WASHERS AND WILL BE LOCATED AT CORNERS, WALL OPENINGS, AND AT 48" CENTERS ELSEWHERE. 4. tADHES I VES WILL BE WATERPROOF AND CONFORM TO ARA SPEC AF'G -O 1 b.ALL WOOD CONNECTIONS PREFIXED WITH 4S> REFEA TO STEEL CONNECTORS AS DEVELOPED AND MANUFACTURED BY THE "SIMPSON STRONG--TIE co. " OF CALIF. TELEPHONE: (415) 562 -7775 ISUDSTITUTIONS OF OTHER ICBO APPROVED EQUIVALENT PRODUCTS IS PERMISSIBLE.) iismasexam================================ Stirs ====== -- -=====s saws: -=== =rssrmx..====....... 3.` TRACTOR WILL VERIFY ALL DIMENSIONS D THE FIELD AND NOTIFY AIE REGARDING ILI SCREPANC I ES PRIOR TO BEGINNING CONSTRUCTION, LOONTRACTOR WILL PROVIDE ADEQUATE E E tAC ING, SHORING, AND PROTECTION OF LIFE NEUFETY OF EMPLOYEES AND ALL OTHERS WHO VENTURE ON THE JOBSITE.. . ;;Ip 'INTRACT(3R WILL NOTIFY A/E IF ACTUAL FIELD CONDITIONS ARE NOT AS ASSUMED IN THE ,CONTRACT DOCUMENTATION. AANCONTRACTOR WILL NOTIFY THE OWNER AND 31/E OF ANY CONTEMPLATED FIELD CHANGES PRIOR TO CONSTRUCTION OF MODIFICATIONS. :54OPNTRACTOR WILL OBTAIN INSPECTIONS FROM AN INDEPENDENT TESTING LAB PER UBC SECTION 306 AND REQUIREMENTS OF LOCAL MUNICIPALITY. 6. CONTRACTOR WILL NOTIFY THE OWNER, A /E, AND THE LOCAL BUILDING OFFICIAL AT CRITICAL CONSTRUCTION MILESTONES ESTABLISHED BY THE LOCAL MUNICIPALITY IN ORDER TO OBTAIN NECESSARY APPROVALS PRIOR TO COMMENCEMENT OF WORK. 7.CONTRACTOR WILL SUBMIT PLANS TO OWNER AND A/E SNOWING OAD, LOCATION, AN ANCHORAGE OF ALL MECHANICAL, ELECTRICAL„ PLUMBING, AND SPRINKLER LOADS IN EXCESS OF 100 POUNDS. eo= SIC &� L. YWO00 NA z L. T NG SC HE DU L SAILING SPACING PATTERN NAXL PANEL SPACING 2X'4 BLOCKING NARK FASTENER EDGES ELSEWHERP. BLOCKING LOCATION REMARKS N -TB N -TN 10 d 4" 6" 10 d 4" 6" zz YES ALL EDGES NO - <S >FSC or T&G N -1 10 3" 6° NO - (S >PSC or 'I4iG rm < perNarrgeS '.ri4 VMS Of 0446 -ITVrde§-1A/131fg) 1 <s ;N3 j s ce. g - Ow/ w/ 'gthwAN0 f4 -1 `ftx eig 51005 04-15#4 w / 0»5 A 2.'-tN eorr X& "koala V' c-fregs lencfa wt4o Paileft- 4 v 2.4 inotT4Yrktr- 61 t4Nr (.1 • feVIINS � �! (ID I ITT c5F Ga•sT-, ;11 40,0 aQ `w/ ®e toil wait - -•- <s7 Mt icon 'Mirk TO oict 6-1)P WALL, - wit WA- 41f 1' W fz0fW .--.. 11614a, CIV aaetAMJP /i401• e7w, . - -gfr- 'N Fork wtr7rfi -,.5&; 6 c 04)1141 0114-1 1.404, 0.0 igg Mort • 11.-epLA .\ �;,lpt1 MIN . FizTri WI w/NAi &IN& N-1 "1/1,;c4� ept elm _ ---_._ 4.4 S $! , <5 ;thH e- ex6 172-. eavr Y2' pL. / -rfp, nit.,. • 4 r> '727 ow iv/ 5/ 0t(RMOPP ASS. t~ , lto. """ , 'io 11111111111! 11111!! 111111111111111111111 1111111,1 1111 1.11111111111111 11 1111111111 1111111.1 1111111' 111111. 111 111III1 .111111 11111111 1i.1111111111111111111111111 411841 APtik Ng. op grcr ease 1-1 �r j n+aiA1 - iCiolC, -- ...s, ‘ e ATP "/ 4/f}l / orhoiNw .,.roAar+aikasw ;Xry,au SIIIMENIMIffingailonsiallgateirrioninS ARCHITECTURE ENGINEERING PLANNING MANAGEMENT 701 DEXTER AVE, N. SEATTLE, WA. 98109 (206) 285 -4300 OLYMPIC ASSOCIATES COMPANY omminnamatarammetammummemmy MAGNOUA HI FI & VIDEO STORE PARKWAY SQUARE 18800 30U'iNCEP@iER PARKWAY 1'LIKWIIA. WASHINGTON STRUCTURAL NOTES & FOUNDATION/ ROOF FRAMING PLAN CITY OF T Jmui APPROVED MAY 119 .r. 1V.'µ.' �. rzeerAT P' o, %. N. DATE REVISION U P APR 241989 RE /� /C E ,, /E O ry BUIL.DINO DEPT. mrmowitrmummommummus Y tam 1' r 9031.01 VR* N h: L J,K• rsimair- ratt si InEsiatansimmenannammuffisimsen .... .. ...r..• «.r. -..r r. r... r..+>- . /.w...n...ro.....o+.:r+7.v.., A.!wx: :�H.;:�.;tn_' ?$. V't: