Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit 6039 - Southcenter Retail II - Building A
bQd) 4-c12 ]� `1 I b1�� IJD am) 100S c e../1 (...)c Ile s -- ' As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 3 ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this work carried out and call for a final inspection by this date: (/ / / lc.:, ), or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to complete,a work listed above prior to requesting inspection and release of these funds. SIGNED: r 2 NAME OF DEVELOPMENT: DEVELOPMENT ADDRESS: CASH ASSIGNMENT SHALL BE REFUNDED BY MAILING TO: CRY RECEIPT NO. a ,/a / 'ECTMON.3 (to be corn to br :completed �i S DEVELOPER'S REPRESENTATIVE: c' c+ 7/fr c- al i C-�- A NAME: ADDRESS: g , ,,t c • '7 (please print) CITY/STATE/ZIP /V— 1" ���,� 4 9 5 DESCRIPTION OF ITEMS TO BE COMPLETED (REFEREE PLANS/DOCUMENTS WHERE ITEMS ARE DESCRIBED): . 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF UNDS CHECKED BY: Lga $ t i ( , ' AUTHORIZED BY: SECTION 4 (to be OmphMd by city . CASH CITY CHECK NO. for DEVE LOPER'S PROJECT WARRANTY REQUEST FORM CASH EQUIVALENT - LETTER AUTHORIZING RELEASE Upon completion through Section 2, Finance personnel shall send copies to: - Devebper - Finance Department - Permit Coordinator, DCD RE�2UE City of Tukwila DEVELOPER'S PR 771 Tar72 DATE: FIG lel- RELEASED THIS DATE: 6 13 - g/ RELEASED BY: c PERMIT NO.: /e) -I / -`I o TEL. NO. - U.5yo • THIS FUND 18 AUTHORIZED TO BE ACCEPTED. RECEIVED BY: a , All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. 1 hereby requ Inspection and release of my cash/cash = •, al nt. DATE:)( 6 I have re ed the above work and found It accept • = a therefore authorize the release of the above cash assignment. DEPARTMENT: poi ..r u ti AMOUNT: FINANCE DEPT. Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD 0611340 SECTION f = (to b Mod In by l r / l�borlsod b City >: NAME OF DEVELOPMENT: r # — &i i et- "m t ` _1L DATE: 7 - 1- 9 0 _ DEVELOPMENT ADDRESS: / (och . ,5�,, f .6.? �L f' - w Y . PERMIT NO.: �_Z 9 CASH ASSIGNMENT NAME: J,3 S C-e- . /Cr e e -6 TEL NO. SHALL BE REFUNDED ADDRESS: 12 i Z BY MAILING TO: /-7 IV f J ,a2.3 . (please print) CITY/STATE/ZIP 8 c lL.. t A - - '? F o o v r DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE S lft2'T /� ` L D F PG PLANSDOCUMENTS WHERE ITEMS ARE DE9CRIBEDI; p • as Ai 0 /2-T1F .,- c T S ' 1)9g .' a Lt., c--- Pf, , , ., 7-- , G,J ©E i -1 C aG� i• .✓ 0 I ✓ 1 -- L J r •- d L — L-t S ( Dc1 r E r /v 14 I a i.tAE .n _o A- _ e zr ,in ci, Tn t1,A t ,# /.-11/2— 21.-- S As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 7 C -- ($150% of value to complete work described above) and attach supporting docum . ation for value of work. I will have this work canted out and call for a final inspection by this date: • 5 / •0 ), or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, l hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to comple all work listed above • • r to requesting inspection and release of these funds. • SIGNED: el -.---G TITLE: ‘94-1/1-1.4--A.,. / SECTION 2 ( SIGNED: AMOUNT: 26 7$ CASH 'iQ CASH EQUIVALENT CITY RECEIPT NO. SECTION 3 (to be completed 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: by SECTION . (to be competed by City (to be CHECKED BY: // . ' e <- i City co Tukwila I e / DEVELOPER'S P `OJECT WARRANTY REQUEST FORM THIS FUND I8 AUTHORIZED TO BE ACCEPTED. DEPARTMENT HEAD: ai(3 DEPOSITED THIS DATE: 9 1L�I9 RECEIVED BY:,-(1) L All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: have reviewed the above work and found it acceptable and therefore authorize the releas the abo i cash assignment. C / ^r, AUTHORIZED BY: DEPARTMENT: QV CASH CITY CHECK NO. GC' CASH EQUIVALENT - LETTER AUTHORIZING RELEASE Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD AMOUNT: RELEASED THIS DATE: RELEASED BY: 7 ' 2 , FINANCE DEPT. Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD SEC to No Ill tid' In by dwfMs ►r l autborizod b ata NAME OF DEVELOPMENT: , , ; ,, ,_-.,,. E 7 Z . - . T -, :. , t _ DATE: `/ - : - `j DEVELOPMENT ADDRESS: ' • - . , : , , , irc (--.....,7-:/,. 7; „ ... PERMIT NO.: ,�: C 3 c CASH ASSIGNMENT NAME: / , ,; . - , C' c. i.,) TEL. NO. C 6 2 c vo c BY MA BE REFUNDED ADDRESS: �=,l i z ,i / � , �,, ;, i , i ,,, : �_) BY MAILING TO: _' (please print) CITY/STATJZIP f ?�• c. e,. /1 c7'.1-c< • � -1 - i i r: • : COMP • ( - 1 • PLAHSIOOCUMENTS WHERE ITEMS ARE DESCRIBED): (."',' /y �) L t 7e L,- „ ,) , e / l i�, "i ( f i c. L /-i /4 11 . 47 C. , r4 L /' T-. { , T C L , n , - . L . - k ,.- n, /.: ', 1 .� / -c /. ,� ,, As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ - .=-: r 1^ ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this work carried out and call for a final Inspection by this date: ( /c / s" / `ic ), or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. tf I fail to carry out the wank, I hereby authorize the City to go onto the property to carry out completion of the above deficiencies. 1 further agree to complete all work listed above prior to requesting inspection and release of these funds. SIGNED: Z dcY-- � - .u.>2.. -c./ TITLE: c,, - 4_1:--. 1 Clty ` f Tukwila + 0 ✓ DEVELOPER'S PKOJECT WARRANTY REQUEST FORM SIGNED: THIS FUND 19 AUTHORIZED tO BE ACCEPTED. DEPOSITED THIS DATE: SECT 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: CASH EQUIVALENT - LETTER AUTHORIZING RELEASE CASH CITY CHECK NO. �b Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD All work identified in Section 1 01 this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: 1 have reviewed the abo authorize the r AUTHORIZED BY: e rk and found it acceptable and therefore abov : h assIgrunent. DEPARTMENT: AMOUNT: $7 7 . © c g-c ''" RELEASED THIS DATE: RELEASED Upon completio send copies to: of entire form, Flnance personnel shall - Devebper - Finance Department - Pennk Coordinator, DCD o1111a+10 APPROVED FOR ISSUANCE BY: - Q& if — .`, BUILDING OFFICIAL know the same whether specified the provisions to sign DATE: (� - _ / to be true and correct. All provisions herein or not. The granting of of any other state or local laws for and obtain this building permit. I hereby ce tfy that I have read • N examined this permit and of law and ordinances governing this work will be complied with, this permit does not presume to give authority to violate or cancel regulating construction or the performance or work. I am authorized el SIGNATURE: > 2 L t fr 1 � , DATE: 4: 7 - 0 PRINT NAME: i . dg -7 a , S j` -- w COMPANY: rxi H. .5�C.eec'2A PROPERTY OWNER Robert H. Schofield PHONE 462 -0406 ADDRESS 4212 Hunts Point Road, Bellevue, WA ZI P 98004 CONTRACTOR R. W. Huff Construction PHONE 244 -7495 ADDRESS P.0. Box 66779, Seattle, WA ZI P 98166 WA. ST. CONTRACTOR'S LICENSE # RWHUFC *287MI EXP DATE 12 -31 -90 ARCHITECT Lance Mueller & Associates PHONE 325 -2553 ADDRESS 130 Lakeside. Seattle, WA ZIP 98122 TYPE OF CONSTRUCTION: v _ N UBC EDITION (year) 88 SETBACKS: N - S - E - W - FIRE PROTECTION: ®Sprinklers 0 Detectors 0 N/A UTILITY PERMITS REQUIRED? Cx7 Yes 0 No (throug public Works) ZONING: C _ 2 BAR /LAND USE CONDITIONS') yes ONo LI 027- 2 -01 -90 PLAN CHECK FEE CONDITIONS (other than those noted on or attached to permit/plans): 4.50 ')904 1 1 - 01 - 9D ENERGY SURCHARGE OCC. LOAD DESCRIPTION AMOUNT RCPT # DATE BUILDING PERMIT FEE ,-],..741 , 00 1,132.00 1904 5412 LI 027- 2 -01 -90 PLAN CHECK FEE BUILDING SURCHARGE 4.50 ')904 1 1 - 01 - 9D ENERGY SURCHARGE OCC. LOAD OTHER: OCC. LOAD SQUARE FEET OCC. LQAD TOTAL - 2,877.50 USE / / CODE COMPLIANCE / / / FLOOR 1 SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LQAD TOTAL SQUARE FEET TOTAL OCC. LOAD TOTAL. CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. ( 9 DATE ISSUED: PROJECT INFORMATIOt` 16813 Southcenter P,y - U •N a 414,5R1 00 PROJECT NAME/TENANT ASSESSOR ACCOUNT # Southcenter Retail II Building A 262304 7 JGradlng./FiII 68 -09 TYPE OF L() New Building 0 Addition U Tenant Improvement (commercial) Li Demolition (building) WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other: DESCRIBE WORK TO BE DONE: Construct single story retail building. BUILDII"3 PERMIT (POST WITH INSPE(I "ION CARD AND PLANS IN A CONSPICUOUS LOCATION) FEES PLAN CHECK #90 -039 VALU 0 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. DATE ISSUED: CERTIFICATE OF OCCUPANCY NO. N I-A i overaor PERMIT NO. SITE ADDRESS 1 (AV?? soUthc rtter RA CONTACTED DATE READY DATE NOTIFIED 2nd NOTIFICATION BY: (init.) BY: (init.) Bn i ) PERMIT EXPIRES AMOUNT OWING j 1 + �� 3RD NOTIFICATION PROJECT NAME - -rr� :_4),nt-e r R -o`.� L i A SITE ADDRESS 1 (AV?? soUthc rtter RA SUITE NO. PLAN CHECK NUMBER G n.O? - f) INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) ....................... 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 DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. SPAR BUILDING - �_ q initial review FIRE El PLANNING PUBLIC WORKS O OTHER 'BUILDING - final review REVIEW COMPLETED BUILDING PERMIT APPLICATION TRACKING 2 -23- CONSULTANT: Date Sent - - -90 Date Approved 2 Z3 - 9 0 (ROUTED) INIT: tt 2/?(:/70 INIT: t INIT INIT: INIT DAB ROY r, Z4' '/0 FIRE PROTECTION: f Sprinklers 1) Detectors U N/A 3 FIRE DEPT. LETTER DATED: REFERENCE FILE NOS.:5r:L TYPE OF CONSTRUCTION: v tt UIREME - z 6 -9/2 INSPECTOR: ZONING: L - ? IBAR&AND USE CONDITIONS? NY J I No c,v 'G MINIMUM SETBACKS: N- S- E W- UTILITY PERMITS REQUIRED? O Yes r No PUBLIC WORKS LETTER DATED: !, / at/ / of 1 I 1 1 ") ct o UBC EDITION (year): SITE ADDRESS SUITE 1 1 5 13 SauTti cet■rrE AWCW►a y ZeU4 i.J LA w A . VALUE OF PONSTRUCTION • $ -' L - .. ASSESSOR A CO NT 0 2 (. c , - O PROJECT NAME/TENANT ' , e E S c i-w P I r el i Im-i_ lc s t 1Z.'. A. I YF't U1' New miming Addition Tdnnnl Inlpiuvesrl�dl 1 (Wl ruuenuidt) Demui lion (building) WORK: 0 Rack Storage ❑ Reroof Rq/nQddl jresidentiat) 0 Other : ... eta ' IN e ' M F . P FEE ____M ,'A ' 11.2111 a = ..5t.F1 .K D ILDIN�Q,, 1fQHARGE FNERGY - SURCHARGE . WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? ( - No ❑ Yes IF YES, EXPLAIN: PROPER1Q OWNER M A� r-t A � .. `�o��r, „ o . `Int,'. goQre•R 4 . j PHONE 4 z o Y u-► • ADDRESS 2.1L. - t. rs ?i • Z). BELL- . 1 -JP,-. IZIP v 91 ,,f. ZIP ?g WA. ST. CONTRACTOR'S LICENSE 1 w _ 14 u - Fa_ -* . r, 1 EXP. DATE 4_ 46 SITE ADDRESS SUITE 1 1 5 13 SauTti cet■rrE AWCW►a y ZeU4 i.J LA w A . VALUE OF PONSTRUCTION • $ -' L - .. ASSESSOR A CO NT 0 2 (. c , - O PROJECT NAME/TENANT ' , e E S c i-w P I r el i Im-i_ lc s t 1Z.'. A. I YF't U1' New miming Addition Tdnnnl Inlpiuvesrl�dl 1 (Wl ruuenuidt) Demui lion (building) WORK: 0 Rack Storage ❑ Reroof Rq/nQddl jresidentiat) 0 Other : ... DESCRIBE WORK TO BE DONE: Oo tiS T R -u..LT S i 1 c,Le' S ? R--( - Li._ $cam . BUILDING USE (office, warehouse, etc.) �rc'( Ih t L- 5,170, C NATURE OF BUSINESS: 7(. -.-i-A ,1 _ 1- P. 1 WILL THERE BE A GHANtak IN Ube? ❑ NO f4 Yea IF YES, EXPLAIN; lip. S 1 EunJ V c ...sr ► LP.n c) �d2e .Ly {2c"S 1 Ot" - 1JOZ SQUARE FOOTAGE - Building: \,, -- -- Tenant Space: Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? ( - No ❑ Yes IF YES, EXPLAIN: PROPER1Q OWNER M A� r-t A � .. `�o��r, „ o . `Int,'. goQre•R 4 . j PHONE 4 z o Y u-► • ADDRESS 2.1L. - t. rs ?i • Z). BELL- . 1 -JP,-. IZIP v 'CONTRACTOR , U I--}• P F c o o s i • ?HONE (IQ _.--) 9 C.i AD DRESS - t 9 �= ' - w A • ZIP ?g WA. ST. CONTRACTOR'S LICENSE 1 w _ 14 u - Fa_ -* . r, 1 EXP. DATE 4_ 46 ARCHITECT (_ r., G t H �, eLL.�2 w Assoc PA'f tC kpR- �a �, h Klst�rR HONE 3 - - .zs 3 ADDRESS 2, (.-, . 1, - ” S l t � S t � . , w A . ZIP9 2 1 2 Z 7. CERTIFY:THAT 1 MAVE READ AND EgAVIFIETTFri4 APPLICATION KNt W •:l'H '.I:AM TO Be, • ,TRUfi:'.Af ) CORRKt AND I AM..A, To APPLY 1 OR::THIS`:PFAMI T ' i • r ` •Y ; �1:�' 4 . i : '• jl } ' • BUILDING OWNER —OR AUTHORIZED AGENT , SIGNATURE . : ... „,,„„,,,;),1,„., DATE PRINT NAME / 1..t vpgt"RT N . 4 L s c.t . S c4.i.ovieLo PHONE 4 L 2- oy o 4 ADDRC33 11- '"a 4 4 c.( zl2 A.+“ N.1 i s - Pa ,wJT RD. I'Zr�. Lit. • CITY /ZIP ..e.1.4... `Ikvoy h'HUNE 4ioLa �q, CONTACT PERSON -R6;3c-424— is • ScN0F, FROM :CITY OF TUKWILA TO: CITY OF TUKWILA Department of Community Devaloiment - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (L0C) 133 -1049 PLAN CHECK NUMBER 206 320 0554 JAN 30 1990 10 :36AM f3Ul abir_ a i ' �l1M11 APPLICATION RRRR (for stall use only) APPLICATION OUDMITTAL In order to onouro that your application to accepted for pion rovlow, ploaoo mako cure to 1111 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 433.1051 prior to butnIrlttllti dpplk,dllull. Ili an Gd berb, a valuation amount ahvuld be ontored by the applicant, This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. DUILDINO OWNER / AUTHORIZED AGENT i1 tho applicant to othor than tho owner, roglotorod arohilooUonglnoer, or oontractor licensed by the State of Washington, a notarized letter from the properly owner authorizing the agent to submit this porrnI application and obtain the permit will be required as part of title Submittal. EXPIRATION OF PLAN REVIEW Applications fir which nn permit IR Issued within 180 days followino 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 DulldIng Oodo (currant edition). No application ohall be extended more than onoo. It you have any questions about our process or plan submittal requlremente, please contact the Department of Community Development Building Division at 433.1849. UA1 E APPLICA1 IUN ACCkP I kU UA (k ANNLIUA I IUN k .t'IHkti P.02 t To: Duane Griffin From: Bob Schofield Date: 4 -18 -90 Subject: Test pile procedure - Southcenter Retail II At 16813 Southcenter Parkway. Subject to your approval we submit the following plan for test piling at the above project: 1. Start date: 4 -19 -90 Finish date Not Later Then 4 -24 -90 2. Pile company: Mike McDowell 3. Certifying engineer for on site testing Ritten house Zema Associates 4. Number of test piles - 15 5. Location of test piles - as shown on S -11S -3 drawings per attached dated 4 -18 -90 6. No additional piles will be driven until building permit has been obtained 7. Ref. #3 above. RZA will send inspection reports to Duane Griffin certifying piling meets specifications. CITY OF TUKWILA APPROVED APIi 16 1990 Robert Schofie AS WED - r driving 15 test piles in no way reflects final building foundation location or building configurations. ne ri 1 Building Official CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKIVILA, WASHINGTON 98188 TO: Duane Griffin PF /amc:1:sc2 M E M O R A N D U M PHONEY (206) 433.1800 FROM: Phil Fraser DATE: April 18, 1990 SUBJECT: Southcenter Retail Building 2 - Request by Robert Schofield to Carry Out Test Piles on Subject Site Per the April 11, 1990 letter from Rittenhouse - Zeman and Associates, Inc. this report indicates that acceleration or vibration related pipe rupture associated with piling is not likely in the opinion of the consultant. Furthermore, the consultant recommends "pre- drilling or pre- excavating through upper fill placed on site for piles located within the horizontal distance of 50 ft." Per my discussions with Ron Cameron and Kurt Groesch on 4/18/90, the City will allow test pile driving outside a 50 ft. horizontal distance from the existing sanitary sewer main in Southcenter Parkway. Bob Schofield understands that the development, takes full liability for any pipe settlements /failures related to these pile driving activities. xc: Ron Cameron Ross Heller Bob Schofield Development File: Southcenter Retail Building 2 Gary 1.. Vnu!)nscrr, AJr {tor 11 April 1990 Atterition: Mr, Phil Fraser Senior engineer Public '.Vorks Department Gentlemen: RIT'TF. 'HIWIS'F- T,F.A1AN.. A.ti +.1N"IATF3, INC. meter Wear 4 Fnvlrnrtmr'nrnl r"��rrcrrllr'lff 14001 Avenue N.E, I Belleru , Mshing'lnn 98005 -4594 (206) 746.8020!FAX (206) 746 -6364 The City of Tukwila' 6200 Southcenter Iva, Tukwila, Washington 98188 Pursuant to your request, Rittenhousc -Zeman & ASsociate9 is writing this letter in response to the City of Tukwila's review comments regarding Mr. Robert H. SChofield's application for Southcenter Retail Building No. 2. We understand you've asked RZA to asses the potential for settlement related to piling installation for existing u`tir?;"s and structures IOC:. .. ,; n the areas si.irrou.inding the Southcenter Retail site, Specifically, you've requested R to evaluate the impacts of pile driving on the existing sewer main which wnr. installed'with relatively a fiat gradient located in Southcenter Parkway; W-6407 The installation of faundatlon piling will require timber plies to be driven with d diesel, air or st arri hammer until suitable penetration resistance is achieved. It appears the closest piing wouta oe ioc approximately zu feet from trio roe one ana the c ,tin P g pp Y� property nY r `� 9 sanitary sewer ap ears to be located some 35 feet horizontally away ,1}om the east inmost margi of the proposed building. We understand the invert of ttie existing sewer is located ap roximatcly 9 foot below existing grade. Pilo driving for the i emainder of the two buildings would be located at increasing horizontal distances from th4 existing t utilities. The ineiderice of &Image to surrounding structures or utilities would be reia4dd to the r. pile diving operti ns and their proximity to the existing structures. In addition, the Likelihood of dama a related to vibrations is also a function of the actual conditii n of the utilities, the bedding conditions supporting the pipe, as well as the actual subsurface T he City of Tukwila 11 April 1990 conditions and fou dation materials present below the pipe invert. Based on the results of our site work a d previous studies accomplished for the pipeline installation, the pipollnoc aro under ain by significant depths of highly coy epee iL Ie peaty materials. Pile drivlrig vibrations ear the 1. ,,e1 will not likely be intense owing to the ' horizontal separation and th very soft nature of the upper native materials. Acceleration or vibration - related pipe rupture associated with pile driving is not likely, in our opinion. We recommend pre- drfing or pre excavating through the upper fill placed on tFie site for piles located within a horizontal distance of 50 feet. On going settlement monitoring of the nearby utilities ndicates no appreciable or measurable off-site impacts 1SE.;ociated with =an -site fill placE ment have been observed. The risk associated with pile installation are less than those for fill placement. A monitoring program related to pile driving does not appear warrant magnitude of vibr immediate vicinity 0 Respectfully submitted, 10- 4-0 Kurt W Grcesch, P cc: ; Mr. Robert S KWG:c;ao W 6407 Page 2 d based on the observed performance of the nearby utilities, the low tions likely to be associated with pile driving operation the utilities, in our opinion. We trust this letter i sufficient for your needs. Should y'ou have any questions rQ garding this letter or other topics, please feel free to call at your Oarllest convenience. RiTTENHOUSE -ZEMAN & ASSOCIATES, INC. hoefield's •$ Stgfilr�- • irl the SEE 35MM FILM ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No 90029 JOB NAME DATE SUBJECT SHEET OF BY S oLtTN C&JT z RE I ST2UCTUegI CALC_ULATIbN JANUARY 30, I q90 I Ff diffri 10 -- PC. WALL DESIGM — Fo uNAAT1 oN it.2AL. (FRA mk.S) AR4►i TEC 7 ohocr muel _E2 £ ' A SSD( oat S 13(3 LAKE SIDE Srz Arrc E, wA M2.2 (2.og325 -2553 RECEIVED CITY OF TUKWILA FEB 0 1 1990 PERMIT CENTER ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -12061525-7560 - FAX # (208) 522 -6698 PHASc JOB No JOB NAME & TFJ?_ LEAIL. C, DATE / 'O - 9O SUBJECT 12,bCf FIZf1M ItJ (- - LoApi SHEET R I OF BY P v LL. : 2s t•s F- 2_ PsF 1. . Z. 3 Z.. c� 2,C 1.5 J. Y^ L , = 3 8 P SF 11 lk /1 l3 .0 P S F - ro T L- IJ U l_J (NUN - QEouc X (3 u � PL7L.1UU1D 1 ZUSSES SP21►J v uze S G T15i.i( , Meal e misc. * ( Arit 2P- dL To 'gaor- pole GU3'3 LEtCN 0\L4A(, jG 1JT PAL SElSMIL Forzcc S •.• I:L = IS PSF AL So And /00o MicsraA J OF ALL 6L6'S A5 AN Faun(. UN /ro2M LoAt, ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522.8898 JOB NO 9 JOB NAME - 7. r1L • 1 SUBJECT I��K -II ij( SNnu PAV1Pit r PIT 3 MPx �b 1, 06 Zs P r- I PCds J - 6., x I.O XZSPSP — 17,s ps-P 5o Zs hd' 8 o — dx D = . Zy ; + 7,0 - IS POT hr- 3 ud 24 v (kr.-" �'b). " 4x, ).c 3' - ', ►„(��� I 2gg K kl)t) wn D ' /01 s 2 DATE 1- z.9 -90 SHEET gZ OF BY I V o,z 25 2SF- +- T 3- r 1 " 8" -= , for nd., Yh I � /VO7 = 1A A 1i RAurt.- 90 riVAMT gAl ' p ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 Joe No. SUBJECT gLIX7 A lmcif - rsu s SE S JOB NAME CC C71 r g rc`/1'IL -I-- L ( 32' 4.) _ ii X , ?SF 101 1'L.i- SPA fJ 4e1 ' _ 3 y" TJL 3� — 23' ti 32' 2o" Zs* 14" 1228 Gera �3) 1,1 = L X 38 4- CEO • 41 Ptr(m ?4),c 1. ZS rlFr CAP /I Cb 'w r nsov4 It eti yrlZ X76 fi 7U + 36 = i. y8 k7 1=7" 561-7-8 x,184- o +.A.7 = t. C. 1 / , r 4t q7 8 2a' - /6 " ' DATE SHEET P.-3 OF BY 09..a 9..a Joe No Jon NAME ENGINEERS- NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 • FAX 4' (206) 522-6696 SUBJECT . ,1 2E a7 -z ' N Jr-L„ 9/ d 11.4. u z T p f, . 0 71I. 1 1 b a al l 07 DATE SHEET Iy OF BY ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115. (2061525 -7560 - FAX # (206) 522 - 6898 JOB No 9 -021 JOB NAME SOu1$ CFNr72. frr A IV JI DATE i - 25- go SUBJECT K-erf: 'MAP" G - - i 2 - 0.w GcC ., - -me r IICEI SHEET pi A OF h r LATE AL F2 m r.S BY 'RV, G 21r) SPNJ = 2`7 '- &' 4o -/- SS PL r- + 0 , 4 1./ 3 /r- r /.13 X (271 /8 I(52 - iu2.Q7, x eZ 4y7. l' 4 9 )11 2 2.yx I.Is S= 453 %53 ►'h� f( _ \ fi = 590y. o ih y Ls' /a x 21/ 1 C4 % ) L dL� .CZ 7 /521_ C,oi1 1.2 S 'PA IJ 2./ —D " 4,3 = 3 L xi() '30 + /u •G7' rib PSF = /46 K (rr Mom: 1.0X 21 = S5.1 3 14 - 8 SQL 5 S .13X1Z 12.7(, Z39 - in s 6 x le, (+ '6") 4 LL -4 , S yy SPAN = IS -0 .�.� ?- X N {- ZS + 2- . d I( /r r PM (Ir''L 21/.$ - � I /e x 12 (✓IQ•? SI 2Y..' $ = 22 ?.c, ; C'2u) A.I C. 5t 1.J = 32► 00 Li ALL 'Li - 4! x 4- id. 5 ?' X 2.O QSF 5 /e X /63 4 10 "tr- = .4u r A 53 " L/ �3c� BEAM.. Al LENGTH= UNIFORM LOADS= 1..215 k1.f hi(ft: I::i.iss)= 17o.2 V(I::i.bs):- 20.6 E= 1 800 Fb 2.76 F- v= .189 BEAM .3 1/8 X 5 1/0 X 6 :'. /4 X 8 3/4.X 10 3/4 X BEAM - - - :; 1/8 5 1/8 6 3/4 8 3/4 10 3/4 42 1..5 .9 7 24 21 X 70.5 X 48 X '"'7.5 r, X 30 X 27 1)EF I._.1=;:r ;T I. (:JN 0.96 1..39 1.6'7 1 . 84 ;.V '4 . 2 3 DEFLECTION t :1.69 1.34 2.13 BEAM.. A3 LENGTH= .33 UNIFORM LOADS= 1.25 k 1 f IYI(fi:.- ki.Gys)= 1.701.2 V(I: ::i.ps)= 20.6 E= 1800 FL,=: 2.76 Fv= .189 9 BI :=:AIM I 1./8 X 42 5 1/0 X 31.5 6 3/4 X 27 8 3/1 X 24 10 3/4 X 21 DEFLECTION 01.96 1.39 1.6 1.84 2.23 7mex ft.) 0.92'2 0.966 0.981 0.9/4 0.988 %max fb 0.512 0.640 0./77 0.906 'Jma >; •f•b 0.922 C).966 0.981. 0.914 0.988 x:4.9 %,max f v 0.983 0.053 0.776 (+ 0.685 0.648 /.magic f v 0.992 0.964 c :1.971 0.960 11.077 Na %max f: v 0.981 0.851 ( 4.7/34) 0.776 76 0.685 0.648 ?- BEAM.. A2 LEF 1' CAN'T' 9.00 MAIN SPAN= 55.80 RIGHT CANT =• 9.00 • UNIFORM LOADS (4r 1+) LEFT CANT= 1.25 MAIN SPAN= 1.25 RIGHT CANT= F :Left = 66.8 F right = 66.8 Mma;; (ft- kips)-- 250.3 Vmax (kips) E= 1800 F b = 2.76 F v= .189 MC)MEN T8.... LE T CANT 236.3 CENTER SPAN= 250.3 RIGHT CAN 1' = 236.3 SHEARS EACH SIDE OF SUPPORT'S 31.9 .9 34. 9 34.9 31.9 1.S X / �rl . x 4 .•M. •40 ° BEAM..A4 LENGTH= 33 UNIFORM LOADS= 1.36 klf M(ft-kios)= 185.1 V(kios)= 22.4 E= 1800 Fb= 2"76 Fv= .189 BEAM DEFLECTlON %max fb %max fv 3 1/8 X 45 0.85 0.881 0.979 5 1/8 X 33 1.31 0"963 0.878 6 3/4 X 28.5 1.55 0.984 0.793 �S 3/4 X 25.5 1.67 0.917 0.695 10 3/4 X 22.5 1.90 0.944 0.653 BEAM..045 LEFT CANT= 9.00 MAIN SPAN= 55.80 RIGHT' CANT= 9.00 UNIFORM LOADS (klf) LEFT CANT= 1.36 MAIN SPAN= 1.48 RIGHT CANT= 1.36 R left = 76.0 R right = 76.0 Mmax (ft-kips)= 319.0 Vmax (kips)= 41.3 E^= 1000 Fb= 2.76 Fv= .189 MOMENTS°...LEFT CANT= 257.0 CENTER SPAN= 319.0 RIGHT CANT= 257.0 SHEARS EACH SIDE OF SUPPORTS 34.7 41.3 41.3 34.7 PLAN DEFLECTION %max -Ph %max fv 3 1y0 X 81 0.60 0.502 0,981 5 1/8 X 54 1.24 0.656 0"993 6 3/4 X 43.5 1.00 0.749 0.971 O 3/4 X 34.5 2.70 0.894 0.974 10 3/4 X 30 3.44 0.947 0.925 BEAM..A6 LENGTH= 33 UNIFORM LOADS= 1°36 klf M(ft-kips)= 105.1 V(kips)= 22.4 E= 1000 Fb= 2.76 Fv= "189 � �/ �f 'm � • BEAM DEFLECTlON %max lb %max fv 3 1/0 X 45 0.85 0"881 0.979 5 1/8 X 33 1.31 0.963 0.078 6 3/4 X 28.5 1.55 0.964 0.793 Cf O 3/4 X 25.5 1"67 V.9P_ - 6..;95 10 3/4 X 22.5 1.913 0.944 0.853 Joe No 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525 -7560 - FAX # (208) 522 -8698 SUBJECT 6/LtI LAm &DCG I gLD G 2. 7121, ',.' ►r:711 211' .: ?) 0 ENGINEERS — NORTHWEST INC. P.S. JOB NAME cOLCT CELJTE2 IIZ PI' r A �) 1 11 /EL 73.5 11 9,,. pivot. wr. \ (3 2 8)x38 F5F - SS + 4 PPP X36psr 5e 4 48 . ' (2 3 9o') x 38 py'- rs; = /. z 2 1 / A 3 8 v,F -1- 5 C> Pt-F -1 4 PLF = 1.01 (1 FAm) ( hlEYN LOAD) DATE I () * 90 SHEET P.,1 OF BY /VOTE Al) mao rue "Arc , M1osPAN APO AD ra4ty, umr.. L qAD @ EvEQY 6LiS 1. 3 y K /Fr 84 171,5 it HAS A /2 C. ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Joe No SUBJECT Joe NAME ( - - -- 7 6(371 . 1 C E JTt7 R E TA IL pNAs1' 7- DATE ff�� SHEET �LJ OF BY RV, 2 IP. o" 61' a" PW'. n" .9 O Q 0 O BEAM..DEAM 1 LENGTH= 39.5 UNIFORM LOADS= 1.01 k1f M(ft-kins)= 197.0 V(kips)= E= 1800 DEAM 3 1/8 X 5 1/8 X 6 3/4 x B 3/4 X 10 3/4 X BEAM 3 1/B X 5 1/B X 6 3/4 X 8 3/4 X 10 3/4 X 45 34.5 30 25.5 24 36 28.5 24 21 19.5 BEAM 3 1/0 X 55.5 5 1/8 X 37.5 6 3/4 X 20.5 0 4 19.9 Pb= 2.76 Fv= .189 DEFLECTION 1.30 1.75 2.02 2.54 2.48 BEAM..BEAM 2 LEFT CANT= 6.00 MAIN SPAN= 28.00 RIGHT CANT= 8.00 UNIFORM LOADS (k1f) LEFT CANT= 1.01 MAIN SPAN= 1.01 RIGHT CANT= 1.01 R left = 40.9 R right = 35.9 Mmaw (ft-kips)= 137.9 Vmaw (kips)= 26.0 ��%*uc rormE Ls��� 1800 Fb= 2.76 Fv= .189 MOMENTB....LEFT CANT= 137.9 CENTER SPAN= -28.0 RIGHT CANT= 116.7 SHEARS EACH SIDE UF SUPPORTS 26.0 14.9 13.4 22.5 BEAM DEFLECTION 3 1/0 X 55.5 -0.09 5 1/8 X 36 -0.21 6 3/4 x-�214-44- 0.32 8 3/4 X 22.5 -0.50 10 3/4 X 19.5 -0.63 BEAM-BEAM 3 LENGTH= 32.5 • UNIFORM LOADS= 1.01 klf M(ft-kips)= 133.4 V(kips)= 16°4 E= 1800 Fb= 2.76 Fv= "189 . DEFLECTION 1.16 1.42 1.81 2.09 2.12 DEFLECTION 0.38 0.75 .~ %max fb 0.937 0.943 0.931 0.975 0.890 %max fb 0.442 0.609 0.718 0.864 0.920 %max fb 0.966 0.914 0.959 0.890 %max fb ().517 0.658 0.837 %max fv 0.912 0.765 0.883 0.633 0.551 %max fv 0.976 0.988 0.974 0.972 0.923 %max fv 0.944 0.761 0.705 0.633 0.559 %max fv 0.999 0.965 0.995 0.926 � T /,/��� � �°��X -- �-� ~^ 7L BEAM-BEAM 4 LEFT CANT= 7.00 MAIN SPAN= 45.50 RIGHT CANT= 7.00 UNIFORM LOADS (klf) LEFT CANT= 1.01 MAIN SPAN= 1.01 RIGHT CANT= 1"01 R left = 46.0 R right = 50.0 Mmax (ft-kips)= 160.8 Vmaw (kips)= 26.5 E= 1000 Fb= 2.76 Fv= .189 MOMENTS....LEFT CANT= 139.6 CENTER SPAN= 111.2 RIGHT CANT= 160.8 SHEARS EACH SIDE OF SUPPORTS 23.5 22.5 23.4 26.5 • BEAM. .BEAM 5 L[NGT|\= 38.5 UNIFORM LOADS= 1.01 kl+ M ft-kips)= 187.1 V( kips)= 19.4 E= 1000 Fb= 2.76 Fv= .189 BEAM 3 1/13 X 43.5 5 1/B X 33 6 3/4 X 20.5 8 3/4 X 25.5 10 3/4 X 22.5 D UT' ION %max f b 1.29 0.949 1.81 0.974 2.13 0.974 27,29 0.977 2.72 0.955 %max fv 0.921 0.702 0.703 F, 0.576 ^ ~ �J�k ��`x BEAM-BEAM 6 LENGTH= 39.5 UNIFORM LOADS= 1,01 klf M(ft-kjps)= 197.0 V<kipsy= 19.9 E= 1800 Fb= 2.76 Fv= .189 BEAM 3 1/8 5 1/8 6 3/4 8 3/4 10 3/4 X 45 X .34.5 X 30 X 25.5 X 24 BEAM-BEAM 7 LEFT CANT= 6.00 MAIN SPAN= 28.00 RIGHT CANT= 6.00 UNIFORM LOADS (k1f) LEFT CANT= 1.01 MAIN SPAN= 1.01 RIGHT CANT= 1.01 R left = 40.9 R right = 35.9 Mmax (ft-kips)= 137.9 Vmaw (kips)= 26.0 E= 1B00 Fh= 2.76 Fv= .189 MOMENTS....LEFT CANT= 137.9 CENTER SPAN= -28.0 RIGHT CANT= 118.7 SmARS EACH SIDE OF SUPPORTS 26,0 14,9 13.4 22.5 BEAM 3 1/8 X 55.5 5 1/B X 36 6 3/4 X 2Q^'5 8 3/4 X 22.5 10 3/4 X 19.5 DEFLECTION 1.30 1.75 2.02 2.:54 2.48 DEFLECTION -0"09 -0.21 -0.32 -0.50 BEAM-BEAM B LENGTH= 32.5 UNIFORM LOADS= 1.01 hlf M(ft-kips)= 133.4 V(kips)= 16.4 E= 1800 Fb= 2.76 Fv= .189 BEAM DEFLEC7ION 3 1/8 % 36 1.16 5 1/8 X 28.5 1.42 6(3/4 X 24 1.81 8 3/4 X 21 2.09 10 3/4 X 19.5 2.12 MEAM..BEAM ( LEFT CANT= 7.00 MAIN SPAN= 45.50 RIGHT CANT= 7.00 • UNIFORM LOADS (klf) LEFT CANT= 1.0t MAIN SPAN= .05 RIGHT CANT= .85 R left = 42.9 R right = 41.6 Mmax (ft-kips)= 139.6 Vmax (kips)= 23.5 E= 180(} Fb= 2.76 Fv= .189 MOMENTS....LEFT CANT= 139.6 CENTER SPAN= 82.5 RIGHT CANT= 135°4 SHEARS EACH SIDE OF SUPPDR78 23.5 19°4 19°2 22.3 BEAM DEFLECTION 3 1/8 X 51 0.33 5 1/8 X 33 0.74 8 3/4 X 25.5 1,22 10 3/4 X 19.5 1.71 %max 0.937 0.943 0.931 0.973 0,890 %max fb 0.442 0"809 0.718 0.864 0.920 %max fb 0.966 0.914 0.959 0°951 0.890 %max fb 0.525 0.727 0°Q96 0.875 0.932 %max fv 0.912 0.785 0.683 _ 0.833 0.551 %max f* 0.976 0.988 WAE 0.974 0.972 0.923 %max fv 0.944 0.781 0.705 0.633 0.559 %maw fv 0.989 0.992 0.999 0.882 | |�/� ' ' v' �/��/� \~ ' "q � � BEAM—BEAM 10 LENGTH= 38.5 UNIFORM LOADS= .85 k1f M(ft—kins)= 157,5 V(kips)= 16.4 E= 1800 Fb= 2.76 Fv= .189 BEAM 3 1/B X 39 5 1/8 X 30 6 3/4 X 27 B 3/4 X 22.5 10 3/4 X 21 mLECTlON 1.51 2.02 2.11 2.01 2.B1 %max fb ().981 0.981 0.900 0.901 0.915 %max fv 0.086 0.735 0.629 0.595 0.523 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522 - 6698 Joe No Joe NAME SUBJECT CO— ZLpCC A /x1 Tr. - .0n2 cc�t„S gLbc� g 44 N M A,c OJT. c ()Lc, 1111.1 Qx MAy 'P ' 66. a Re-it ,6 . k Nr I - 7' ki. Sc�_ C' �drTAIL DATE /' 2 9b Ali i -WA "r ° Iss 1, "- USE :ki lb' c ? I /4 Co P LsAIL C(y,'u A c b> E �� ZZ•y gU7 SSE cvt.S keE AuSo Ptter OF SrfSM'c FRAM S. ►7'- C�' - 6''� • ,(2St l( ' S x S x' lu - SHEET 2 OF BY 1P. • V qqk ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 Jos No 9cZ9 Joe NAME Sound CtrtJ'7rR �E- �►,L�.- �� SUBJECT PG PA iu - C gi,D6 Cn s€ ( (@ GPioS A 4 6 ) /o( PL1 LC. Na,ZBPv/N 1) I3.1 PST curt CASE. 3 GLIS )4 /c1.1c.lr -►r, ALk. 19.9 k it CAE 2 ( GP S� DATE SHEETL)_OF BY �V. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522-6691 Joe No. )0 Joe NAME cr. SUBJECT L) i -L i rV /LP U-r ' .1 - 4 Fvm 5 Rein+ bar mize (4 to 9) 6 bar spacing (in) 7 d distance (in) ENGINEERS- NORTHWEST INC. P.S. 3 Wall hei3ht (+t) 4 k-factor ((1 t 1) 5 Parapet height (ft) 6 Wall thickness (in) 7 Additional wall thickness(in) 3 Inward wind load (psf) 4 Outward wind load (psf) seismic zone (1. to 4) 6 seismic importance factor 7 Ledoer L..L. (plf) 0 DI. (plf) 9 dist from intide +ace Y. LL w/ seismic (0 to 1 Concentrated LL (1 I:') DL (lbs) 3 dist from inside face (in) 4 7. LL w/ seismic (0 to 100) design strip width (in) 6 Concentric L..L (plf) 7 DL (plf) 8 % L.L. w/ seismic (0 to.100) 9 Corm horiz force (p1 'f height above f 1 r (ft) 2 0 ao 1. Ct, 00 q:• - .44 14.2-8 ps 13. iv 3 ( in) 2..S" 100) ociA, DATE BY ?V / . 0 So() 772u.ss rsozi , r.vElZ. 12.4M 4 7162 V1" - " 1-22.-7o SHEET 1.02_-/ OF ENGINEERS-NORTHWEST CONCRETE WALL DESIGN (version 3.01 Sheet W,nf„ 6869 Woodlawn Ave NE 1988 UDC SOUTHCENTER RETAIL 2 BLDG 8 Seattle,Washingtnn 90115 06 :29:51 06 -02 -1989 PANELS GRIDS A & D pp 100 WALL DATA height (ft) thickness (in) added thickness (in) K factor parapet ht. (ft) 18,00 5.50 0.00 1.00 2.00 MATERIAL DATA r nnrrete (psi) rebar (psi) 3000 60000 LOADING DATA onfartored wind in (psfl= 14.3 out (psf)= 13.1 seismic zone 3 press (psfl= 15.5 impart. fact= 1.00 LL(plf1= 100 DL (plf1= 60 ecc (in)= 2.3 % LL w /seismic= 0 concentrated load LL(Ibs1= 0 DL (lbsl= 0 ecc (in)= 0.0 % LL w /seismic= 0 strip width (in1= 0 concentric Toad LL(plf1= 0 D1. (plf1= 0 % LL w / seismic= 0 hnriz lnAd plf 4+ inward)= 0 dist above flonr(ft1= 0.0 DATA Vertical 04 at 16.0 in d= 2.50 Horiznntal min in "2 / ft 0,13 MOMENT AND DEFLECTION RESULTS + inward - outward Case Po (kips) Mu (in -k) Phi1Mn (in -k) deft (in) Allow defl(in) Comments 1 0.7 8.9 20.34 0.06 1.44 case ok 2 0.1 -0.5 20.34 -0.06 1.44 rase ok 3 0.7 -11.0 20.34 -0.07 1,44 case ok 4 0.9 0.5 20.66 0.06 1.44 rase ok 5 0,9 -8.6 20.66 -0,06 1.44 case ok 6 0.9 -11.0 20.55 -0.07 1.44 rase ok 7 1.3 -0.9 21.32 -0.01 1.44 case ok LOAD CASES 11 .9DL + 1.33WL inward 2) .901 + 1.3WL outward 3) ,9DL + 1.43E0 4) 1.05DL + 1.281.1 4 1.28111 inward 5) 1,0501 + 1.2811 + 1.28WL outward 6) I.05DL + 1.2811 + 1.4E0 7) 1.4DL + 1.711 NOTE in rases 11, 2), 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS- NORTHWES1 CONCRETE WALL DESIGN (version 3.0) Sheet (p/ _, 6869 Woodlawn Ave NE 1988 UBC SDUTHCENTE RETAIL 2 BLDG 8 Seattlp,Washing►.on 90115 06/30140 I16 -02 -1909 PANELS GRID 5 po 100 WALL DATA height (ftl thickness (in) added thickness (in) K factor parapet ht (ft) 15.00 5,50 - 0.00 1.00 3.00 MATERIAL DATA concrete (psi) rPhar (psi) 3000 60000 LOADING DATA nnfar.tnrpd wind in (nsf)= 14.3 out (psf1= 13.1 seismic zone 3 press (psf)= 15.5 impnrt fact= 1.00 .... LL(plfl= 300 OL (Oft= 180 ecc (in)= 2.3 % LL w /seismic= 0 concentrated load L1(lbs)= 0 DL (lbsl= 0 accc (in1= 0.0 X IL w /seismic= 0 strip width (in)= 0 concentric load LL(plf)= 0 DL (n1f1= 0 X LL wlseismic= 0 horiz load plf (+ inward)= 0 dist above floor(ft)= 0.0 IR DATA Vertical 14 at 16.0 in d= 2.50 Horizontal min in ^2 / ft 0.13 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in-k) PhitMn (in -k) deft (in) Allow defl(In) Cnmments LOAD CASES 1 0,8 5.8 20,47 0.03 1.20 case ok 2 0.8 -6.3 20.47 -0.03 1.20 case nk 3 0.8 -8.0 20.47 -0.04 1.20 case ok 4 1.1 4.9 21.03 0.02 1.20 rase ok 5 1.1 -7.0 21.03 -0.04 1.20 case ok 6 0.9 -8.1 20.70 -0.04 1.20 case ok 7 1.8 -2.6 22.08 -0.01 1.20 case ok 1) .9DL + 1.3WL inward 21 .901.. + 1.3W). outward 3) .901 + 1.43ED 4) 1.0501 + 1,28LL + I,28WL inward 5) 1,05DL + 1,211iL + 1.2HWL outward 6) 1.05DL + 1.28LL + 1.4ED 7) 1.40L + 1.7L1 NOTE in cases 11, 2), 4), and 5) the LL used is 1/2 of the applied L1. NG 1 NEERS -t10R 1HWE ST M69Woodl awn Ave NE leattle,Washinnton 98115 • CfUIRETE WAIL L'ESI61l (version 3.0) 1980 UBC 06:30:48 06 -02 -1981 po 100 IUMMAT1UN OF LOADS based on nne foot strip units inches & kips ase 1 2 .3 4 5 6 7 tali DL 0,122 0.722 0,722 0,722 0.722 0.722 0,722 01. (u1t) 0.650 0.650 0.650 0.758 0.758 0.758 1.011 edger DL 0.180 0.180 0.180 0.180 0.180 0.180 0.180 11. 0.000 0.000 0.000 0.150 0.150 0.000 0.300 DL(ult) 0.162 0.162 0.162 0.189 0.187 0.189 0.252 LL(ult) 0.000 0.000 0.000 0.197 0.192 0.000 0.510 erc -5.050 -5.050 -5.050 -5.050 -5.050 -5.050 -5.050 oncentrated DL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LL 0.000 0.000 0.000 0.000 0.000 0,000 0.000 DL(ult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 (u1t.) 0,000 0.000 0.000 0.000 0.000 0.000 0.000 ecc -2.750 -2.750 -2.750 -2.750 -2.750 -2.750 -2.750 :nncentric DL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 DL(ult) 0,000 0.000 0.000 0.000 0.000 0.000 0.000 (.L(ult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 spandrel DL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 DL(ult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ecc 0.000 0.000 0.000 0,000 0.000 0.000 0.000 foment hor load 0,000 0.000 0.000 0.000 0.000 0.000 0.000 (01t1 0.000 0.000 0,000 0,000 0,000 0.000 0.000 moment wind /eq 4.819 -4.421 5.221 4.819 -4.421 5.221 0.000 lull) 6.265 -5.748 7,466 6.169 -5.659 1.466 0,0(10 ATERIAL CONSTANTS Ec= 3122 .Iksi) Es= 29000 (ksi) N= 9.29 Fr= 0.274 (ksil IECT1ON PROPERTIES lgrnss= 166 (1n4) Ncr= 16.6 (in -kip) sheet bi5 of SOUTHCENTER RETAIL 2 BLDG 8 PANELS GRID 5 ENGINEERS - NORTHWEST CONCRETE WALL. DESIGN (version 3.0) SheetttJ of__„ 6067 Wnrjdlaan Ave NE 1988 UBC OOUTHCFNTER RETAIL 2 BLDG 8 Seattle,Washington 98115 06:30:48 06 -02 -1989 PANELS GRID 5 po 100 CALCULATED OUTPUT (inches & kips) case 1 2 3 4 5 6 7 Mu 5.73 -6,29 -8,0t 4.90 -6.93 -8.10 -2.54 PO (1.81 0,81 0.81 1.14 1.14 0.95 1.77 Putdelta 1 0.45 0.45 0.45 0.63 0.63 0.52 0.97 2 0.03 -0.03 -0.04 0,04 -0,05 -0.05 -0.02 3 0.03 -0.03 -0.04 0.04 -0.05 -0.05 -0.03 4 0.00 0.00 0,00 0.00 (1.00 0.0(1 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0,00 0.00 0,00 0,00 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0,00 0,00 0,00 0,00 0,00 0,00 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 0.00 0,00 0.00 0,00 0,00 0,00 0.00 Mu total.. 5,76 -6.32 -8.05 4.94 -6.98 -8.15 -2.57 delta (n11) 1 0,55 0,55 0,55 (1,55 0.55 0.55 0.55 7 0.04 -0.04 -0.05 0.04 -0.04 -0.05 -0.01 3 0.04 -0.04 -0,05 0.03 -0,05 -0,05 -0,02 4 0.00 0.00 0.00 0.00 0.00 0,00 0.00 5 11,00 0,00 0.00 0,00 0.00 0,0(1 0.00 6 0.00 0.00 0,00 0.00 0.00 0.00 0.00 7 (1,(10 0,00 (1,(111 0,110 0.00 11,00 0,00 A 0.00 0.00 0.00 0,00 0.00 0.00 0.00 9 0,00 0,00 0.00 0,00 0,00 0,00 0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 M servira 4,22 -5.02 -5.82 3.72 -5.52 -5,82 -1,6(1 P service 0.90 0.90 0.90 1.05 1.05 0,90 1.20 P $ delta 1 0,50 (1.50 0,50 0,58 0,5B (1,50 0.66 2 0.03 -0.03 -0.03 0.03 -0.03 -0.03 -0.01 3 0.02 -0.03 -0.03 0.03 -0.04 -0,03 -0.01 4 0.00 0.00 0,00 0.00 0.00 0,00 ' 0.00 5 0.00 0.00 0,00 0.00 0.00 0.00 0,00 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 0.00 0,00 0.00 9 0.00 0.00 0.00 0.00 0,00 0.00 0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 M ser total 4.24 -5.05 -5.85 3.75 -5.56 -5.85 -1,61 delta (ser) 1 0.55 0.55 0.55 0.55 0.55 0.55 0.55 2 0.03 -0.03 -0.03 0.03 -0.03 -0.03 -0.01 3 0.03 -0.03 -0.04 0.02 -0.04 -0.04 -0.01 4 0.03 - 0.03 -0.04 0.02 -0.04 -0.04 -0.01 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0,00 0,00 0,00 0,00 0.00 0,00 0,00 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A 0.00 0,00 0,00 0.00 0.00 0.00 0,00 9 0.00 0.00 0.00 0,00 0.00 0.00 0.00 10 0.00 0.00 0,00 0,00 0.00 0.00 0.00 ASF 0.16 0.16 0,16 0.17 0.17 0.17 0.18 PHI 0.87 0,89 0.87 0.87 0.89 11,89 0.88 lcr 7.06 7.06 7,06 7,23 7.23 1.13 7,54 FN NORTHWEST 6869 Noodlawn Ave NE Seattle,Washingtnn 98115 NALL DATA height (ft) 16.33 MATERIAL DATA concrete (psi) 3000 LOADINr, DATA 0nfactored wind in Ipsf)= seismic zone l edger.... concentrated lnad concentric load hnriz load pif l+ inward): u REBAR DATA Vertical 15 at 8,0 in d= 3.50 MOMENT AND DEFLECTION RESULTS + inward Lase PIA ((ips) Mu (in -k) L 3 4 5 6 7 LOAD CASES 1) 2) 3) 4) 5) 6) 7) 4.3 4.3 4.3 9.2 9.2 5.0 17.9 LL(pIf)= 100 LL(lbs)= 12438 I.LIp11)= 0 -1.5 -16.2 -10.5 -14,5 -34.1 -20.4 -71.3 .9DL + 1.3WL inward .901 + 1.3WL outward .9DL + 1,43E8 1.0581 + 1.2811 + 1.281IL inward 1.0581 + 1.2RLL + 1.28WL outward 1.0581.. + 1.2811 + 1.4E0 1.40E + 1.711 INTERACTION CURVE DATA .71Po .71Pbal ,71Mbal .71Mn 94.2 18.2 85.2 59.4 INtRET F WAL DES16N (version 3.0) 1988 UBC 06:35 :23 06-02 -1989 po 100 thickness (in) added thickness 5.50 0.00 rebar (psi) 60000 14.3 out (psf)= 13.1 3 press (psf1= 15,5 import fact= 1.00 DL (plf1= 60 erc (in)= 2.3 DL (lbs1= 7462 erc (in)= 1.0 DL (p11)= 0 dist above floor(ft)= 0.0 Horir.nntal min in ^2 / ft 0.13 - outward Phi111n (in -k) 82..01 82,01 82.01 72.48 72.48 82.00 84.72. dell (in) -0.03 -0.12 -0.13 -0.10 -0.50 -0,13 -0.61 Sheet W of SOUTHCENTER RETAIL 2 BLDG B GIBS E GRID A AND D (in) K factor parapet ht (ft) 1.00 3.67 X LL w /seismic= 0 X LL w /seismic.= 0 strip width (ink 23 X LL w / seismic= 0 Allow deft (in) Comments 1.31 case ok 1.31 case ok 1.31 case ok 1,31 rase nk used interaction curve 1.31 case ok used interaction curve 1.31 case nk 1.31 case ok used interaction curve NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied 11 1 -0 UL A1-100 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, ME,- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No Joe NAME So, C11. •• "PFm)L SUBJECT gLn6 A nlLC! e ('A1 6EhM I'LL SLAG C1R D. r3n1 /Gx is ' 2 ,c x20 = 4 om iogx 1 b : 832 60(1, 2. d72 oz.) I.'7 k1.Z= 1,9q S.ok /F? M 5,d i o = I/2S 6. 2Ll" , 2q -L- ICS .p` 3. o"' 601 S1 112,s Xl2 , .1'74 As 211 x18` V = S -U X(-0 - -9 r gp le k .35x2 N X } . 482 " �u 1� ► h' A - �(� s L2c) . CUSS' X g e z(i S j . . - , f1; • 4 T Gar DATE p /-220 F _P SHEET I_OF BY TM v. VA LL. SLA 3 DL . (AL z 1 o Ic "or ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 Jos No / Jos NAME 0U '2 f. I (Ek%ii 7A 1L I W Sr 77 DATE 1 -1 (.1-90 SUBJECT ti,/ 1n( g - A/ s &DG. 'J SHEET F2.-- OF G t DE arm @ pG PANEL - _ R l 2 00E 2 `1 /a'i - Idu \& /4LL 20' X'7U 19u� 5LN JO 1 x t z 6 2t) (PD. 6M 'l x SC) 60o 2_804 Sao ULTIMATE 286'/ + I.'7 X Soo = 5 . 4' V- /FT p k = S.i/GKIF X (15 - /22.914.' 6=2y" , = 2U ('' - i8" .PL= 3,0k s! -Pt (,o -s/. le _ 122.9 XlZ . /93 7 /6 190 �� (0 2 0.0034 i 2U% 18 A j ix 'X.003 (3= .0,i/in 3 -418 716 2 - SC. ,n ore- f4. cx3F- /80 WALL 20)(2 0 = /No = X)0Y • 151,y /Zrt 6P-D. gm. X too 21 �l y LL /2x2. 5''30G IZ /Ou.X = (,00 / 0 155.5 LL 300 k ,2q 19t XIOU = � 2rz /doy B v_1 11� p,occ t.., — SLAALL B LL DL /3M I Soy C cA►J1'• SLAT!) = 6.9/ k l'Fi A = .c.)0.42)(2140. I.d�in M -*16171-e. ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522 -8898 Joe No rp� Jo NAME S UT ?ICEki T�. � 4L .2 DATE i -2 .1 - 90 SUBJECT C�7 ^AhE f3EA M PILE Sfa\C /IJG SHEET OF r3 LD( A BY 'P\/ G1 CCA►..f'. Su /4 gOa . ? 20 f✓ /FT S LM. Z. QS <,,p, e go 1 f.3'7K /r r G IID G, a to a /F-? . LIO ,1 / -ZC� Ic 1. ly Kir f S 3 ni 14 /Fr lS P �W a 12 1 /PT wAU.- . SLAG I. 11 7 'l (7,8. c 2.57 /4 /FT fir- . ,4 1! /FT LAU_ p SLt1: 1668 G.0, .6 5.3Z />~ S � ,sc r 1.?Z'` /rr So Li FT y 1 � Klfr 1 / , r 5 Z.C1 ktrr '_- IS,�� ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 Joe No, Joe NAME _C ntA'i1ICP/VTF_'2 I iiAsL- .u- SUBJECT CIVADC arMel PI S0Ac 731 DC 13 CoNC_. 1..., ALL C.(Rm A d D - R., T.cxy . /6o K lr-T 1..,A lc. I , '17 n �C Cr3 . . 6 s 0 , ------1:-81 --. : 3.bI k /Fr CO/`IC. (-ALL G P'p L LL I - 1 0 Stirs C +,a . ?o(1f= . yd I /Fr L.IM_. . .9 q -qN I @ rvn rvu�. W/ CANT S(.Aa q¢w COd co Ptir /3., r — T 11 ) FT DATE SHEET BY Pk) I .23. 76 OF ENGINEERS -- NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. • SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 JOB No JOB NAME DATE SUBJECT SHEET OF BY 11 .. • • • • • • • N •� • e p•• • 9 11 9 - i i • a 1 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522-6698 JOB No ? 2 1 SUBJECT 'u.1 CD Quo JOB NAME CC_N4TN «NTr2 IP L.A ? A S-Iguc ttaA L S c n,t St.- C A 1 I D M 7Yp c fr ) UE f-167/4 -0 1,.., 11-1 -h U 14 0" Litp71 DATE SHEET OF BY PNIL 1 -23 -qv IV' ICI I'I' T 16 ' t IL ' T ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522-6698 JOB No ? 2 1 SUBJECT 'u.1 CD Quo JOB NAME CC_N4TN «NTr2 IP L.A ? A S-Iguc ttaA L S c n,t St.- C A 1 I D M 7Yp c fr ) UE f-167/4 -0 1,.., 11-1 -h U 14 0" Litp71 DATE SHEET OF BY PNIL 1 -23 -qv ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 • FAX # (206) 522-6698 JOB No, JOB NAME Cour/Ire:woe 12 P IL PNASF 71- DATE /' 96 SUBJECT PCXJ h.n)Fal tIV4 - VVA Qs ki.f r3 &SE co coGs 9 /1'. 601 0" zi i t n . • • - 2 it (1* • 0 0 0 0 0 SHEET E1____OF BY P.-V ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522 -8898 Joe No. JOB NAME =- 'dUTFI C EV1TEV. cf i uL PljASF - DATE �^ /l SHEET F '1 OF BY SUBJECT • • • • • • • • • . n ell ..11 61 • • • • • • • • • • • • • • • • • • • r1 .9 i1 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522 -8698 Joe No SUBJECT Q.UI -) Joe NAME SWATH L4TH C1E IJ rE2- gF7A 6t_ . 1;I-D6 . 13 Thu cr rt ■&/ ► p n4 I2-4-0„ 1 \ r ly t Ni-0" T X 5.1674 • IS.16'9 SPAN r t t T21s. GN ai IC* .Sflt ( i / ' " INC.. 07e- ENV O IL 1 a +�ij f #ir CAP ) DATE /- 1 J . g SHEETES OF eY PV ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (208) 522 -6698 Joe No 90029 Joe NAME So LATH CE I.17L/Z R-c t_ c� SUBJECT C . A 071 LrveR. St-? t L. t li n,,P.r ut tv% PSI" « r--1 __ L_l 1 1. _ _ � r • cols ULT LoAr -= I. 1Ixiiu PsF I,'7x goo psi: = . 32.L RSF M = (71 x 32 usr- . s7d9y // °,9 x/2 = , 2ZI p _ � QJ`(S /2x(0/- .._ - - 7DP STET. L I2 'r x G "_ . 3 2 IC' 12" r h? k T #S @ cot_ ST2,P DATE i - 90 SHEET R. OF BY PHIL 1 /. I dlalS iTYPE OF BARS i wounol l MINIMUM PERCENT•A AT SECTION MARK WITHOUT DROP PANELS WITH DROP PANELS COLUMN STRIP 1 STRAIGHT BARS d01 50 Remainder 0.144 ill t 0 0.304 0.33.4 0244 0.204 i_ b-.I F-b b 1 s BOTTOM 50 Remainder 3" Max -el ...-- Mn 0.1251 24 ber dio 12" Min. !� Moe. 0.125,E 1 or ,� at' I all bars 6 „ s _ w . Ed d rop .��..,.... b -. 1 h.—e. .. /. AN1r -- - AM * SI:n1E 1N38 d01 50 Remainder ' d-- --d• —.' • b--01 b -... • r- e — y 1+- r� 1•• L- Q —_ ,...-- g 1 _J BOTTOM BOTTOM 50 Remainder Mat 0125/ ♦'�-� `24 bar dio, or 12��M,n 6. i _ • - " 3" M ae. � ��'�" � '� Y`'- - - - ' . Edge of drop ��w.aa>1 dIWWS 31OONN STRAIGHT BARS d01 100 —c —.i . �---c— —c --.' 1 N01108 50 Remainder I 3 "Moe. —3 Moe ' i > �� Mae 0 6 6 15,— Mes 0 --� f sve .LP 4 3e del 50 Remainder k "" *c (all bars I- - 4.4 "c (abets) o c -- j r ; N01108 I 50 Remainder - • f —_. • . + - 6 3 Mo .1--+ -- r s. — 3 Ma 6 ,. * Bent bars at eeterior supports may be used if a general onolysis is mode Clear span -,fi c ' — - --Face of support — Center to center span -1 2 Exterior support (No slab continuity) Clear span -/ c Face of support y Center to center soon ,if 2 Interior support Exterior support 2 (Continuity provided) (No slab continuity) BAR LENGTH FROM FACE OF SUPPORT MINIMUM LENGTH MAXIMUM LENGTH MARK o b c d 4 f LENGTH 0.144 0.204 I 0 0.304 0.33.4 0244 0.204 i_ * Bent bars at eeterior supports may be used if a general onolysis is mode Clear span -,fi c ' — - --Face of support — Center to center span -1 2 Exterior support (No slab continuity) Clear span -/ c Face of support y Center to center soon ,if 2 Interior support Exterior support 2 (Continuity provided) (No slab continuity) PROGRAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 Zp N RUN : BLDG. A RUN 1 &UILDNU vf 6 A - 4 CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /In A2 K /In '2 Lb /Ft A3 K /In A2 0.750 2,000 0.475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 1 14.000 7.500 2 14.000 7.500 3 14.000 7.500 4 14.000 7.500 5 14.000 7.500 6 8.000 7.500 COLUMN DIMENSIONS DESIGN DATA SPAN INPUT DATA SPAN LOADS INPUT DATA SPAN -__= UNIFORM LOADS =_= PARTIAL LOADS NUMBER DEAD LIVE DEAD LIVE BEGIN K /Ft A2 K /Ft '2 K /Ft K /Ft Ft Ft 1 -0.010 -0.100 0.000 0.000 0.000 0.000 2 -0.010 -0.100 0.000 0.000 0.000 0.000 3 -0.010 -0.100 0.000 0.000 0.000 0.000 4 -0.010 -0.100 0.000 0.000 0.000 0.000 5 -0.010 -0.100 0.000 0.000 0.000 0.000 6 -0.010 -0.100 0.000 0.000 0.000 0.000 COLUMN INPUT DATA in AAA A AAA A AAA A AAA Ilan AAA A AAA PAGE NO. 1 TIME : Tue Jun 06 14:32:09 1989 END AI COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. ' WIDTH BELOW ABOVE WIDTH In In In In Ft Ft Ft 1 12.000 0.000 0.000 0.000 999.000 0.000 16.000 • PROGRAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 RUN : BLDG. A RUN 1 COLUMN NUMBER 6 7 1 WARNING - Does 2 WARNING - Does Not 3 WARNING - Does Not 4 WARNING - Does Not 5 WARNING - Does Not 6 WARNING - Does Not 7 LEFT RIGHT 4 11.000 5 COLUMN NUMBER COLUMN NUMBER 1 2 c 12.000 BELOW THICK. WIDTH UAW 0.000 12.000 0.000 12.000 0.000 COLUMN DIMENSIONS THICKNESS WIDTH In Ft THICK. 0.000 0.000 0.0 0.000 DROP PANEL 12.000 3.000 Not Net ACI 13.4.7.1 For Negative 12.000 3.000 Meet ACI 13.4.7.1 For Negative 12.000 3.000 Meet ACI 13.4.7.1 For Negative 12.000 3.000 Meet ACI 13.4.7.1 For Negative 12.000 3.000 Meet ACI 13.4.7.1 For Negative Moment 12.000 3.000 Meet ACI 13.4.7.1 For Negative Moment 12.000 3.000 Moment Moment = UNIFORM LOADS = LENGTH WIDTH DEAD LIVE Ft Ft K /Ft ^2 K /Ft ^2 0.500 16.000 -0.010 -0.100 0.500 16.000 -0.010 -0.100 75% ADJACENT SPANS 75% ODD SPANS LEFT RIGHT Ft -K Ft-K -1.215 -1.370 -0.960 - 114.809 -83.112 - 114.843 COLUMN INPUT DATA ABOVE PANEL /CAPITAL INPUT DATA 1.500 1.500 Moment Reduction With A Drop Panel. 1.500 1.500 Moment Reduction With A Drop Panel. 1.500 1.500 Reduction With A Drop Panel. 1.500 1.500 Reduction With A Drop Panel. 1.500 1.500 Reduction With A Drop Panel. 1.500 1.500 Reduction With A Drop Panel. 1.500 1.500 CANTILEVER INPUT DATA LEFT RIGHT Ft -K Ft-K 0.000 9'19.000 0.000 999.000 STORY HEIGHT WIDTH BELOW ABOVE 0.000 999.000 0.000 999.000 LENGTH LEFT RIGHT Ft Ft _= LINE LOADS =_ DEAD LIVE SPAN MOMENTS 751E EVEN SPANS LEFT RIGHT Ft -K Ft -K In 0.000 0.000 PAGE NO. 2 TIME : Tue Jun 06 14 :32:10 1989 0.000 0.000 DIAMETER 0.000 0.000 0.000 0.000 0.000 0.000 0.000 COLUMN CAPITAL SLAB WIDTH PARTIAL LOADS DEAD LIVE BEGIN END K /Ft K /Ft K /Ft K /Ft Ft Ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1001E LL ALL SPANS LEFT RIGHT Ft -K Ft -K DEPTH In 0.000 0.000 0.000 0.000 0.000 0.000 0.000 • 16.000 16.000 AI 16.000 15.083 -1.128 -1.215 -1.249 -1.300 -1.454 - 83.010 - 82.412 - 82.443 - 126.046 - 125.992 322___.4 PROGRAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SULITHI;ENTER RETAIL 2 RUN : BLDG. A RUN 1 Ft -K Ft -K Ft -K Ft -K COLUMN PUNCHING ECCENTRIC TOTAL NUMBER STRESS STRESS STRESS K /In "2 K /In "2 K /In "2 SPAN MOMENTS COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 3 - 90.297 - 90.305 - 53.541 -53.619 - 55.438 - 55.386 - 82.856 - 82.876 4 -95.298 - 95.293 - 65.648 - 65.579 - 60.374 - 60.431 - 95.897 - 95.887 5 - 94.685 - 94.688 - 56.674 - 56.735 - 71.521 - 71.474 - 97.484 - 97.495 6 - 76.794 - 76.764 - 73.118 - 73.069 - 31.104 - 31.119 - 79.382 - 79.356 1 -1.220 -1.205 -1.177 -1.205 -0.979 -0.955 -1.286 -1.289 COLUMN MOMENTS COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP 1 -0.155 0.000 -0.167 0.000 -0.034 0.000 -0.154 0.000 2 0.034 0.000 0.102 0.000 -0.031 0.000 0.054 0.000 3 -0.008 0.000 -0.078 0.000 0.052 0.000 -0.020 0.000 4 0.005 0.000 0.069 0.000 -0.056 0.000 0.010 0.000 5 -0.003 0.000 -0.062 0.000 0.047 0.000 -0.011 0.000 6 0.030 0.000 0.049 0.000 -0.015 0.000 0.025 0.000 7 0.015 0.000 -0.028 0.000 0.024 0.000 -0.003 0.000 SHEARS COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT K K K K K K K K 1 -3.047 22.762 -2.027 25.011 -3.047 10.790 -3.387 26.728 2 - 38.972 32.618 -36.723 18.692 - 22.395 32.796 - 44.527 38.708 3 - 29.116 30.511 -14.482 30.008 - 28.938 16.231 - 32.546 34.697 4 - 31.224 30.911 - 31.726 17.223 - 16.944 30.075 - 36.557 35.513 5 - 30.624 32.145 - 15.951 29.697 - 31.659 19.471 - 35.741 36.921 6 - 29.589 27.143 - 32.037 18.683 - 13.704 21.469 - 34.333 30.127 7 -7.930 2.986 -0.539 2.986 - 13.606 1.995 - 10.231 3.316 SHEAR STRESSES Ft -K Ft -K PAGE NO. 3 TIME : Tue Jun 06 14:32 :14 1989 Ft-K Ft -K ALLOWABLE PUNCHING UNBALANCED FLEXURAL GOVERNING • STRESS LOAD MOMENT MOMENT PATTERN A K /In "2 K Ft -K Ft -K • 'ROGRAM : Concrete Flat Slab Design v1.09 :N6INEERS NORTHWEST I0B : SOUTHCENTER RETAIL 2 II.N : BLDG. A RUN 1 SHEAR STRESSES COLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE PUNCHING UNBALANCED FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS LOAD MOMENT MOMENT PATTERN 1 0.025 0.001 0.026 0.186 28.140 4.703 2.822 4 2 0.044 0.000 0.045 0.186 80.597 0.054 0.037 4 3 0.036 0.000 0.036 0.186 64.605 0.020 0.014 4 4 0.038 0.000 0.038 0.186 69.432 0.010 0.007 4 5 0.039 0.000 0.039 0.186 70.024 0.011 0.008 4 6 0.034 0.000 0.034 0.186 61.822 0.025 0.017 4 7 0.012 0.000 0.013 0.186 14.119 2.448 1.469 3 1 Total Shear Stress Exceeds Allowable Stress TOP RE1N•FORCEMENT COLUMN STRIP == CONCENTRATE == MIDDLE STRIP COLUMN DESIGN STEEL STRIP STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH AREA WIDTH MOMENT AREA WIDTH PATTERN Ft -K In "2 Ft In ^2 Ft Ft -K In "2 Ft 1 -0.769 1.1341 7.000 -0.256 1.4581 9.000 4 2 - 82.029 2.812 7.000 - 27.343 1.4581 9.000 4 3 - 58.398 2.006 7.000 -19.466 1.4581 9.000 1 4 - 61.548 2.119 7.000 -20.516 1.4581 9.000 1 5 - 61.635 2.123 7.000 -20.545 1.4581 9.000 4 6 - 49.906 1.721 5.500 - 16.635 1.7011 10.500 4 7 -0.951 0.6481 4.000 -0.255 1.7951 11.083 2 t Minimum Steel 11 Overreinforced BOTTOM REINFORCEMENT PAGE NO. 4 TIME : Tue Jun 06 14:32:17 1989 COLUMN STRIP MIDDLE STRIP SPAN DESIGN STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH MOMENT AREA WIDTH PATTERN Ft -K In ^2 Ft Ft -K In "2 Ft 1 40.456 1.709 7.000 26.971 1,4581 9.000 2 2 22.221 1.1341 1.000 14.814 1.4581 9.000 3 3 27.596 1.149 7.000 18.397 1.4581 9.000 2 4 23.783 1.1341 7.000 15.855 1.4581 9.000 3 5 24.464 1.1341 7.000 16.310 1.4581 9.000 2 6 11.711 0.6481 4.000 7.811 1.8701 11.542 3 1 Minimum Steel 11 Overreinforced AI r ROGRAM : Concrete Flat Slab Design v1.09 NGINEERS NORTHWEST OB : SOUTHCENTER RETAIL 2 UN : BLDG. A RUN 1 COLUMN STRIP MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT Ft Ft Ft Ft 1 14 3 0.500 4.771 14 0 0.500 3.328 3 0.500 3.066 2 15 5 6.515 7.817 14 8 4.599 7.562 5 4.123 3.066 3 14 6 7.656 7.656 14 8 7.562 7.562 5 3.066 3.066 4 14 6 7.656 7.656 14 8 7.562 7.562 5 3.066 3.066 5 14 6 7.656 7.337 14 8 7.562 5.135 5 3.066 4.621 6 14 5 4.771 8.000 14 9 3.407 8.000 4 3.066 3.066 7 14 2 4.656 0.500 14 9 4.500 0.500 2 1.866 0.500 TOP BARS BOTTOM BARS COLUMN STRIP MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH Ft Ft Ft 1 14 9 13.566 14 4 13.806 4 11.956 2 14 6 13.019 14 4 13.500 4 9.800 3 14 6 13.019 14 4 13.500 4 9.800 4 14 6 13.019 14 4 13.500 4 9.800 5 14 6 13.019 14 4 13,500 4 9.800 6 14 4 7.566 14 5 7.806 5 6.856 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL TOP BOTTOM STEEL SURFACE STEEL. STEEL WEIGHT ' AREA Lb Lb LbiFt "2 Ft "2 876.755 689.497 1.243 1260.104 PAGE N0. 5 TIME : Tue Jun 06 14:32:19 1989 CONCRETE VOLUME Ft "3 850.565 Al PROGRAM : Concrete Flat Slab Design v1.09 PAGE NO. 1 ENGINEERS NORTHWEST TIME : Tue Jun 06 15:28 :00 1989 JOB : SOIITHCENTER RETAIL 2 RUN : BLDG. A RUN 1 $LJD(0 A 7--(:),Jr A 2 SPAN SPAN SPAN NUMBER LENGTH THICKNESS 1 12.000 7.500' 2 16.000 7.500 3 16.000 7.500 4 14.000 7.500 5 14.000 7.500 6 16.000 7.500 7 16.000 7.500 In Ft In DESIGN DATA CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /In A2 K /In A2 Lb /Ft A3 K /In A2 0.750 2.000 0.475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN INPUT DATA SPAN LOADS INPUT DATA SPAN = =_= UNIFORM LOADS = == PARTIAL LOADS NUMBER DEAD LIVE DEAD LIVE BEGIN END K /Ft "2 K /Ft "2 K /Ft K /Ft Ft Ft 1 -0.010 -0.100 0.000 0.000 0.000 0.000 2 -0.010 -0.100 0.000 0.000 0,000 0.000 3 -0.010 -0.100 0.000 0.000 0.000 0.000 4 -0.010 -0.100 0.000 0.000 0.000 0.000 5 -0.010 -0.100 0.000 0,000 0,000 0.000 6 -0.010 -0.100 0.000 0.000 0.000 0.000 7 0.000 0.000 0.000 0.000 0.000 0.000 COLUMN INPUT DATA COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH In In In Ft Ft Ft 2 1 12.000 0.000 0.000 0.000 999.000 0.000 14.000 2 12.000 0.000 0.000 0.000 999.000 0.000 14.000 3 12,000 0.000 0.000 0.000 999.000 0.000 14.000 0 PROGRAM : Concrete Flat Slab Design 0.09 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 RIIN : BLDG. A RUN 1 COLUMN INPUT DATA COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 4 12.000 0.000 0.000 0.000 999.000 0.000 14.000 5 12.000 0.000 0.000 0.000 999.000 0.000 14.000 6 12.000 0.000 0.000 0.000 999.000 0.000 14.000 7 12.000 0.000 0.000 0.000 999.000 0.000 14.000 B 12.000 0.000 0.000 0.000 999.000 0.000 14.000 PANEL /CAPITAL INPUT DATA PAGE NO. 2 TIME : Tue Jun 06 15:28102 1989 DROP PANEL = -_- COLUMN CAPITAL COLUMN . LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In In 1 12.000 3.000 1.500 1.500 0.000 0.000 WARNING, - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 3.000 1.500 1,500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 7 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 8 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. CANTILEVER INPUT DATA UNIFORM LOADS - -- LINE LOADS -- PARTIAL LOADS LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END Ft Ft K /Ft ^2 K /Ft "2 K /Ft K /Ft K /Ft K /Ft Ft Ft AZ LEFT 0.500 14.000 -0.010 -0.10Q 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 0.500 14.000 -0.010 - 0.100 0.000 0.000 0.000 0.000 0.000 0.000 • ie 'R06RAM : Concrete Flat Slab Design v1.09 :N6INEERS NORTHWEST 10B : SOUTHCENTER RETAIL 2 !UN : BLDG. A RUN 1 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT Ft-K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K 1 -1.149 -1.235 -0.925 -1.027 -1.149 -1.134 -1.223 -1.290 2 - 96.537 - 96.556 -54.096 - 54.031 -80.112 - 80.181 - 102.312 - 102.315 3 - 107.107 - 107.189 - 74.207 - 74.294 - 70.169 -70.089 -109.498 -109.503 4 - 95.642 -95.619 - 69.635 - 69.542 - 56.887 - 56.952 - 97.121 - 97.103 5 - 81.431 - 81.434 - 46.065 - 46.136 - 50.099 - 50.027 - 70.514 - 70.508 6 - 92.907 - 92.923 - 63.660 - 63.604 - 63.671 - 63.755 - 104.384 - 104.420 7 - 85.883 - 85.034 - 53.394 - 53.438 -88.479 -88.422 - 87.660 -87.606 B -1.237 -1.149 -1.028 - 0.925. -1.188 -1.149 -1.264 -1.223 Ft -K Ft -K Ft -K SPAN MOMENTS COLUMN MOMENTS COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K 1 -0.087 0.000 -0.102 0.000 0.015 0.000 -0.067 0.000 2 -0.019 0.000 0.065 0.000 -0.069 0.000 -0.003 0.000 3 -0.002 0.000 -0.087 0.000 0.080 0.000 -0.005 0.000 4 0.023 0.000 0.092 0.000 -0.066 0.000 0.018 0.000 5 -0.003 0.000 -0.071 0.000 0.072 0.000 0.006 0.000 6 -0.016 0.000 0.056 0.000 -0.084 0.000 -0.036 0.000 7 0.049 0.000 -0.044 0.000 0.057 0.000 0.055 0.000 8 0.009 0.000 0.102 0.000 0.040 0.000 0.041 0.000 SHEARS COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT PAGE NO. 3 TIME : Tue Jun 06 15:28:05 1989 Ft -K Ft -K Ft -K K K K K K K K K 1 -2.780 15.435 -1.887 18.955 -2.780 6.086 -3.077 18.529 2 - 31.319 30.203 - 27.800 15.326 - 19.249 31.493 -35.366 35.178 3 - 31.532 31.589 - 17.848 31.158 - 30.241 17.412 - 36.076 36.401 4 - 30.145 28.136 - 30.576 16.304 - 15.762 27.612 -34.853 33,186 5 - 26.109 26.303 - 12.950 25.870 - 26.633 13.653 - 29.388 28.868 6 - 27.942 31.307 - 28.374 17.225 - 15.602 29.322 - 33.707 36.675 7 - 30.427 20.307 - 15.949 18.295 - 32.412 20.471 - 34.580 20.416 8 -9.732 2.780 -11.744 1.887 -9.567 2.780 -9.623 3.077 AZ • PROGRAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 RUN : BLDG. A RUN 1 SHEAR STRESSES COLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE PUNCHING UNBALANCED FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS LOAD MOMENT MOMENT PATTERN K /In A2 K /In "2 K /In "2 K /In A2 K Ft -K Ft -K 1 0.017 0.001 0.018 0.186 19.631 3.428 2.057 4 2 0.037 0.000 0.037 0.186 67.906 0.003 0.002 4 3 0.039 0.000 0.039 0.186 69.839 0.005 0.003 4 4 0.036 0.000 0.036 0.186 65.401 0.018 0.012 4 5 0.031 0.000 0.031 0.186 55.617 0.006 0.004 4 6 0.037 0.000 0.037 0.186 67.743 0.036 0.024 4 7 0.029 0.000 0.029 0.116 53.306 0.055 0.037 4 8 0.011 0.000 0.011 0.186 12.366 2.080 1.248 2 t Total Shear Stress Exceeds Allowable Stress TOP REINFORCEMENT PAGE NO. 4 TIME : Tue Jun 06 15128:08 1989 COLUMN STRIP == CONCENTRATE == MIDDLE STRIP COLUMN DESIGN STEEL STRIP STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH AREA WIDTH MOMENT AREA WIDTH PATTERN Ft -K In "2 Ft In "2 Ft Ft -K In "2 Ft 1 .._ -0.729 0.9721 6.000 -0.243 1.2961 8.000 4 2 - 65.400 2.259 7.000 - 21.800 1.1341 7.000 4 3 - 70.489 2.445 7.000 - 23.496 1.1341 7.000 4 4 - 62.676 2.160 7.000 -20.892 1.1341 7.000 1 5 - 57.710 1.803 7.000 - 17.570 1.1341 7.000 1 6 -67.441 2.333 7.000 - 22.480 1.1341 7.000 4 7 - 59.682 2.052 7.000 - 19.894 1.1341 7.000 3 8 -0.729 1.134$ 7.000 -0.243 1.1341 7.000 4 1 Minimum Steel 11 Overreinforced BOTTOM REINFORCEMENT COLUMN STRIP MIDDLE STRIP SPAN DESIGN STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH MOMENT AREA WIDTH PATTERN Ft -K In "2 Ft Ft -K In "2 Ft 1 25.884 1.081 6.000 17.256 1.2961 8.000 2 2 27.238 1.134$ 7.000 18,159 1.1341 7.000 3 3 29.140 1.215 7.000 19.427 1.1341 7.000 2 4 23.364 1.1341 1.000 15.516 1.1341 7.000 3 5 22.646 1.134$ 7.000 15.098 1.1341 7.000 2 6 26,833 1.1341 7.000 17.889 1.1341 7.000 3 7 19.762 1,1341 7.000 13.175 1.1341 7.000 2 At, PROGRAM : Cnncrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SOIITHCENTER RETAII. 2 RUN : BLDG. A RUN 1 $ Minimum Steel $$ Overreinfarced TOP BARS BOTTOM BARS PAGE NO. 5 TIME : Tue Jun 06 15:28 :11 1989 COLUMN STRIP MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LEN6TH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT Ft Ft Ft Ft 1 14 3 0.500 4.111 44 7 0.500 2.888 2 0.500 2.666 2 44 6 8.322 8.656 14 6 5.777 8.562 6 5.218 3.466 3 14 7 8.656 8.656 14 6 8.562 7.165 6 3.466 3.466 4 14 6 8.656 7.656 14 6 7.165 1.562 5 3.466 3.466 5 14 5 7.656 7.656 14 6 7.562 1.562 5 3.066 3.066 6 14 6 7,656 7.472 14 6 7.562 5,223 6 3.466 4.703 7 14 6 6.723 1.673 14 6 4.734 5.354 5 4.249 4.825 8 44 3 5.431 0.500 14 6 3.768 0.500 3 3.466 0.500 COLUMN STRIP MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH Ft Ft Ft �4 1 44 6 11.566 14 4 11.806 3 10.256 2 14 6 15.019 44 3 15.500 3 11.200 3 14 7 15.019 14 3 15.500 3 11.200 4 14 6 13.019 14 3 13.500 3 9.800 5 14 6 13.019 14 3 13.500 3 9.800 6 14 6 15.019 14 3 15.500 3 11.200 7 14 6 15.566 44 3 15.806 3 13.656 'RDGRAM : Concrete Flat Slab Design v1.09 :NGINEERS NORTHWEST 10B : SOUTHCENTER RETAIL 2 1UN : BLDG. A RUN 1 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL TOP BOTTOM STEEL SURFACE STEEL STEEL WEIGHT AREA Lb Lb Lb /Ft "2 Ft "2 968.298 782.576 1.191 1470.000 PAGE NO. 6 TIME : Tue Jun 06 15:28:13 1989 CONCRETE VOLUME Ft "3 990.750 aZ 'R06RAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST � g 108 : SOUTHCENTER RETAIL 2 RUN : BLDG. B SLAB R UK) ( I is -Z , t SPAN SPAN SPAN NUMBER LENGTH THICKNESS 1 15.167 7.500 2 15.167 7.500 3 15.167 7.500 4 15.167 7.500 5 15.167 7.500 6 15.167 7.500 7 15.167 7.500 8 15.167 7.500 9 15.167 7.500 SPAN =__= UNIFORM LOADS =__ NUMBER DEAD LIVE Ft In K /Ft "2 K /Ft "2 DESIGN DATA SPAN INPUT DATA DEAD X /2 wlrx_ SPAN LOADS INPUT DATA PAGE NO. 1 TIME : Mon Apr 17 09:28:18 1989 CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS = In In K /In "2 K /In "2 Lb /Ft "3 K /In "2 0.750 1.500 0.475 3.000 144.000 60.000 Ultimate Pattern Loading PARTIAL LOADS LIVE BEGIN END K /Ft K /Ft Ft Ft 1 -0.010 -0.100 0.000 0.000 0.000 0.000 2 -0.010 -0.100 0.000 0.000 0.000 0.000 3 -0.010 -0.100 0.000 0.000 0.000 0.000 4 -0.010 -0.100 0.000 0.000 0.000 0.000 5 -0.010 -0.100 0.000 0.000 0.000 0.000 6 -0.010 -0.100 0.000 0.000 0.000 0.000 7 -0.010 -0.100 0.000 0.000 0.000 0.000 8 -0.010 -0.100 0.000 0.000 0.000 0.000 9 -0.010 -0.100 0.000 0.000 0.000 0.000 13 I 2222=== =2== PRD6RAD t'oncreTP FTWT - 6Tab Design v1.09 ENGINEERS NORTHWEST JOB : SOIITHCENTFR RETAIL 2 RUN : BLDG. B SLAB COLUMN INPUT DATA TIME : an Apr 17 09:28:20 1989 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH In In In In Ft Ft Ft 1 12.000 0.000 0.000 0.000 999.000 0.000 12.000 2 12.000 0.000 0.000 0.000 999.000 0.000 12.000 3 12.000 0.000 0.000 0.000 999.000 0.000 12.000 4 12.000 0.000 0.000 0.000 999.000 0.000 12.000 5 12.000 0.000 0.000 0.000 999.000 0.000 12.000 6 12.000 0.000 0.000 0.000 999.000 0.000 12.000 7 12.000 0.000 0.000 0.000 999.000 0.000 12.000 8 12.000 0.000 0.000 0.000 999.000 0.000 12.000 9 12.000 0.000 0.000 0.000 999.000 0.000 12.000 10 12.000 0.000 0.000 0.000 999.000 0.000 12.000 PANEL /CAPITAL INPUT DATA DROP PANEL = = == COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In In Plittlbn N 1 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Mo.ent Reduction With A Drop Panel. 3 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 3.000 1.500 1.500 0.000 0,000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Mo.ent Reduction With A Drop Panel. 6 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Mo.ent Reduction Nith A Drop Panel. 7 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 8 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 9 12.000 3,000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 10 12.000 3.000 1.500 1,500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. oaof' p 1.. IS AC - PAL:I A PItJE CAP. R06gAM : Concrete Flat Slab Design v1.09 :N6INEERS NORTHWEST 08 : SOUTHCENTER RETAIL 2 I11N : BLDG. 8 SLAB CANTILEVER INPUT DATA = UNIFORM LOADS = _= LINE LOADS == PARTIAL LOADS PAGE NO, 3 TIME : Man Apr 17 09:28 :22 1989 LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END Ft Ft K /Ft "2 K /Ft "2 K /Ft K /Ft K /Ft K /Ft Ft Ft EFT 0.500 12.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16H1 0.500 12.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SPAN MOMENTS COLUMN 751 ADJACENT SPANS 75% ODD SPANS 751 EVEN SPANS 1001E LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT . LEFT RIGHT LEFT RIGHT Ft-K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K 1 -0.869 -1.069 -0.869 -1.084 -0.869 -0.913 -0.869 -1.067 2 -100.528 - 100.484 - 72.578 - 72.447 - 72.522 - 72.562 - 110.541 - 110.472 3 - 78.927 - 78.937 - 47.504 - 47.605 -47.579 - 47.509 -72.277 - 72.302 4 - 84.255 - 84.251 - 56.207 - 56.116 - 56.125 - 56.205 -85.474 - 85.465 5 - 82.356 - 82.357 -53.437 - 53.525 - 53.522 - 53.439 - 81.363 - 81.367 6 - 82.357 -82.356 - 53.525 - 53.437 -53.439 - 53.522 - 81.367 - 81.363 7 - 84.251 - 84.255 - 56.116 - 56.207 - 56.205 - 56.125 -85.465 - 85.474 8 - 78.937 -78.927 - 47.605 - 47.504 - 47.509 - 47.579 - 72.302 -72.217 9 - 100.484 - 100.528 - 72.447 - 72.578 - 72.562 - 72.522 - 110.472 - 110.541 10 -1.069 -0.869 -1.084 -0.869 -0.913 -0.869 -1.067 -0.869 COLUMN MOMENTS COLUMN 751 ADJACENT SPANS 75% ODD SPANS 751 EVEN SPANS 1001 LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K Ft-K 1 -0.199 0.000 -0.215 0.000 -0.044 0.000 -0.198 0.000 2 0.043 0.000 0.131 0.000 -0.040 0.000 0.069 0.000 3 -0.009 0.000 -0.101 0.000 0.070 0.000 -0.024 0.000 4 0.004 0.000 0.091 0.000 -0.080 0.000 0.009 0.000 5 -0.002 0.000 -0.088 0.000 0.083 0.000 -0.004 0.000 6 0,002 0.000 0.088 0.000 -0.083 0.000 0.004 0.000 7 -0.004 0.000 -0.091 0.000 0.080 0.000 -0.009 0.000 8 0.009 0.000 0.101 0.000 - 0.070. 0.000 0.024 0.000 9 -0.043 0.000 -0.131 0.000 0.040 0.000 -0.069 0.000 10 0.199 0.000 0.215 0.000 0.044 0.000 0.198 0.000 2 o f iOGRARi' onciefe FiafGia6Design vi.O9 N6INEERS NORTHWEST 38 : SOUTHCENTER RETAIL 2 UN : BLDG. 8 SLAB SHEARS K K K K K K K K 1 Total Shear Stress Exceeds Allowable Stress TOP REINFORCEMENT FgriEl TIME : Mon Apr 17 09:28:26 1989 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75X EVEN SPANS 100% LL ALL SPANS IUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 -1.663 18.692 -1.663 20.536 -1.663 8.926 -1.663 21.899 2 - 31.807 26.671 - 29.964 15.292 - 18.369 26.897 - 36.335 31.636 3 - 23.828 24.899 - 12.003 24.683 - 23.602 13.079 - 26.599 28.249 4 -25.600 25.375 -25.817 13.824 - 14.215 25.427 - 29.986 29.388 5 -25.125 25.250 - 13.471 25.250 - 25.073 13.647 - 28.847 29.117 6 - 25.250 25.125 - 25.250 13.471 -13.647 25.073 - 29.117 28.847 7 - 25.375 25.600 - 13.824 25.817 - 25.427 14.215 - 29.388 29.986 8 - 24.899 23.828 - 24.683 12.003 -13.079 23.602 - 28.249 26.599 9 - 26.671 31.807 - 15.292 29.964 - 26.897 18.369 - 31.636 36.335 10 - 18.692 1.663 - 20.536 1.663 -8.926 1.663 - 21.899 1.663 SHEAR STRESSES ;OLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE PUNCHING UNBALANCED FLEXURAL GOVERNING IUMBER STRESS STRESS STRESS STRESS LOAD MOMENT MOMENT PATTERN K /In "2 K /In "2 K /In "2 K /In "2 K Ft -K Ft -K 1 0.019 0.001 0.020 0.186 21.805 3.645 2.187 4 2 0.036 0.000 0.036 0.186 65.332 0.069 0.041 4 3 0.029 0.000 0.029 0.186 52.209 0.024 0.017 4 4 0.031 0.000 0.031 0.186 56.735 0.009 0.006 4 5 0.031 0.000 0.031 0.186 55.325 0.004 0.003 4 6 0.031 0.000 0.031 0.186 55.326 0.004 0.003 4 7 0.031 0.000 0.031 0.186 56.735 0.009 0.006 4 8 0.029 0.000 0.029 0.186 52.209 0.024 0.011 4 9 0.036 0.000 0.036 0.186 65.332 0.069 0.047 4 10 0.019 0.001 0.020 0.186 21.805 3.645 2.187 4 COLUMN STRIP -- CONCENTRATE -- MIDDLE STRIP COLUMN DESIGN STEEL STRIP STEEL STRIP DESIGN STEEL STRIP 60VERNIN6 IUMBER MOMENT AREA WIDTH AREA WIDTH MOMENT AREA WIDTH PATTERN - _----_ = =_ 22= 22= 2222 == Ft -K In "2 Ft In "2 Ft Ft -K In A2 Ft 1 -0.549 0.9721 6.000 -0.183 0.9721 6.000 4 2 - 72.650 2.549 6.000 - 24.217 0.9721 6.000 4 3 - 51.551 1.773 6.000 - 17.184 0.9721 6.000 1 4 - 55.029 1.899 6.000 - 18.343 0.9721 6.000 1 5 - 53.691 1.851 6.000 - 17.897 0.9721 6.000 1 aI PRO RAM : Concrete Flat Slab Design v1.09 PAGE NO. 5 ENGINEERS NORTHWEST TIME : Mon Apr 17 09:28:29 1989 JOB : SOUTHCENTER RETAIL 2 RUN : BLDG. B SLAB 11W TOP REINFORCEMENT COLUMN STRIP == CONCENTRATE _= MIDDLE STRIP COLUMN DESIGN STEEL STRIP STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH AREA WIDTH MOMENT AREA WIDTH PATTERN 6 - 53.691 1.851 6.000 �� - 17.897 0.9121 6.000 1 7 - 55.029 1.899 6.000 : ���` @ IZ ^`- - 18.343 0.912$ 6.000 1 8 - 51.551 1.773 6.000 ` °) - 17.184 0.9721 6.000 1 9 - 72.650 2.549 6.000 - 24.217 0.9121 6.000 4 10 -0.549 0.9721 6.000 -0.183 0.9721 6.000 4 1 Minima Steel t$ Overreinforced BOTTOM REINFORCEMENT COLUMN STRIP MIDDLE STRIP SPAN DESIGN STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH MOMENT AREA WIDTH PATTERN Ft -K In A2 Ft 1 35.766 1.376 6.000 23.844 0.9721 6.000 2 2 19.999 0.9721 6.000 13.332 0.9721 6.000 3 3 24.674 0.9721 6.000 16.449 0.9721 6.000 2 4 22.872 0.9721 6.000 15.248 0.9721 6.000 3 5 23.672 0.9721 6.000 15.782 0,9721 6.000 2 6 22.872 0.9721 6.000 15.248 0.9721 6.000 3 7 24.674 0.9721 6.000 16.449 0.9721 6.000 2 8 19.999 0.972$ 6.000 13.332 0.9721 6.000 3 9 35.766 1.376 6.000 23.844 0.9121 6.000 2 1 Minimu• Steel 1$ 0verreinforced TOP BARS Ft -K In "2 Ft COLUMN STRIP ---: MIDDLE STRIP = COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT Ft Ft - Ft Ft 1 14 3 0.500 5,156 14 5 0.500 3.505 2 0.500 3.299 2 15 5 6.993 8.400 14 5 4.911 8.146 4 4.413 3.299 3 14 5 8.239 8.239 14 5 8.146 8.146 4 3.299 3.299 4 14 5 8.239 8.239 14 5 8.146 8.146 5 3.299 3.299 5 14 5 8.239 8.239 14 5 8.146 0.146 5 3.299 3.299 TOP BARS S ^SS = == PAGE NO. 6 PROGRAM :'Concrete Flat Slab Design v1.09 ENWNEERS NORTHWEST JOB t SOUTHCENTER RETAIL 2 RUN : BLDG. 8 SLAB Q ( TIME : Mon Apr 17 09:28 :32 1989 COLUMN STRIP MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT 6 04 5 8.239 8.239 14 5 8.146 8.146 5 3.299 3.299 7 14 5 0.239 8.239 14 5 8.146 8.146 5 3.299 3.299 8 14 5 8.239 8.239 14 5 8.146 8.146 4 3.299 3.299 9 15 5 8.400 6.993 14 5 8.146 4.911 4 3.299 4.413 10 14 3 5.156 0.500 14 5 3.585 0.500 2 3.299 0.500 BOTTOM BARS COLUMN STRIP MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS Ft Ft SHORT BAR LENGTH Ft 1 14 7 14.132 14 3 14.973 2 12.948 2 14 5 14.185 14 3 14.667 2 10.617 3 14 5 14.185 14 3 14.667 2 10.617 4 14 5 14.185 14 3 14.667 2 10.617 5 14 5 14.185 14 3 14.667 2 10.617 6 04 5 14.185 14 3 14.667 2 10.617 7 14 5 14.185 14 3 14.667 2 10.617 8 44 5 14.185 114 3 14.667 .2 10.617 9 114 7 14.732 14 3 14.973 2 12.948 PRO&RAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 RUN : BLDG. B SLAB L-1.L) CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /In ^2 K /In "2 Lb /Ft ^3 K /In "2 0.750 1.500 0.475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN ' NUMBER LENGTH THICKNESS 1 15.167 7.500 2 14.000 7.500 3 14.000 7.500 4 15.167 7.500 SPAN =__= UNIFORM LOADS : :_ NUMBER DEAD LIVE Ft In SPAN LOADS INPUT DATA ) T �, DESIGN DATA SPAN INPUT DATA DEAD COLUMN INPUT DATA PARTIAL LOADS LIVE BEGIN PAGE NO. 1 TIME : Mon Apr 17 09:57:59 1989 END K /Ft ^2 K /Ft "2 K /Ft K /Ft Ft Ft 1 -0.010 -0.100 0.000 0.000 0.000 0.000 2 -0.010 -0.100 0.000 0.000 0.000 0.000 3 -0.010 -0.100 0.000 0.000 0.000 0.000 4 -0.010 -0.100 0.000 0.000 0.000 0.000 1 12.000 0.000 0.000 0.000 999.000 0.000 12.000 2 12.000 0.000 0.000 0.000 999.000 0.000 12.000 3 12.000 0.000 0.000 0.000 999.000 0.000 12.000 4 12.000 0.000 0.000 0.000 999.000 0.000 12.000 5 12.000 0.000 0.000 0.000 999.000 0.000 12.000 Q ', _ 2222__ _ COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH - - - - - - - I n in In In Ft Ft Ft PPQ6PbRe I Eononefe Ffaf §fi6 "be5ign "vf:b9 EN6INEF.RS NORTHWEST JOB : SOUTHCENTER RETAIL 2 RUN : BL 8 SLAB PANEL /CAPITAL INPUT DATA DROP PANEL = = == COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In In TIME : Mon Apr 17 09 :58:01 1989 132 1 12.000 3.000 1.500 1.500 0.000 0,000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 3.000 1,500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. CANTILEVER INPUT DATA = UNIFORM LOADS = == LINE LOADS == PARTIAL LOADS LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END Ft Ft K /Ft "2 K /Ft "2 K /Ft K /Ft K /Ft K /Ft Ft Ft LEFT 0.500 12,000 -0.010 -0.100 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 0.500 12.000 -0.010 -0.100 0.000 0.000 0.000 0.000 0.000 0.000 3 Ft -K Ft -K Ft -K Ft -K SPAN MOMENTS COLUMN 751 ADJACENT SPANS 751 ODD SPANS 151 EVEN SPANS 1002 LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT s s c s Ft -K Ft -K Ft -K Ft-K 1 -1.082 -1.277 -0.890 -1.098 -1.082 -1.131 -1.145 -1.342 2 -98.456 - 98.406 - 75.985 - 15.865 - 69.533 - 69.564 -110.844 - 110.776 3 - 61.509 - 61.509 - 29.767 - 29.839 - 29.839 -29.767 - 45.254 - 45.254 4 - 98.406 -98.456 - 69.564 - 69.533 - 75.865 - 75.985 -110.776 -110.844 5 -1.277 -1.082 -1.131 -1.082 -1.098 -0.890 -1.342 -1.145 COLUMN 751 ADJACENT SPANS 751 ODD SPANS 751 EVEN SPANS 1001 LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft-K Ft -K COLUMN MOMENTS Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K sacas: n, n „ci nn . M!!irrur =1=: :1 DB : SOUTHCENTER RETAIL 2 UN : BLDG. B SLAB COLUMN MOMENTS COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP SHEARS K K K K K K K K 1 Tntal Shear Stress Exceeds Allowable Stress TOP REINFORCEMENT PAGE NO, 3 TIME : Mon Apr 17 09:58:04 1989 • 1 -0.196 0.000 -0.208 0.000 -0.049 0.000 -0.197 0.000 2 0.050 0.000 0.120 0.000 -0.031 0.000 0.068 0.000 3 0.000 0.000 -0.012 0.000 0.072 0.000 0.000 0.000 4 -0.050 0.000 0.031 0.000 -0.120 0.000 -0.068 0.000 5 0.196 0.000 0.049 0.000 0.208 0.000 0.197 0.000 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS IUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 -2.512 18.842 -1.747 20.312 -2.512 9.137 -2.767 21.897 2 - 31.657 26.013 - 30.187 15.960 - 18.157 26.215 - 36.337 31.627 3 - 20.742 20.742 -9.374 20.540 - 20.540 9.374 - 22.267 22.267 4 - 26.013 31.657 - 26.215 18.157 - 15.960 30,187 - 31.627 36.337 5 - 18.842 2.512 -9.137 2.512 - 20.312 1.747 -21.897 2.767 12_ SHEAR STRESSES :OLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE PUNCHING UNBALANCED FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS LOAD MOMENT MOMENT PATTERN 2 2123_ -272 =2 K /In "2 K /ln A2 K /ln "2 K /ln "2 K Ft -K Ft -K 1 0.020 0.001 0.021 0.186 22.690 3.788 2,273 4 2 0.036 0,000 0.036 0,186 65.326 0.068 0.046 4 3 0.023 0.000 0.023 0.186 41.896 0.000 0.000 4 4 0.036 0.000 0.036 0.186 65.326 0.068 0.046 4 5 0.020 0.001 0.021 0.186 22.690 3.788 2.273 4 COLUMN STRIP 1212 CONCENTRATE 122 MIDDLE STRIP COLUMN DESIGN STEEL STRIP STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH AREA WIDTH MOMENT AREA WIDTH PATTERN - - - - - - - - - - I n "2 Ft In "2 Ft Ft -K In "2 Ft -0.690 0.9721 6.000 -0.230 0.9721 6.000 4 - 72.881 2.558 6.000 - 24.294 0.9721 6.000 4 'R6 PO : " Concrete "ME " gig "6esign "vT. "b9 EN61NEERS NORTHWEST 108 : SOUTHCENTER RETAIL 2 RUN : BLDG. B SLAB TOP REINFORCEMENT COLUMN STRIP == CONCENTRATE _= MIDDLE STRIP COLUMN DESIGN STEEL STRIP STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH AREA WIDTH MOMENT AREA WIDTH PATTERN 3 - 39.514 1.345 6.000 - 13.171 0.9721 6.000 1 4 - 72.881 2.558 6.000 - 24.294 0.9721 6.000 4 5 -0.690 0.9721 6.000 -0.230 0.9721 6.000 4 COLUMN STRIP SPAN DESIGN STEEL STRIP NUMBER MOMENT AREA WIDTH Ft -K In A2 Ft 1 35.134 1.351 6.000 2 18.527 0.9721 6.000 3 18.527 0.9721 6.000 4 35.134 1.351 6.000 1 Minimum Steel 11 Overreinforced BOTTOM REINFORCEMENT 1 Minimum Steel 11 Overreinforced TOP BARS furirf TIME : Man Apr 17 09:58:07 1989 6Z MIDDLE STRIP DESIGN STEEL STRIP GOVERNING MOMENT AREA WIDTH PATTERN Ft -K In A2 Ft 23.423 0.9721 6.000 4 12.351 0.9721 6.000 3 12.351 0.9721 6.000 2 23.423 0.9721 6.000 4 a COLUMN STRIP MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT _ = = =s Ft Ft Ft Ft 1 $4 3 0.500 5.156 14 5 0.500 3.585 2 0.500 3.299 2 15 5 6.734 14.000 14 5 4.141 14.000 4 4.256 3.299 3 14 4 7.656 7.656 14 5 7.562 7.562 3 3.066 3.066 4 • 15 5 14.000 6.734 14 5 14.000 4.741 4 3.299 4.256 5 14 3 5.156 0.500 114 5 3.585 0.500 2 3.299 0.500 06RAM : Concrete Flat Slab Design v1.09 61NNERS NORTHWEST I8 : SOUTHCENTFR RETAIL 2 IN : BLDG. B SLAB BOTTOM BARS PAGE NO. 5 TIME : Mon Apr 17 09:58 :09 1989 62 COLUMN STRIP MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESI6NATION OF BARS LENGTH OF BARS LENGTH Ft Ft Ft 1 14 7 14.732 14 3 14.973 2 12.948 2 14 5 13.019 14 3 13.500 2 9.800 3 14 5 13.019 14 3 13.500 2 9.800 4 14 7 14.732 14 3 14.973 2 12.948 WITH SLAB REINFORCED IN ONE DIRECTION STEEL CONCRETE TOP BOTTOM STEEL SURFACE STEEL STEEL WEIGHT AREA Lb Lb Lb /Ft A2 Ft "2 576.452 406.824 TOTAL MATERIAL 8UANTITIES 1.381 712.000 VOLUME Ft A3 490.000 PROGRAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 2!..c.0.4: ^w 12- - ' Sr�A{.1 RUN : Bl.D6, B SLAB Jct.)" L.:o7N CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /In ^2 K /In ^2 Lb /Ft ^3 K /In ^2 0.750 1.500 0.475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN NUMBER LENGTH ' THICKNESS Ft In 1 12.000 7.500 2 12.000 1.500 3 12.000 7.500 4 12.000 7.500 5 12.000 7.500 6 12.000 7,500 DESIGN DATA SPAN INPUT DATA SPAN LOADS INPUT DATA SPAN =__= UNIFORM LOADS =_= PARTIAL LOADS NUMBER DEAD LIVE DEAD LIVE BEGIN END K /Ft "2 K /Ft ^2 K /Ft K /Ft Ft Ft 1 -0.010 -0.100 0.000 0.000 0.000 0.000 2 -0.010 -0.100 0.000 0.000 0.000 0.000 3 -0.010 -0.100 0.000 0.000 0.000 0.000 4 -0.010 -0.100 0,000 0.000 0.000 0.000 5 -0.010 -0.100 0.000 0.000 0.000 0.000 6 -0.010 -0.100 0.000 0.000 0.000 0.000 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH In In In In Ft Ft Ft 1 2 3 COLUMN INPUT DATA PAGE NO. 1 TIME : Wed Apr 19 16:36:30 1989 12.000 0.000 0.000 0.000 999.000 0.000 15.083 12.000 0.000 0.000 0.000 999.000 0.000 15,083 12.000 0.000 0.000 0.000 999.000 0.000 15.083 COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 8-41 6 12.000 0.000 0.000 0.000 999.000 0.000 15.083 7 12.000 0.000 0.000 0.000 999.000 0.000 15.083 PANEL /CAPITAL INPUT DATA DROP PANEL =__= COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In In 1 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel, 3 12.000 3.000 1.500 1.500 0.000 0.000 NARNIN6 - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 7 12.000 3:000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. Ft -K Ft -K -= a CANTILEVER INPUT DATA = UNIFORM LOADS = _= LINE LOADS == PARTIAL LOADS LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END Ft Ft K /Ft ^2 K /Ft "2 K /Ft K /Ft K /Ft K /Ft Ft Ft _ LEFT 0.500 15.083 -0.010 -0.100 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 0.500 15.083 -0.010 -0.100 0.000 0.000 0.000 0.000 0.000 0.000 PROGRAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 RUN : BLDG. B N -S SLAB Ft -K Ft -K SPAN MOMENTS COLUMN 75% ADJACENT SPANS 15% ODD SPANS 75% EVEN SPANS 100% IL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 -1.185 -1.217 -0.944 -1.045 -1.185 -1.203 -1.265 -1.355 SPAN MOMENTS Ft -K Ft -K Ft -K Ft -K PAGE NO. 3 TIME : Ned Apr 19 16:36:35 1989 NUMBER LEFT RIGHT LEFT RIGHT LEFT , RIGHT LEFT RIGHT 2 - 82.190 - 82.170 - 59.359 - 59.297 - 59.246 - 59.266 - 90.360 - 90.327 Q v 3 - 63.256 - 63.260 - 36.976 - 37.024 - 37.040 - 37.006 - 56.253 - 56.263 4 -70.092 - 70.092 - 47.691 - 41.649 - 47.649 - 47.691 - 72.564 - 72.564 5 -63.260 -63.256 - 37.006 - 37.040 - 37.024 - 36.976 - 56.263 - 56.253 6 -82.170 - 82.190 - 59.266 - 59.246 - 59.297 - 59.359 - 90.327 -90.360 1 -1.277 -1.185 -1.203 -1.185 -1.045 -0.944 -1.355 -1.265 -- COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K 1 -0.092 0.000 -0.101 0.000 -0.018 0.000 -0.091 0.000 2 0.021 0.000 0.063 0.000 -0.020 0.000 0.033 0.000 3 -0.004 0.000 -0.048 0.000 0.034 0.000 -0.011 0.000 4 0.000 0.000 0.041 0.000 -0.041 0,000 0.000 0.000 5 0.004 0.000 -0.034 0.000 0.048 0.000 0.011 0.000 6 -0.021 0.000 0.020 0.000 -0.063 0.000 -0.033 0.000 7 0.092 0.000 0.018 0.000 0.101 0.000 0.091 0.000 CL PROGRAM $ Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 RUN s 8106. B N-S SLAB COLUMN MOMENTS Ft -K Ft -K SHEARS COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT K K K K K K K K Ft -K Ft -K Ft -K Ft -K 1 -2.925 18.373 -1.963 20.256 -2.925 8.740 -3.245 21.545 2 - 31.859 26.692 - 29.975 15.437 - 18.414 26.968 - 36.379 31,802 3 - 23.540 24.547 - 11.717 24.227 - 23.264 12.690 - 26.123 27.604 4 -25.685 25.685 -26.005 14.464 - 14.464 26.005 - 30.321 30.321 5 - 24.547 23.540 - 12.690 23.264 -24.227 11.717 -27.604 26.123 6 -26.692 31.859 - 26.968 18.414 -15.437 29.975 -31.802 36.379 1 - 18.373 2.925 -8,740 2.925 - 20.256 1.963 - 21.545 3.245 SHEAR STRESSES PAGE NO. 4 TIME : Wed Apr 19 I6:36:38 1989 II L NUMBER STRESS STRESS 1 2 3 4 5 6 7 COLUMN NUMBER 2 3 4 5 6 1 SPAN NUMBER 2 3 4 5 6 • K /In "2 0.020 0.036 0.028 0.032 0.028 0.036 0.020 DESIGN MOMENT Ft -K -0.751 - 57.557 - 39.954 -44.727 - 39.954 - 57.557 -0.751 DESIGN MOMENT Ft -K 4.663 0.000 0.000 0.000 0.000 21.419 K /In "2 0.001 0.000 0.000 0.000 0.000 0.000 0.001 COLUMN STRIP STEEL AREA In "2 0.972$ 1.991 1.360 1.529 1.360 1.991 0.9721 COLUMN STRIP STEEL AREA In "2 0.972$ 0.972$ 0.972$ 0.972$ 0.972$ 0.972$ PROGRAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 RUN 1 BLDG. B N-S SLAB STRESS K /In "2 0.021 0.036 0.028 0.032 0.028 0.036 0.021 $ Total Shear Stress Exceeds Allowable Stress STRIP WIDTH Ft 6.000 6.000 6.000 6.000 6.000 6.000 6.000 $ Miniau. Steel STRIP WIDTH Ft 6.000 6.000 6.000 6.000 6.000 6.000 $ Minims Steel In "2 STRESS LOAD MOMENT K /In "2 K Ft -K 0.186 0.186 0.186 0.186 0.186 0.186 0.186 TOP REINFORCEMENT _= CONCENTRATE STEEL STRIP AREA WIDTH TOP BARS 22.816 65.543 51.088 58.003 51.088 65.543 22.816 Ft Ft -K BOTTOM REINFORCEMENT DESIGN MOMENT DESIGN MOMENT Ft -K -0.250 - 19.186 - 13.318 - 14.909 - 13.318 - 19.186 -0.250 $$ Overreinforced 3.108 0.000 0.000 0.000 0.000 14.219 $$ Overreinforced 3.914 0.033 0.011 0.000 0.011 0.033 3.914 MIDDLE STRIP STEEL STRIP GOVERNING AREA WIDTH PATTERN In "2 1.471$ 1.471$ 1.471$ 1.471$ 1.471$ 1.471$ 1.4711 2.348 0.022 0.007 0.000 0.007 0.022 2.348 MIDDLE STRIP STEEL STRIP GOVERNING AREA WIDTH PATTERN In "2 Ft MOMENT PATTERN Ft -K Ft 9.083 4 9.083 4 9.083 1 9.083 4 9.083 1 9.083 4 9.083 4 1.4711 9.083 2 1.471$ 9.083 2 1.4711 9.083 2 1.4711 9.083 2 1.4711 9.083 2 1.471$ 9.083 4 114 4 4 4 4 4 4 4 PAGE NO. 5 TIME : Wed Apr 19 16:36:40 1989 COLUMN BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT Ft Ft 1 14 3 0.500 6.656 14 2 0.500 2.666 2 14 5 12.000 6.656 14 5 2.666 2.666 3 14 4 6.656 6.656 14 3 2.666 2.666 4 14 4 6.656 6.656 14 4 2.666 2.666 5 14 4 6.656 6.656 14 3 2.666 2.666 6 14 5 6.656 4.182 14 5 2.666 2.709 7 14 3 4.111 0.500 14 2 2.666 0.500 BOTTOM BARS COLUMN STRIP MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH Ft Ft Ft 1 14 5 11.566 14 4 11.806 4 10.256 2 14 5 11.019 14 4 11.500 4 8.400 3 14 5 11.019 14 4 11.500 4 8.400 4 14 5 11.019 114 4 11.500 4 8.400 5 14 5 11.019 14 4 11.500 4 . 8.400 6 14 5 11.566 14 4 11.806 4 10.256 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL TOP BOTTOM STEEL SURFACE STEEL STEEL WEIGHT AREA Lb Lb Lb /Ft ^2 Ft "2 73B.66I 565.034 1.184 1101.083 BAR NUMBER LENGTH DESIGNATION OF BARS LEFT RIGHT Ft Ft 84 8 8 8 8 8 8 CONCRETE 0.500 6.563 12.000 6.563 6.563 6.563 6.563 6.563 6.563 6.563 6.563 3.077 2.888 0.500 VOLUME Ft ^3 751.177 PROGRAM : Concrete Flat Slab Design v1.09 0 PA6E NO. 1 ENGINEERS NORTHWEST .,UILDI/.14.7 (2 TIME : Wed Apr 19 16:49:49 1989 JOB : SOU1HCENTER RETAIL 2 RUN : BLDG. B SLAB ZONE (S ) E- ICJ R.Uw.' 121 S of N n IS _ I wio,E. SS CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /In ^2 K /In ^2 Lb /Ft ^3 K /In "2 0.750 2.000 0.475 3.000 SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 1 12.000 1.500 2 12.000 7.500 3 12.000 7,500 4 12.000 7.500 5 8.000 7.500 6 8.000 7.500 DESIGN DATA SPAN INPUT DATA COLUMN INPUT DATA 144.000 • 60.000 Ultimate Pattern Loading SPAN LOADS INPUT DATA SPAN =__= UNIFORM LOADS =_= PARTIAL LOADS NUMBER DEAD LIVE DEAD LIVE BEGIN END K /Ft "2 K /Ft "2 K /Ft K /Ft Ft Ft 1 -0.010 -0.100 0.000 0.000 0.000 0.000 2 -0.010 -0.100 0.000 0.000 0.000 0.000 3 -0.010 -0.100 0.000 0.000 0.000 0.000 4 -0.010 -0.100 0.000 0.000 0.000 0,000 5 -0.010 -0.100 0,000 0.000 0.000 0.000 6 -0.010 -0.100 0,000 0.000 0.000 0,000 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. NIDTH BELOW ABOVE WIDTH In In In In Ft Ft Ft 1 12.000 0.000 0.000 0.000 999.000 0.000 15.083 2 12.000 0.000 0.000 0.000 999.000 0.000 15.083 3 12.000 0,000 0.000 0.000 999.000 0.000 15.083 COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTHH - 6 7 12.000 12.000 Ft -K Ft -K PROGRAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 RUN t BLDG. B N-S SLAB 0.000 0.000 0.000 0.000 Ft -K Ft-K SPAN MOMENTS SPAN MOMENTS 0.000 999.000 0.000 999.000 0.000 15.083 0.000 15.083 PANEL /CAPITAL INPUT DATA DROP PANEL =__= COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In In 1 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 3.000 1.500 1.500 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 3.000 1.500 1.500 0.000 0.000 7 12.000 3.000 1.500 1.500 0.000 0.000 CANTILEVER INPUT DATA = UNIFORM LOADS = _= LINE LOADS == PARTIAL LOADS LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END Ft Ft K /Ft ^2 K /Ft ^2 K /Ft K /Ft K /Ft K /Ft Ft Ft LEFT 0.500 15.083 -0.010 -0.100 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 0.500 15.083 -0.010 -0.100 0.000 0.000 0.000 0.000 0.000 0.000 COLUMN 751 ADJACENT SPANS 751 ODD SPANS 751 EVEN SPANS 1001 LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT Ft -K Ft -K Ft -K Ft -K 1 -1.185 -1.277 -0.944 -1.044 -1.185 -1.203 -1.265 -1.355 2 - 82.319 - 82.298 - 60.166 - 60.105 - 58.866 -58.885 - 90.684 - 90.652 3 - 62.629 - 62.632 - 34.483 - 34.521 - 38.216 - 38.183 - 55.251 - 55.260 PAGE NO. 3 TIME : Wed Apr 19 16:49:54 1989 NUMBER LEFT RIGHT 4 -70.014 -70.014 5 - 52.717 - 52.698 6 - 36.364 - 36.373 7 -1.210 -1.185 COLUMN 751 ADJACENT SPANS NUMBER BOTTOM TOP 1 2 3 4 5 6 7 Ft -K Ft -K -0.092 0.020 -0.003 0.000 0.019 -0.009 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 COLUMN 751 ADJACENT SPANS NUMBER LEFT RIGHT COLUMN NUMBER 1 K K PUNCHING STRESS K /In ^2 0.020 ECCENTRIC STRESS K /In ^2 0.001 PROGRAM s Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SDUTHCENTER RETAIL 2 RUN s BLDG. 8 N-S SLAB LEFT - 54.588 - 54.557 - 18.182 - 27.859 -1.188 RIGHT - 18.190 - 27.854 -1.185 COLUMN MOMENTS 751 ODD SPANS BOTTOM TOP Ft -K Ft -K -0.100 0.000 0.061 0.000 -0.045 0.000 0.032 0.000 -0.008 0.000 0.005 0.000 0.003 0.000 751 ODD SPANS LEFT RIGHT K K TOTAL STRESS 0,021 SHEARS LEFT SHEAR STRESSES ALLOWABLE STRESS K /In ^2 K /In ^2 SHEAR STRESSES RIGHT - 44.397 - 44.433 - 45.901 - 18.154 -0.977 751 EVEN SPANS BOTTOM TOP Ft -K -0.018 -0.019 0.033 -0.037 0.036 -0.027 0.033 751 EVEN SPANS LEFT RIGHT K K PUNCHING LOAD K 0.186 22.789 - 45.865 - 18.181 -0.944 Ft -K 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LEFT RIGHT - 75.335 - 75.339 (/75. S - 48.700 - 48.679 - 35.146 - 35.163 -1.292 -1.265 1001 LL ALL SPANS BOTTOM TOP Ft -K - 0.090 0.032 - 0.009 -0.004 0.021 -0.017 0.027 1001 LL ALL SPANS LEFT RIGHT K K 1 -2.925 18.362 -1.963 20.189 -2.925 8.772 -3.245 21.518 2 - 31.869 26.755 - 30.043 15.712 - 18.382 26.838 - 36.406 31.912 3 - 23.477 24.501 - 11.442 23.444 - 23.394 13.059 - 26.012 27.289 4 - 25.731 26.557 - 26.788 16.608 - 14.095 24.994 -30.635 31.182 5 - 23.675 19.088 -10.546 15.838 - 25.238 12.818 - 26.742 21.302 6 -15.005 21.442 -18.255 12.687 -5.890 19.197 -17,919 23.844 7 -12.651 2.925 -6.021 2.925 - 14.896 1.963 - 15.377 3.245 UNBALANCED FLEXURAL MOMENT MOMENT Ft -K Ft -K 3.910 2.346 Ft -K 0.000 0.000 0.000 0.000 0.000 0.000 0.000 GOVERNING PATTERN 4 PAGE NO. 4 TIME : Ned Apr 19 16 :49:57 1989 NUMBER STRESS STRESS STRESS STRESS LOAD MOMENT MOMENT PATTERN 2 0.036 0.000 0.036 0.186 65.680 0.032 0.022 4 ' 3 0.028 0.000 0.028 0.186 50.663 0.009 0.006 4 4 0.033 0.000 0,033 0.186 59.179 0.004 0.003 4 5 0.025 0.000 0.025 0.186 45.406 0.021 0.014 4 6 0.022 0.000 0.022 0.186 39.125 0.017 0.012 4 7 0.015 0.001 0.015 0.186 16.647 2.989 1.194 4 $ Total Shear Stress Exceeds Allowable Stress TOP REINFORCEMENT COLUMN STRIP == CONCENTRATE _= MIDDLE STRIP COLUMN DESIGN STEEL STRIP STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA NIDTH AREA WIDTH MOMENT AREA WIDTH PATTERN Ft -K In A2 Ft In A2 Ft Ft -K In A2 Ft 1 -0.751 0.9721 6.000 -0.250 1.4711 9.083 4 2 - 57.764 1.998 6.000 - 19.255 1.4711 9.083 4 3 - 39.505 1.344 6.000 - 13.168 1.4711 9.083 1 4 - 46.701 1.599 6.000 - 15.567 1.4711 9.083 4 5 -33.517 1.141 5.000 - 11.172 1.6331 10.083 1 6 - 22.624 0.766 4.000 -7.541 1.7951 11.083 1 7 -0.751 0.6481 4.000 -0.250 1.7951 11.083 4 $ Minimum Steel 11 Overreinforced BOTTOM REINFORCEMENT COLUMN STRIP MIDDLE STRIP SPAN DESIGN STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH MOMENT AREA WIDTH PATTERN Ft -K In ^2 Ft Ft-K In A2 Ft 1 4.645 0.9721 6.000 3.097 1.4711 9.083 2 2 0.000 0.9721 6.000 0.000 1.4711 9.083 2 3 0.000 0.9721 6.000 0.000 1.4111 9.083 2 4 0.598 0.9721 6.000 0.399 1.4711 9.083 4 5 0.000 0.6481 4.000 0.000 1.7951 11.083 4 6 7.608 0.6481 4.000 5.072 1.7951 11.083 4 PROGRAM : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB t SOUTHCENTER RETAIL 2 RUN : BLO6. B N-S SLAB $ Minimw Steel 11 Overreinforced TOP BARS PAGE NO. 5 TINE : Wed Apr 19 16:50 :00 1989 COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RI6HT Fl Ff Ft Ft GS 1 04 3 0.500 6.656 14 8 0.500 6.563 2 0.500 2.666 2 14 5 12.000 6.656 14 8 12.000 6.563 5 2.666 2.666 3 14 4 6.656 6.656 14 8 6.563 6.563 3 2.666 2.666 4 04 4 6.656 6.656 14 8 6.563 6.563 4 2.666 2.666 5 04 3 6.656 4.656 14 9 6.563 4.500 3 2.666 2.666 6 04 2 4.656 4.656 14 9 4.500 4.103 2 1.866 1.866 7 04 2 4.656 0.500 04 9 4.500 0.500 2 1.866 0.500 'Ft 3111117.�0 BITTIM TARS COLUMN STRIP MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH 1 14 5 11.5ii 14 4 11.806 4 10,256 2 04 5 11.019 14 4 11.500 4 8.400 3 14 5 11.019 14 4 11,500 4 8.400 4 14 5 11.619 14 4 11.500 4 8.400 5 14 4 7.019 14 5 7.500 4 5,600 6 14 4 1.566 14 5 7.806 4 6.856 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL TOP BOTTOM STEEL SURFACE STEEL STEEL WEIGHT AREA Lb Lb Lb /Ft ^2 Ft ^2 693.339 499.701 1.217 980.416 Ft Ft CONCRETE VOLUME Ft ^3 675.760 as sssammasssscasssazaszssaaassaaz sass = ----- szaza 2=m2s- 41001 - =a...a -..= ENGINEERS NW INC. P 1 1 E CAP D E S 1 6 N 6869 NOODLANN AVE NE SUITE 205 V e r s i o n 1.1 1987 SEATTLE NA 98115 Project Nee : SOUTHCENTER Run descriptions 2 PILE CAP osaaa a.aaa - -:aaa 8 Z RETAIL = 221S- s- az= sszsas as ass=P0001202s =saazsszsa =azzss -a z MAX. WORKING DEAD LOAD (KIPS).. 40 MAX. WORKING LIVE LOAD (KIPS).. 60 ADDITIONAL NK6. DEAD LOAD (INC. CAP DL) (KIPS).. 0 ADDITIONAL NK6. LIVE LOAD (KIPS).. 0 MOMENT -ABOUT Y AXIS- (K -FT).. 0 MOMENT -ABOUT X AXIS- (K -FT).. 0 ULTIMATE D.L. FACTOR 1.4 ULTIMATE L.L. FACTOR 1.7 ULTIMATE MOMENT FACTOR 1.4 Total nueber of piles in pile cap PILE GROUP CENTER OF GRAVITY lint X COORDINATE Y COORDINATE ( > < > 0.00 0.00 MOMENTS ABOUT EACH AXIS lk -in) : Y AXIS N AXIS MYY MXX ( > < 0.00 0.00 >2 MOMENT OF INERTIA OF THE PILE GROUP C.6. lin 4 21 s ABOUT Y AXIS ABOUT X AXIS IYY 11X ( > ( > 1152.00 0.00 a. - = -.. SHEET No -1- 03 -31 -1988 sa =a PILE REACTIONS X COORDINATE Y COORDINATE C.G. COORD X C.6. COORO V PX1 PYY AD. DEAD AD. LIVE REACTION X lin) (in) lin) (in) .(Kips) (Kips) (Kips) (Kips) (Kips) ( ) < > < > ( ) ( ) ( ) ( ) < > ( ) (--) PILE 1,- -24.00 0.00 -24.00 0.00 0.000 0.000 0.000 0.000 50.000 1.00 PILE 2.- 24.00 0.00 24.00 0.00 0.000 0.000 0.000 0.000 50.000 1.00 iaaaaasa=asaammasas=asa=a:sas asa :P0001 :aa no a:aas:am:: -s s s a Ehw4NEERS NN INC. P I L E C A P 0 E 8 1 6 1 1 6869 NOODLANN AVE NE SUITE 205 V e r s i o n 1.1 1987 SEATTLE NA 98115 Project Name s SOUTHCENTER RETAIL SHEET No -2- Run descriptions 2 PILE CAP 03 -31 -1988 sassacsacammaaxasasaaaa scsssasaaacs c...scssssca -m- -40001 =amas=s= =asassacsas sssmasaaass:s PILE DIAMETER (IN).. 12 PILE WORKING CAPACITY (TONS).. 25 MIN. DIST. FROM CAP EDGE TO PILE CTR (IN).. 15 MINIMUM PILE SPACING (IN).. 36 AMOUNT OF PILE EMBEDDED IN PILE CAP (IN).. 3 CONSTRUCTION TOLERANCE FOR PILE PLACEMENT IIN).. 3 COLUMN DIMENSIONS (IN) $ 1 COORDINATE Y COORDINATE ( > ( >' 12 12 OIST.FROM TOP OF CAP TO TOP REINF.0 6 TIN).. 2 D1ST.FROM TOP OF PILE TO BOT.REINF.C.6 (IN).. 1 CONCRETE F'c (611.. 3 STEEL Fy (KS1).. 60 Total nueber of points that fore the pile cap - --> 4 1 COORDINATE Y COORDINATE LINE No FROM POINT TO POINT ( ) ( ) ( ) ( ) ( ) POINT No 1.- - 39.000 15.000 1 1 2 POINT No 2.- 39.000 15.000 2 2 3 POINT No 3.- 39.000 - 15.000 3 3 4 POINT No 4.- -39.000 - 15.000 4 4 1 taa=aaaaaaeasaaaacao:s aaas a. =aaaaaaaap0001 = = =aa a Ehu.AEERS NM INC. P I L E CAP D E S 1 6 N 6869 MODDLAMN AVE NE SUITE 205 V e r s i o n 1.1 1987 SEATTLE WA 98115 Protect Name ! SOUTHCENTER RETAIL SHEET No -3- Run description! 2 PILE CAP 03-31 -1988 =assaaaaasaaas s a- ..asasaaacaaaaaaaaa a.as P0001aa caaaaaaaa asaaaaaaaaaaaaaa a a - - -= + DES! 6N OF PILE CAP AROUND A SINGLE PILE + MAIIMUM ULTIMATE PILE REACTION (KIPS) =___> 79 8 DIST. EFF.CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS lin) lin) vulpsil vclpsil > ( ) ( > ( 62.83 8,00 184.90 219.09 ) + DESI6N OF PILE CAP AROUND TWO P1LES + • BETNEEN PILES SHEAR LOAD DIST. BETWEEN PILES 8 DIST. EFF. CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS Vulkips) . (in) (in) (in) vulpsil vclpsil ( > l > ( > ( > < - - - > ( > 1 AND 2 158.00 48.00 146.83 8.00 158.24 219.089 t DESIGN OF PILE CAP AROUND A CORNER PILE + CASE Nu PILE No SHEAR LOAD ED6E DISTANCE 8 DIST. EFF. CAP DEPTH 'SHEAR STRESS ALL. SHEAR STRESS Vulkipsl (in) (in) lin) vulpsil vclpsil ( ) ( ) ( ) ( ,) ( ) ( ) 1 1 79.000 15.00 42.06 11.00 200.86 219.089 2 1 79.000 15.00 71.94 13.00 99.38 109.5445 11 ONE MAY SHEAR at DIR SHEAR LOAD -M- DIST. -8- DIST. EFF. DEPTH MID ALL. SHEAR SHEAR STNS. FACTOR -K- Vulkipsl lint (in) (in) Vc(kips) vclpsil KISORT(f'cl ( ) < > ( ) ( • ) ( - - - -) ( ) < > < - - - -> NO.. 0.00 3.00 78.00 1.00 3.00 7.263 109.545 2.00 ME.. 79.00 21.00 30.00 23.00 0.91 86.072 146.755 2.68 NE.. 0.00 21.00 30.00 21.00 1.00 58.661 109.545 2.00 SO.. 0.00 3.00 78.00 1.00 3.00 7.263 109.545 2.00 EA.. 79.00 21.00 30.00 23.00 0.91 86.072 146.755 2.68 EA.. 0.00 21.00 30.00 21.00 1.00 58.661 109.545 2.00 ++ TWO MAY SHEAR ++ CASE SHEAR LOAD -M- DIST. -8- DIST. EFF. DEPTH M/D All. SHEAR SHEAR SUSS. FACTOR -K- Vulkipsl lin) (in) (in) Vclkips! vclpsil K(SORT(f'c) r .. ( ) ( ) ( ) ( ) (- -) < > ( ) ( - - --) 1 a ccasasaccassac aacczzzcas= casacccasz_c s =accsaza=zsazzcpOODIcasccsscz = = s_rzcczs o - - EhualEERS NM INC. 6869 MOODLAMN AVE NE SUITE 205 SEATTLE WA 98115 Project Nags i SOUTHCENTER RETAIL Run description' 2 PILE CAP 8222232222:2222222 - 22 a..acssscc 22=-11222 =_P0001= a - - - -_ == z = = =cs a- ULTIMATE PILE REACTIONS (kips) PILE No 1.- 79.00 PILE No 2.- 79.00 OIR MOMENT -B- DIST. -0- DIST. CAP DEPTH Ku AREA STEEL P LOCATION Mu1K -FT) lint (in) 1in) Iksi) 1in "21 X ( ) ( ) ( >( > ( ) < > ( ) ( ) NO... 0.00 78.00 23.00 27.00 0.000 3.791 0.00180 801 WE... 138.25 30.00 23.00 27.00 0.105 1.824 0.00264 80T SO... 0.00 78.00 23,00 27.00 0.000 3.791 0.00180 DOT EA... 138.25 30.00 23.00 27.00 0.105 1.824 0.00264 BOT +++ ALLOWABLE HOW EMBEDDMENT FOR THIS PILE CAP 15 (MIN. DIST. FROM CAP EDGE TO PILE CTR - 3 IN. CLR) ■ 12 (IN) +++ + THE PROVISION FOR 180 DEBREES END HOOKS ON ALL BARS IN PILE CAPS WITH SINGLE LINES OF PILES AROUND THE COLUMN 1S A + 1 PRUDENT PRECAUTION AGAINST A PREMATURE 'TIED ARCH' SHEAR FAILURE MODE. REFER TO THE MANUAL FOR THE ALLOWABLE HOOK + - + EMBEDDMENT LENGTH FOR DIFFERENT CONCRETE STRENGTHS AND DIFFERENT REINFORCING DIAMETERS +++s+ +(< P 1 L E CAP D E P T H = 27.00 IINI » +s++++ PILE CAP DESI6N Version 1.1 1987 *BENDING MOMENTS EVALUATION+ SHEET No -4- 03-31-1908 amasssaasaasaasaaasatsssss -. -s ENGINEERS NM INC. P I L E CAP D E S 16 N 6869 NOODLANN AVE NE SUITE 205 V e r s i o n 1.1 1987 SEATTLE NA 98115 Project Nast i SOUTHCENTER RETAIL SHEET No -1- Run description: 3 PILE CAP 03-31 -1988 aasassa ----- amaass sacs = mm--- sae8asse------ - a msass= ssmass2 ss340001 - - -= __= POOOI == = = =s =eases ssaeesessa MAX. NORKIN6 DEAD LOAD (KIPS).. 100 MAX. NORKIN6 LIVE LOAD (KIPS).. 50 ADDITIONAL WKG. DEAD LOAD (INC. CAP DL) (KIPS).. 0 ADDITIONAL NK6. LIVE LOAD (KIPS).. 0 MOMENT -ABOUT Y AXIS- (K-FT).. 0 MOMENT -ABOUT X AXIS- (K-FT).. 0 ULTIMATE D.L. FACTOR 1.4 ULTIMATE L.L. FACTOR 1.1 ULTIMATE MOMENT FACTOR 1.6 Total nusber of piles in pile cap ) 3 PILE GROUP CENTER OF GRAVITY lint X COORDINATE V COORDINATE ( > ( > 0.00 0.00 MOMENTS ABOUT EACH AXIS (k -in) V AXIS X AXIS MVY MIX ( > < ' - - > 0.00 0.00 MOMENT OF INERTIA OF THE PILE GROUP C.6. (in 4 21 ABOUT V AXIS ABOUT X AXIS IVY IXX ( > ( > 648.00 864.00 38313 s PILE REACTIONS N COORDINATE V COORDINATE C.6. COORD X' C.6. COORD V P1X PVY AD. DEAD AD. LIVE REACTION X lin) (int (int (in) (Kips) (Kips) (Kips) (Kips) (Kips) ( ) ( ) ( ) ( ) ( ) < > ( ) ( ) < >( - -) PILE 1.- -18.00 -12.00 -18.00 -12.00 0.000 0.000 0.000 0.000 50.000 1.00 PILE 2.- 0.00 24.00 0.00 24.00 0.000 0.000 0.000 0.000 50.000 1.00 PILE 3.- 18.00 -12.00 18.00 -12.00 0.000 0.000 0,000 0.000 50.000 1.00 I sasaaaaassaaa2aaa =ass= aa3asaas a--- _a- asass a = =t = == _ == 3s En- .BEERS NM INC. P I L E CAP DES 18 N 6869 MOODLANN AVE NE SUITE 205 V e r s i o n 1.1 $987 SEATTLE MA 98115 Project Name s SOUTHCENTER RETAIL SHEET No -2- Run descriptions 3 PILE CAP 03- 31-1988 1182222222.22222ss222 2.2222s222=222.2===s.222222 P0001 222232.2= 2 PILE DIAMETER (IN).. 12 PILE MORKIN6 CAPACITY (TONS).. 25 MIN. DIST. FROM CAP EDGE TO PILE CTR (IN).. 15 MINIMUM PILE SPACING (IN).. 36 AMOUNT OF PILE EMBEDDED IN PILE CAP (IN).. 3 CONSTRUCTION TOLERANCE FOR PILE PLACEMENT (IN).. 3 COLUMN DIMENSIONS (1N) I COORDINATE Y COORDINATE ( > ( > 12 12 DIST,FROM TOP OF CAP TO TOP REINF.0 6 (IN).. 2 DIST.FROM TOP OF PILE TO BOT.REINF.C.6,., (IN).. 1 CONCRETE F'c (KSI).. 3 STEEL Fy (KSII.. 60 Total number of points that fora the pile cap - --> 3 X COORDINATE V COORDINATE LINE No FROM POINT TO POINT ( ) ( ) ( ) ( ) ( . ) POINT No 1.- - 47.000 - 27.000 1 1 2 POINT No 2.- 0,000 54.000 2 2 3 POINT No 3,- 47,000 - 27.000 3 3 1 a a— ' 12==22212{322 :222 =.22 2 -2.2 =____= mom = Els.sEERSNMINC. PILE CAP DESIGN 6869 WOODLAWN AVE NE SUITE 205 V e r.D 1 o n 1.1 1987, SEATTLE WA 98115 Project NM s SOUTHCENTER RETAIL SHEET No -3- Run descriptions 3 PILE CAP 03 -31 -1988 222223= 2 =322- 32222=t22222 = - - - -C P0001 2 -2 22= = - +DESIGN OF PILE CAP AROUND A SINGLE PILEI MINIMUM ULTIMATE PILE REACTION (KIPS) ____> 75 B DIST. EFF.CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS lin) lin) vulpsi) vc(psil < > ( ) < ) 59.69 1.00 211.17 219.09 I DESIGN OF PILE CAP AROUND TWO PILES/ BETWEEN PILES SHEAR LOAD 01ST. BETWEEN PILES 8 DIST. EFF. CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS Vulkipsl (in) (in) (in) vulpsi) vc(psi) ( ) ( ) ( ) < > ( ) < ) 1 AND 3 150.00 36.00 119.69 7.00 210.63 219.089 s DESIGN OF PILE CAP AROUND A CORNER PILE I CASE No PILE No SHEAR LOAD EDGE DISTANCE B DIST. EFF. CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS Yu(kips) (inl (in) (in) vulpsi) vc(psi) ( ) ( ) ( ) ( ) ( ) ( ) 1 1 75.000 15.00 41.28 10.00 213.75 219.089 2 1 75.000 15.00 69.94 12.00 105.13 109.5445 I/ ONE NAV SHEAR II DIR SHEAR LOAD -M- DIST. -8- DIST. EFF. DEPTH W/D ALL. SHEAR SHEAR STRSS. FACTOR -K- Vulkipsl (in) (in) (in) Vclkips) vc(psil KISORT(1'c) ( ) ( ) ( ) ( ) (- -) ( ) < ) ( - - - -) NO.. 75.00 21.00 59.19 14.00 1.50 77.153 109.545 2.00 NE.. 75.00 15.00 70,66 16.00 0.94 130,265 135.555 2.47 WE.. 75.00 14.00 58.60 14.00 1.00 76.384 109.545 2.00 SO.. 150.00 9,00 69.63 12.00 0.75 171.378 241.302 4.41 50.. 0.00 9.00 74.85 9.00 1.00 62.727 109.545 2.00 EA.. 75,00 15.00 75,83 11.00 1.36 17.668 109.545 2.00 Is TNO NAY SHEAR II CASE SHEAR LOAD -M- DIST. -8- DIST. EFF. DEPTH W/D ALL. SHEAR SHEAR STRSS. FACTOR -K- Vulkipsl tin) (in) (in) Vclkipsl vc(psi) KISORTIf'c) ( > ( ) ( ) ( ) ( - - - -) ( > ( ) ( - - - -) 1.- 225.00 17.42 100.00 13.00 1.34 242.09 219.09 4.00 ENu14ER6 NM INC. 6869 MOODLAWN AVE NE SUITE 205 SEATTLE WA 98115 Project Name : SOUTHCENTER RETAIL Run description: 3 PILE CAP 222 _- _- - - -= -2 t22 :22222222222 22222 2222222 PILE No 1.- PILE No 2.- P1LE No 3.- 75.00 75.00 75.00 DIR MOMENT -8- DIST. -D- DIST. Mu(K-FT) lint (in) ( >( >( NO... 131.25 55.70 16.00 ME... 93.75 70.66 16.00 SO... 112.50 69.63 16.00 EA... 93.75 70.66 16.00 P0001 = _- - -_ - -_ ___ P1LE CAP DESIGN Version 1.1 1987 = P0001 = ULTIMATE PILE REACTIONS (kips) 1BENDING CAP DEPTH (in) > > 20.00 20.00 20.00 20.00 e!e ALLOWABLE HOOK EMBEDDMENT FOR THIS PILE CAP IS (MIN. e THE PROVISION FOR 180 DEGREES END HOOKS ON ALL BARS IN e PRUDENT PRECAUTION AGAINST A PREMATURE 'TIED ARCH' SHEA r EMBEDMENT LENGTH FOR DIFFERENT CONCRETE STRENGTHS AND e +esaI((P 1 L E C A P D E P T H = 20.00 11N1 ))'Issfo Ku Iksi ) ( ) 0.110 0.062 0.076 0.062 EVALUATION. AREA STEEL Lin "21 ( > 2.492 2.544 2.507 2.544 _ - - - P LOCATION X < > ( > 0.00280 801 0.00180 DOT 0.00180 DOT 0.00180 B0T SHEET No -4- 03 -31 -1988 01ST. FROM CAP EDGE TO PILE CTR - 3 IN. CLR) 2 12 (1N) .1. PILE CAPS WITH SINGLE LINES OF PILES AROUND THE COLUMN 1S A R FAILURE MODE. REFER TO THE MANUAL FOR THE ALLOWABLE HOOK i DIFFERENT REINFORCIN6 DIAMETERS i ENGINEERS -- NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. SUBJECT LAE¢AL SE SMiI< ZcVN S I core 0 ccu. c 2EGuLA2 c T2t,cc ti��e. SLb(, F m 132A CE 1= 1eA Mr�s cca 4 . StJ (.46LLs kJ— 1L0 drh Ciat S ES )SASE S I -EA2 1C G. /.). JOB NAME - Souvical T . ReAlL 31 a.3 S- J_2 = !. , c� = z G x \IT - 6.3x 1.0x 2. 2w DATE I - ii' 90 SHEETI—i_OF BY Ft C3 ten) ! L.D s ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No SUBJECT 1(/ j Joe NAME So( ITEICE,LJTLrP LA-M- A NALYSIS ID= Cect6,s, P - ►5.5 PsF- Z -E AK- 111Asr_2 DATE l SHEET OF BY P. V. it 0 80 f•TIP/4 ^- RXP. B MAX el•+ L.,/1,� Z O X , S PSI' 155 PLF E P K AAA G OVEZ S Joe No. SUBJECT LA/r t_ - to N ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522 -4898 N Joe NAME SC DATE ) 90 SHEET OF BY D V t o r ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 522 -8898 Joe No SUBJECT L-AT- 'A" vJ JOB NAME Cu'. SUS I ( F - TAIL 2o PSFX Nu) N.14= 3,92 I " - 4; rW '(INu ' XIS IF +"AX 'k•lV' •1Z.1/FT DATE ) • 27 SHEETLA OF BY P 464 0 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No Joe NAME - OCITtiCel.art? T2 rerA it_ 7D►jflsr 71- DATE SUBJECT SHEET(�� OF 61 ' ( .693k1Fr 4 Yltl+''1 i3�as -lsib �l 2 H'• ou �l 04'. o" n 2'l' -o" O Ln 00 3 O 0 O BY s .: ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No SUBJECT 9co2 { JOB NAME 1L (S CAM- C.)u CPO CO „ SUUTNcepme a 0 o lf r DATE SHEET 1 BY P X 5xSx' /y N - -012x4 Z -- W12x OF 5 t/ C O 7 „ 30 X.= ten 88 = 431.6 oar x = Sin/1W x 30.25 = 44/ N _Y Y s cos 41 4 K = 32,14s a = .x ccS 4 3.tc IUg Z 9 14 0 6 L9K uPup7 En. - 6,4 k Roc" 8.1 K 0 scan M. 9 CAui $M8 3.3 PILE cAP 36.1 - rot- NET I.PLIF f ° 0.1-x.1 = 48.2 K f MEeD 3 P/cES (14 'END c.)F F>eA r , �H� ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No SUBJECT li-JA Lk. ` k JOB NAME Q. (iv PLnio; CPt SET Cpl .6 1N Pc- 'P� tires 5m-A to WAG. — 4. `7 Ic = 2(.2V93 - .182 12 * g S z 4 .CDoiSx12(3.5" - q @a'a ( \) l: DATE / SHEET L7 OF BY l�v � . I tA 41.9 k X i t 0 u r - 2C 7 ? tr S 1 /f et ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No JOB NAME SUBJECT Pre pink/ G(8 prft p.A1v cA) CLGPE- V Gxbxr/zx I' -o" w/ 2. , 3/Q1'Q X a LAG SCQr* IN 4 /i6" tor) rtucES, 9" • C 12)(2(0)0 w/ - " Qj x y w.w.s. 8" A (V.) .0 12'7;4 (0 2$V @ 8\ c Ln prR (2(A -1. DATE / - SHEET 4 OF BY 4 � 4dx g 10" (►1) c "Q (3 - r) c c.k.)4.1 Pr( SECrroN A- 6 WESTERN WOODS USE BOOK L 63A 233 TIMBER FASTENERS TABLE 8.18 -- LATERAL RESISTANCE OF LAG SCREWS IN SIDE GRAIN Metal Side Plates 1/2" in thickness Diameter Total Lateral load Per lap Screw in Single Shear (Pounds) Length of leg of Lag Sum GROUP I GROUP II GROUP III GROUP IV Grainy Shank Parallel Perpendicular Parakd Porpeadicudr Parallel Perpeadkrlr Parallel Perpendicular (inches) *keel to Grain to Grain to Grain to Gioia to Grain to Grain to Grain to Grain 3 1/4 240 185 210 160 160 125 130 100 5/16 355 240 265 180 190 130 155 105 3/8 420 255 315 190 225 140 180 110 7/16 480 270 360 205 260 145 210 115 1/2 535 280 405 210 290 150 235 120 5/8 645 310 480 235 350 170 280 135 4 1/4 275 215 235 185 210 165 185 145 5/16 415 280 355 240 295 200 235 160 3/8 575 350 485 295 345 210 275 170 7/16 725 405 0 310 395 220 315 175 1/2 810 420 /f, 320 440 230 350 185 5/8 .9 00 470 •I 355 530 255 425 205 5 1/4 285 220 " 190 220 170 195 150 5/16 435 295 375 255 340 230 300 205 3/8 615 375 535 325 470 285 375 230 7/16 820 460 710 395 535 300 430 240 1/2 1040 545 840 435 600 310 480 250 5/8 1310 630 990 475 710 340 570 275 6 1/4 285 220 250 190 220 170 195 150 5/16 445 305 385 260 345 235 305 205 3/8 635 385 550 335 490 300 435 265 7/16 855 480 735 415 660 370 545 305 1/2 1100 570 950 495 765 395 600 320 5/8_ 1650 795 1290 620 925 445 740 355 7 3/8 645 390 555 340 495 300 440 265 7/16 870 485 750 420 670 375 590 330 1/2 1130 590 975 510 875 455 740 385 5/8 1710 825 1480 710 1130 540 905 435 3/4 2400 1060 firl4in 810 1320 580 1060 465 8 1/2 1140 590 985 510 880 455 775 405 5/8 1750 840 1510 725 1320 635 1060 510 3/4 2470 1090 2130 940 1560 685 1250 550 7/8 3280 1370 2490 1030 1780 740 1430 595 1 3680 1470 2780 1110 1990 795 1600 640 9 5/8 1770 850 1530 735 1370 655 1210 580 3/4 2510 1110 2170 955 1790 780 1440 635 7/8 3360 1400 2880 1200 2060 855 1650 685 1 4280 1710 3230 1290 2310 925 1860 740 1 -1/8 4710 1890 3560 1420 2550 1020 2050 820 1 -1/4 5100 2040 3850 1540 2760 1100 2210 885 10 3/4 2550 1120 2200 970 1970 865 1630 720 7/8 3430 1430 2960 1230 2340 975 1880 780 1 4420 1770 3680 1470 2640 1050 2120 845 1 -1/8 5410 2160 4090 1630 2930 1170 2350 940 1 -1/4 5870 2350 4440 1770 3180 1270 2550 1020 11 3/4 2570 1130 2220 980 1990 875 1760 770 7/8 3470 1440 3000 1250 2620 1090 2100 875 1 4490 1800 3880 1550 2960 1180 2370 950 1 -1/8 5630 2250 4600 1840 3290 1320 2640 1060 1.1/4 6630 2650 5010 2000 3580 1430 2880 1150 12 3/4 2580 1140 2230 980 1990 880 1760 770 7/8 3490 1450 3020 1260 2700 1120 2320 965 1 4520 1810 3900 1560 3270 1310 2620 1050 1 -1/8 5670 2270 4900 1960 3640 1450 2920 1170 1 -1/4 6940 2780 5550 2220 3980 1590 3190 1280 13 3/4 2580 1140 2230 980 1990 880 1760 775 7/8 3510 1460 3030 1260 2710 1130 2390 995 1 4550 1820 3930 1570 3520 1410 2870 1150 r' ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 Joe No SUBJECT K' DACE rno u A JOB NAME DATE r_ 3/ 112 6 fZ V cu. So. ri 3 coz FQhr"r., CM SO.2S 2.d YL • 1/4" 1L FA Si I 9- 3/4$O Qut7S ti 'r f 9Acx SHEET 1.-9 OF BY m IZAc4 LUAD : 48 11( , y KLF = 2I) 216 2- S I - tPtc)N fi 9 @ ( 1_6 - 24' X . '/y2 IGcF / (Ue - 5 /M1?S HD ► @ 62D ® ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No W JOB NAME Sc. Cu?. ' F ' 7Ail_ ' SUBJECT TWA 0 QFArtl <A MU Oh) (pip GLX Wv pow • Noe? Cc-bc .r 0 Au-tit-Q. l , 4 �� 21 !L • DATE I Zy ? SHEET Lt'o OF BY RAJ 576" CU? SIMYSOt$ Nil9 k/ 3-I "W u. rs �►�� ID AO 2 - @ GQ 3 C 1 EA. Ssrc) -I. 1- IQ GV'o y 170. aurer pi:77 Sf"C yr u J ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 • SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522 -8898 JOB No. Joe NAME SULIM ( L,7E'R / TT!?1... DATE SUBJECT LAT' L. a wch. @ 9r7Z)r Fro I-J7 t4 c)Ler SHEET LII OF •�, s EvAQ1Es PET 14A ti 4 Cad' - O''J 0 _q' -U n Se(st`" Ff me_ Z x 4' -0" 6 It 1 x 2t1I - = 290 - cis 33 -1 o u = cos )c . °X 241 -$ = 16/ BY f cItAil.E -neuss pre. Pu► l.1 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME SUBJECT 'V -0") a 90 Sc.)(Ai1 CIF 147rk' iL TE- LAT. Li i i r L-d D ONO Lot" .$72 I A-fiA ()kJ F?-A I` G LS ' X py -zb Psit" . 121 1 V p r C,LE - — �, S' /6x lova 5 '6 it S'f f x i 3'/2 � < L/3(: = 22.SX .12). l x ..Q . - 194,y fh 18. 0 . 10 . 2 - /65a. 6 ;h ' 4 -72.4 2Z ' id' DATE / SHEET L /2— OF BY PV LL ".-= L �363� Nv Goof 48 3az ak ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB NO. b02-q JOB NAME Sc)l 'CFki7r, 2 IL 2-- LA°r� — Lim IT OR 1ocF U 'S icEntrwir . _. SUBJECT SHEET Li3 BY PV S 11F-S G.-4\y = . C3 O I-1 MOT F /e.-ME = 17' -0 ORA I7k !2 "1( = ), ou2 " L I M Pr 1 s PL.AcrM o- T Of- — fi°P ►—‘ r1\41?/42 �r MAm -1 I " 02 (—CS.s DATE '^' 90 OF ~ =========_____======================_ PROGRAM : Genera] Frame Analysis v1.27 ENGINEERS NORTHWEST JOB : SOUTHCENTER RETAIL 2 RUN : FRAME GRID 4 BLDG A ==========- NODAL NODE NODAL COORDINATES NO X ===================-----=====================--- Units : Ft Ft K /In 1 2 3 4 5 6 7 R 9 1 2 3 4 5 6 7 9 10 11 12 0.(>00 28.000 56.000 0.000 28.000 56.000 0.000 28"000 56.0(`0 1 4 6 4 5 7 5 1 tA)mWX 3 2 5-1/8X13-1/2 3 5%5X1/4 TS BRACES 4 5-1/GX33 ().000 0.000 0.000 10.500 10.500 10.500 15.000 15.000 15.000 Units : It Deg 4 10.500 7 4,500 10°500' H 4.500 6 10.500 9 4.508 5 211.000 6 2G°080 2O"659 9 28.359 8 �8.000 9 28.000 Units : K /In 2 = . PAGE NO. 1 TIME : T4e Jun 06 16:26:32 1989 INFORMATION SUPPORT CONDITIONS CODE PX STIFF PY STIFF M STIFF H H H ELEMENT INFORMATION B.EM NE PE ELEM BETA PROP NE NO NODE NODE LENGTH ANGLE TYPE HINGE PROPERTY INFORMATION PROP SECTION • NO NAME MODULUS AREA 29000.00 1800.00 2q00D"00 1500.00 9U.00 90.00 90.00 90.00 90°00 90.(`0 0.00 0°00 ~9°13 9.13 0.00 0.00 1 1 • 1 1 � 1 2 2 3 3 4 4 ln2 10.600 69.190 4.590 169.130 K /In K -In /Deg PE HINGE ===================_============================= _______=__________ Q%ST In4 Ft Me: 000 S&S�� 105A.B0(} 16.900 1534B.A00 === ==== ==== PROGRAM : Genera] Frame Ana]ysis v1.27 ENGINEERS NORTHWEST JOB : GOUTHCENTERRETAJL 2 RUN : FRAME GRID 4 BLDG A Units : K Ft = NODAL LOAD INFORMATION REC LOAD LOAD P% PY M N(] CASE TYPE DX UY BETA PAGE NO. 2 TIME : T4e Jun 06 16:26:43 1989 Ft-K Ft Deg Description : DEAD Node List : 7,8,9 1 FORCE 0~00 9.45 0.00 Description : LIVE Node List : 7 2 2 FORCE 0.00 14.00 0,00 Description x SEISMIC Node List ; 7,8 3 3 FORCE 7.03 0.00 0.00 ------- ..... ------- -------- PROGRAM : Genera] Frame Analysis v1°27 ENGINEERS NORTHWEST JO� � SOUTHCENTER RETAIL 2 RUN : FRAME GRID 4 BLDG A LOAD NODE COMB NO D% DY ==========~= =========__ Units : in In LOAD COMBINATIONS: COMB 3 : 1.00 X CAGE 3 NODAL DISPLACEMENTS "======================= PAGE NO. 3 TIME : Tue Jun 06 16:26:56 1989 ROTATION Deg 1 0.0000 0.0080 ~0.4390 2 8.0000 0.0000 -0"4901 3 0,0000 0.0000 -0.4390 it 0,0040 0,0023 •-0.2187 5 0.8595 -0.0000 -0.1923 6 0,0040 -0.0023 -0.2107 7 0.950() 0.0033 -0.1218 0 0.9643 -0.0000 -0.0707 g 0.9500 -0.0033 -0.1218 ELEMENT REPORTS B.EM LDAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST -_-_-_-_-_-______ Units ; K - K ' • K -Ft K -Ft /]n Ft LOAD COMBINATIONS; COMB 3 : 1.00 X CASE 3 1 3 1 5.6491 6.2924 0.0000 4 5.6491 6.2924 66.0701 -0.0622 6.06 2 3 4 5.6191 -14.2848 66.0701 5.6491 -14.2848 1.7087 -0,0117 1~92 3 � -0.0000 • 8.5052 -0.0000 -0.0000 8.5052 09.3048 -0,0840 6.06 4 3 5 0.0000 -18.9192 05,1362 H 0.0000 -18.9192 ~0.0000 -0.0147 1°90 5 3 3 -5,6491 6.2924 0.0000 6 -5"6491 6.2924 66"0701 • -0.0622 6.06 6 3 6 -5.6491 -14.2848 66.0701 9 • -5,6491 -14°2848 1.7007 -0"()117 1.92 • ===============______===_____===______ _____= PROGRAM : General Frame Analysis v1.27 PAGE NO. 4 ENGINEERS NORTHWEST TIME : Tue Jun 06 16:27:02 1989 00B : SOUTHCENTER RETAIL 2 RUN : FRAME GRID 4 BLDG A ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX •MQM/DEPL D}ST ________________________ 7 3 8 3 5 -20.5771 0.0000 0.0000 6 -20.5771 0.0000 0.0000 3 7 -34.7513 ~0.1366 1.7887 5 -34.7513 -0,1366 -2.0043 0.1251 21.36 10 � 5 34.7513 -0.1366 2.0043 9 34.7513 -0.1366 -1.7687 -0.1251 7.00 11 3 7 12"9746 0.0000 0.0000 8 12.9746 0.0000 0.0000 9 12 1 3 NODE LOAD NO COMB PX PY ______________________==___ 4 20.5771 0.0000 0.0000 5 20.5771 0.0000 0,0000 9 -12.9746 -12.9746 • Units : K 0.0000 0.0000 R E A C T I O N S 6.2924 8.5052 6,2934 =-_ 5.6491 -O.L>000 -5.6491 0.0000 0.0000 = MOMENT K -Ft 0.0000 -A.0000 0"A000 = ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 - 6698 Joe No Joe NAME 51u C TFM IL DATE ! - 90 SUBJECT D / OAS @ C22rc . (15) lg SHEET OF BY PA./ 'r'W ANAL LoAD 3o 25 UiiKa2 (-QM.) = . /5 /Fr x 7/ , 5'/8 x is 46 = , I5x /6, x /z. (7,5�� 3 kS 1 8 ©.2Sk , es I 5 .12�'xIS I I I ill. ( I/ F, rb /. + • 5 = 3 5 < 1. off. 2 .7(. C 15 " DEPTH /.IEEOEi r'U2 Cc3,1-1NEc7n J ^ PROGRAM : Genera] Frame Analysis v1.27 PAGE NO. 1 ENGINEERS NORTHWEST TIME : TueJun 06 09:56:19 1989 JDB : S[UTHCENTFR RETAIL 2 A RUN : TYPICAL SEISMIC FRAME* WORST CASE ( � �� ���� ^�� �� NODE NO ~----- = 1 2 3 4 5 6 1 2 3 4 5 6 NODAL NODAL COORDINATES X Y Units : Ft Ft 0.000 16.000 0°000 16,(>00 0.000 16.000 =________=====____ ELEMEN'[ INFORMATION ELEM NE PE ELEM BETA PROP NE PE NO NODE NODE LENGTH ANGLE TYPE HINGE HINGE 1 4 9 5 0.000 0.000 9.000 9.000 16.000 16.000 PROPERTY INFORMATION PROP SECTION NO NAME MUDULUS Units : 1 VERT. CDLS.A611212.6______ 2 5-1/8%10-1/2 3 5X5X1/4 TS D]AG" BRA 4 GLB @ ROOF NODAL LOAD RFC LOAD LOAD PX NO CASE TYPE DX -__________________________~~_~_~~~~~~__~~~~-_____~ Units : Ft Deg INFORMATION SUPPORT CONDITIONS CODE PX STIFF PY STIFF M STIFF H H K /in 2 29000.00 1G00.(>0 29(x)0°00 1800.00 Units o K K Ft Ft K /In 3 9.000 90.00 5 7.000 90°00 4 9.000 90.00 6 7.000 90.00 4 16.000 0°00 4 17.464 -2:?..°63 6 16.000 0.00 1 1 1. 1 :2 4 AREA }n2 7.650 53.800 4"590 93.250 Ft-K Deg K /}n K -In /Deq = INFORMATION PY M DY BETA Y Y � In4 204.000 494.400 16.900 2490.750 _ _======_-__~_~-� Y Y Y DJST Ft A I�-'rtl( AR= T nor~a7 Frame Fan :I y ,i s v1.2 r = EN( 1 NF EF*3 NORTHWEST 00B ;al:ILJ'THI :;EN'rE:R RE'T A X L. 2 A (;UN : TYPICAL SEISMIC FRAME WORST T (:iAS3E N O r) A L. L. O A r) 1 I\l F (:l h M A 'r :( CI N RE(:; LOAD LOAD F' X 1='Y M NO CASE TYPE. DX 1:)Y BETA Description : DEAD Node List t 5,6 1 1 F(:IR( :;E Y:icasc.r i pt i c:)r► : LIVE Node List r. 5,6 2 FORCE UeEc. :r•i pti c.:►r7 . LATERAL Nc ci Litt : 5,6 3 FCIFtC :E c).0c :) 3.47 TIME. : 'T►. e .1 t.u•► 06 09:56:25 19139 — 6.70 0.00 —11.20 0.00 0.00 0.00 I(-;(;. " ACJ . 1 ________ ________________ __ � _______ PROGRAM : Genera] Frame Analysis v1°27 PAGE ND, 3 ENGINEERS NORTHWEST TIME : Tue Jun 06 09:56:33 1989 JUB : SDUTHCEN?ER RETAIL 2 A RUN : TYPICAL SEISMIC FRAME WORST CASE -------------------- ______=______________=================___________=====_____= NODAL DISPLACEMENTS LOAD NODE COMB NO DX DY ROTATION LOAD COMBINATIONS: COMB 1 : 1.00 % CASE 1 COMB 2 : 1.00 X CASE 2 COMB 3 : 1,00 X CASE 3 1 Units : In In Deg 1 0.0000 0.0000 0°0008 2 0.0000 0.0000 0.0008 3 -0.0014 -0.0033 0.0008 4 -0"0014 -0.0033 0.0008 5 -0.0025 -0.0050 0.0008 6 -0.0025 -0,0050 0.0008 1 0.0000 0.0000 0.0013 2 0.0000 0.0000 0.0013 3 -0.0024 -0.0055 0.0013 4 -0.0024 -0,0055 0.0013 5 -0.0(}42 -0.0097 0.0013 6 -0.0042 -0.0097 0.0013 1. 0.0000 0"0000 -0.:2.233 2 0.A000 0.0000 -0.3349 3 (/.4H96 A,0034 -0.1325 4 0.5049 -0.0034 -0.13:37 5 0.5307 0.0060 0 .0159 6 0.5400 -0.0034'' 0.0227 ELEMENT REPORTS 6LEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COM8 NO AXIAL SHEAR MOMENT MAX MOM/DEFL D1ST _________________________________ _ _____________________ Units : K K K -Ft K -Ft /In Ft LOAD COMBINATIONS: COMB 1 : 1,00 X CASE I COMB 2 : 1.00 % CAGE 2 COMB 3 : 1.00 X CAGE 3 ENGINEERS NO1'1' HWE ('T JCIEs . SO(..I'T'H(';EN'T'E.F RETAIL 2 A RUN : TYPICAL SEISMIC I- FIAMI- W(:11=2::i'1" CASE E L E M E N T R E P O R T S ELEM 1. CIAI:) NODE: SIGN (:.CONVEN'T I ON : HE AM DESIGNERS NO C011H NCI AXIAL. SHEAR MOMENT MAX MOM /DEFL 1)181 1 I 1 1 I. -11.2000 0.0C)00 0.0000 -11.2000 0. 000c:) 0.0000 1 6.9400 3.3787 -- 0.0(:)00 ":; 6.9400 3.3787 30.4086 -0.0462 5.20 -6.7000 0.0000 -0.0000 r -6.7000 C). 0000 0.0000 (:)( :)00 v h.� 4 -6. 7000 -6.7000 -11.2000 -11.2000 6.9100 6.9400 -6.7000 -6.7000 • 4 -11.2000 6 -11.2000 0.0000 0.0000 0.0000 0.0000 0 0.0000 c:.)c:) 0.0000 -4.3441 - '. ( 0.0u00 2 2 -11.2000 -0.0000 0.0000 4 -11.2000 -0. C)C)c;)(:) 0.0000 0 2 - 6.940( :) " ;.5161' - 0.0000 4 - 6.94(:)(:) 3.5613 32'.. C)514 4 1. 4 -6.7000 -0.0000 0.0000 6 -6.7000 -0.0000 -0.0000 -0.0000 -0.0000 4 - 0.0000 - 4.5700 32.0514 6 - 0.0000 - 4.57(36 • 0.0000 - 0.0294 2.96 5 I. '_' C) 0.0000 �I 0.0000 0.0000 C)00 0. 00( „)0 0.0000 0.0000 "r:(ME . Tue dun 06 09:56:37 1969 -0.0000 0.0000 -0.0000 0.0000 30.4086 0.0000 -0.0000 0.0000 0.0000 - 0.0000 0.0 ..' 0.0000 7.'7';"2E3 0.0000 0.000c:) 4 7.722S 0.0000 0.0000 6 1. ; "i -c :. oc;)c;.)c;) a. 001 :) c:). c:1c:)c:)(:1 l+ -( C.)(,.00 0.0o00 C). (.)c.)c_)(-1 -0.02/9 -0.0486 5.20 17a1:96hAM : General Frame Anal ysis v 1.27 ENGINEERS NORTHWN:;° T . ,:I OR : SCII..I'THC ENTER RETAIL 2 A RUN : TYPICAL SEISMIC FRAME WORST CASE E L E M E N T R E P O R T S E :L E M I,.CJAD Nor)E. SIGN CONVENTION . BEAM DESIGNERS NC) COMB NO AXIAL SHEAR MOMENT MAX MOM /I)l HL Dl :ST .u: 5 -0.0000 0.0000 0.0000 4 -C.). 0000 0.0000 0. 0000 5 - -17.: %146 0.00010 0.0000 4 -17.3146 0.0000 c:1. O (;) c;) C.) 7 1 w 0 -0.0000 0.0000 0.0000 6 -0.0000 0.0000 0.0000 A L . `l 0.0000 0.0000 0.0000 6 0.0000 0.0000 0.0000 0 8.0488 0.0000 0.0000 6 8. c:)4H(:3 0.0000 0.0000 R E A C: T 'r (:I N S NODE LOAD NO COMB PX F'Y MOMENT" 1 Units : I PA( ?,E: NCI. 5. TIME : Tc_cu Jun 06 09:56:41 1989 K I::: -Ft 1 0.0000 -E, . 7000 -0.0000 2 0.0000 • -11.2000 0.0000' 3 3. 3787 6.9400 -0.0000. 1 0.0000 -6.7000 -0. 00010 ? - 0.00010 - 11.'20 (:) 0.0000 3 3.561:3 -6.9400 -0.0000 0C) = gra FE13 VON gt DE:SW .10,1%. SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT SOUTHCENTER RETAIL PARCEL Tukwila, Washington Prepared For Mr. Robert H. Schofield 4212 Hunts Point Drive Bellevue, Washington W -6407 October, 1989 RECEIVED CITY OF TUKWILA FEB 0 2 1990 PERMIT CENTER RZA i� RIITENHOUSE-ZEMAN & ASSOCIATES Geotechnical & Environmental Consultants Subsurface Exploration and Geotechnical Engineering Study Southcenter Retail Parcel Tukwila, Washington Prepared for Mr. Robert H. Schofield 4212 Hunts Points Drive Bellevue, Washington 98004 Prepared by Rittenhouse -Zeman & Associates, Inc. 1400 - 140th Avenue N.E. Bellevue, Washington 98005 October 1989 W -6407 RZA Pr o r d ,toz 13 October 1989 RITTENHOUSE -ZEMAN & ASSOCIATES, INC. Geotechnical & Environmental Consultants 1400 140th Avenue N.E. Bellevue, Washington 98005 -4594 (206) 746- 8020 /FAX (206) 746 -6364 Mr. Robert H. Schofield 4212 Hunts Point Drive Bellevue, Washington 98004 Subject: Subsurface Exploration and Geotechnical Engineering Study Southcenter Retail Parcel Tukwila, Washington Dear Bob: Respectfully submitted, i W a 4-oCeG Kurt W. Groesch, P.E. Associate W -6407 We are pleased to present herewith a copy of the above referenced report. This report presents the results of our subsurface exploration and geotechnical engineering study relative to the foundation and construction considerations for the proposed retail development. Authorization to proceed with this study was provided verbally by Mr. Bob Schofield. We appreciate this opportunity to be of continued service to you and we would be pleased to discuss the contents of this report or other aspects of the project with you at your convenience. 1.0 SUMMARY 2.0 PROJECT DESCRIPTION 3.0 SURFACE CONDITIONS 3.1 Subsurface Conditions TABLE OF CONTENTS W -6407 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 Site Preparation 4.2 Structural Fill 4.3 Pile Foundations 4.3.1 Pile Installation 4.3.2 Lateral Loads 4.5 Drainage Considerations 5.0 CLOSURE Figure 1 - Site and Exploration Plan Appendix A - Subsurface Exploration Procedures and Logs Page 1 3 3 4 4 6 7 8 8 9 , SUBSURFACE EXPLORATION SOUTHCENTER RETAIL PARCEL TUKWILA, WASHINGTON W -6407 1.0 SUMMARY The proposed project construction is considered feasible with respect to the subsurface conditions encountered at the project site. A brief summary of the project geotechnical considerations is presented below: o Our subsurface exploration program consisted of a series of backhoe excavated test pits along the west property margin and western portion of the site supplemented by a series of Dutch cone penetrometer probes. On -site data regarding existing site conditions was supplemented by the results of an adjacent study to the south, our report W -5437. o Subsurface conditions disclosed along the west margin of the proposed building and the test pits were quite variable. Interbedded soft silts and organics were disclosed at the location of test pit TP -1 while test pits TP -4 and TP -5 encountered medium dense, gravelly silty sands near the proposed footing elevation. Extensive deposits of organics, soft material, decomposed wood and other highly compressible materials were disclosed at the location of the other test pits excavated for the project. o Deep explorations, consisting of Dutch cone penetrometer probes generally disclosed interbedded soft clays with organics, loose sand deposits with probe refusal noted generally in the range of 30 to 35 feet below existing site grades. Based on the adjacent explorations we anticipate the deeper native deposits present at depth will likely consist of very stiff to hard silt soils. o Owing to the extensive thickness of compressible deposits and the random distribution of organic soils below the site, significant total and differential settlements should be anticipated associated with the filling of the project site. Based on subsurface conditions encountered, and the variations in thickness of the highly compressible organics and soft materials encountered, we recommend the proposed structures and floor slabs be supported using treated timber pile foundation. The treated timber piles should be driven into the very stiff to hard silt layer located between 25 and 35 feet below existing site grades at the location of our explorations. Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 2 o It may be possible to support the northernmost portion of the westerly building using spread foundations. Based on site topography, and the results of our test pit exploration program, it appears that the northern half to one - third of the westerly building line may be supported by spread footings. The transition point from pile to spread footing support in this area could be evaluated in the field once construction begins. This summary is presented for introductory purposes and should be used in conjunction with the full text of this report. The project description, site conditions and our design recommendations are presented subsequently in the text of this report. Exploration procedures and logs are presented in Appendix A. 2.0 PROJECT DESCRIPTION The project site is located on the west side of Southcenter Parkway in Tukwila, Washington. The site is presently occupied by a residence, garage and several small outbuildings. The proposed development will consist of two retail structures with their approximate orientation shown on the Site and Exploration Plan, Figure 1, attached to this report. Site grades will fall from approximately a planned floor grade of 28 feet for the westernmost building and site grades will match that of the adjacent Southcenter Parkway along the east margin of the proposed development. The purpose of this study was to establish general subsurface conditions from the site from which conclusions and recommendations for foundation design and construction could be formulated. Scope of work consisted of the field explorations, geotechnical analyses and report preparation. In the event of any changes in nature, design or location of the structures, the conclusions and recommendations contained in this report should be reviewed and modified, if necessary, to reflect those changes. This report has been prepared for exclusive use of Mr. Bob Schofield, for specific applications to this project in accordance with generally accepted engineering practice. Site conditions were evaluated in October, 1989. The surface and subsurface conditions are described below, while the exploration procedures and detailed interpretative logs of Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 3 the explorationaccomplished for this study are presented in Appendix A. The approximate locations of the explorations are indicated on the Site and Exploration Plan, Figure 1. 3.0 SURFACE CONDITIONS The project site was actively farmed at the time of our exploration program. The southern portion of the site was cultivated land, while the house, garage and several outbuildings occupied the northern half to two- thirds of the parcel at the time of our site work. Site grades appear to be on the order of 4 feet below the elevation of Southcenter Parkway. Along the west margin of the property site grades were somewhat higher. The drainage ditch crossed the southern third of the parcel and was carried via a culvert to discharge into a ditch along the north property margin. Horizontal drains installed to hillside supporting Interstate 5 were not apparent along west margin of the property except at the extreme south end of the proposed development site. The flow from the horizontal drains were captured and collected and directed off -site southward in flexible hoses to the adjacent storm water collection system for the adjacent development. 3.1 Subsurface Conditions The subsurface conditions vary considerably across the proposed site. Test pits TP - and TP - 5, which were excavated along the west margin of the north -south trending building, indicated medium dense granular deposits at or near the likely foundation grade. The other test pits and the deep explorations accomplished for this study generally disclosed loose, highly compressible organic materials within the depths explored. The Dutch cone probes generally encountered refusal resistance within a depth of about 35 feet below existing site grades. Based on subsurface conditions disclosed for the adjacent retail parcel to the south, we anticipate the native soils present at depth will likely consist of very stiff to hard silt soils. Detailed descriptive logs of the explorations accomplished for this study are included in Appendix A, together with a descriptive narrative of the exploration procedures utilized for this study. A number of the test pits and Dutch cone probes indicated the presence at a significant depth of organic clays with distinct organic zones noted at random depths throughout the deposits. Such organic soils, when loaded, undergo significant volume change as manifested by ground surface settlement. The settlement response of the organic Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 4 deposits occurs in two distinct phases. The initial or primary movement occurs rather rapidly over a period of several months. Longer term settlements, associated with secondary compression of the organic constituents can also be of relatively large magnitude and can extend with decreasing rates of settlement in excess of 20 years. Groundwater, as manifested by seepage into the test pits, was encountered at depths of 3 to 3 feet in several test pits. However, near surface materials were mottled in a number of the test pits which indicated intermittent saturation likely associated with seasonal variations in the groundwater conditions. We would anticipate the groundwater would rise to within several feet of the existing site grades during the wetter winter months. It should be noted that groundwater conditions will vary with seasonal changes, changes in site utilization, changes in off -site utilization and other factors. 4.0 CONCLUSIONS AND RECOMMENDATIONS We understand that proposed project is to consist of two retail buildings with the approximate orientation shown on Figure 1. Site grading is proposed to bring the site to the approximate elevation of Southcenter Parkway. We would anticipate significant total and differential movements would be associated with the fill placement. In order to improve the performance of fill supported pavements and utilities we recommend the construction of settlement sensitive utilities and pavements be deferred as long as possible after the initial placement of fill. In general, pile support for the proposed buildings is recommended. Evaluation of alternative spread footing support for the extreme northern portion of the westernmost building should be evaluated at the time of construction. The following sections of this report present our recommendations relative to site preparation, foundation design and construction, and site drainage. 4.1 Site Preparation We recommend the brush, vegetation and trees present along the west margin of the property be stripped and grubbed. The existing residence and outbuildings should be demolished and the debris removed from the project site. The existing utilities, underground tanks, and the septic tank should be removed or abandoned in place in accordance with local codes and practice. Existing foundations, floor slabs, debris should not be disposed of on -site as they could obstruct later pile driving operations. Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 5 We recommend that the cultivated areas be closely mowed, with vegetation removed prior to fill placement. The near surface site soils which will comprise the site subgrade prior to fill placement will be predominantly silty deposits. These soils are prone to disturbance in wet site conditions. Fill placement across silty soils in wet site conditions may require the placement of an initial thickened lift in order to provide support for construction vehicles. In very wet weather, a working surface of quarry spalls or sand and gravel may be necessary to protect the subgrade and support rubber -tired construction traffic. If the subgrade exposed by stripping or after demolition is more than several percent over optimum moisture content, at the concurrance of the geotechnical engineer, compaction of to the subgrade by prerolling should not be attempted. Rather, the subgrade should be cleaned as much as possible of loose or soft materials and a thickened layer of clean sand, sand and gravel or quarry spalls be placed before compaction is attempted. Due to the anticipated magnitude of settlement it appears advantageous to place fill on the project site as soon as possible. It does not appear that a preload or surcharge, even is extending over a period of several months, would effectively reduce post- construction settlement to allow slab -on -grade support of the proposed buildings. For that reason, it appears a general site filling operation rather than localized fill placement and surcharge in building areas would help to mitigate future settlement distress. Construction of settlement sensitive pavements, structures or utilities should be deferred as long as possible. Steep gradients should be provided for buried gravity utilities where gravity flows are to be maintained. Along the east margin of the property, existing buried utilities if present at conventional burial depths would be underlain by an extensive deposit of very soft to medium stiff clays and organic clays. The settlement response of these deposits will be slow, owing to their low permeability, and should extend over a number of years as organic zones and layers were noted in our explorations. However, the actual magnitude of increased vertical stress in the deposits below the pipes would be small, as it appears that the soils above the pipes presently are generally at or near the grade of Southcenter Parkway. As Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 6 a gross approximation, the settlement of the pipelines would be roughly equal in inches to the thickness of fill placed above the pipelines in feet. The off -site impacts of fill placement may generally be assumed to extend to a horizontal distance equal to about half the thickness of compressible deposits present below the site. 4.2 Structural Fill All fill under roadways, parking lots, sidewalks and within the building area for lateral resistance to the piles should be placed in accordance with the following recommendations for structural fill. Prior to placement of structural fill, the ground surface to receive fill should be prepared as previously recommended. Structural fill should be placed in loose lifts not exceeding 8 inches in thickness. Individual lifts should be compacted such that a density of at least 90 percent of the modified Proctor maximum dry density (ASTM:D 1557) is achieved. We recommend that a representative of our firm be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as grading progresses. The suitability of soils used for structural fill depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that portion passing the U.S. No. 200 sieve) increases, soils become increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines by weight can not be consistently compacted to a firm, non - yielding condition when the moisture content is more than about 2 percent above optimal. Based on the interbedded and highly variable nature of the compressible deposits on -site, it does not appear feasible at this time to preload building pads. In order to improve the long -term performance of fills under parking areas, we recommend that the fill in parking and building areas be placed as soon as possible and the construction of settlement sensitive utilities or pavement structures be deferred until the following construction season. We recommend the upper two feet below pavements and within the building area consist of clean sands and gravel. This recommendation is intended to provide improved subgrade support for parking areas and pavements, and to promote drainage below building areas. The upper 2 feet of fill should consist of a well graded sand and gravel Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 7 with less than 5 percent fines when measured on the minus No. 4 sieve fraction. It should be recognized that even during the summer, delays in grading may occur due to precipitation. In the upcoming wet weather months, it may be impractical to use silty deposits and attempt to compact those soils unless protracted periods of dry weather occur. If it is not practical to dry back wetted silty soils, it may be necessary to waste them off -site. We would recommend any of the on -site soils not meeting the above specifications for drainage material within building areas be overexcavated, and placed in the deeper portions of site fills below pavements. Soils used for structural fill purposes should have a maximum particle size on the order 6 inches and be free of organics or any other deleterious debris or materials. 4.3 Pile Foundations Due to the depth and compressibility of the organics, peat and soft silts, we recommend that the building and floor slabs be supported on pressure treated timber piles. We recommend that timber piles be driven on the order of 5 to 8 feet into the very stiff to hard silts interpreted to be present at depth below our excavations from approximately 25 to 35 feet below the existing ground surface. For timber piles with 8 inch minimum tip diameter, we recommend a maximum allowable vertical capacity of 20 tons. Timber piles with 10 -inch minimum tip diameter may be loaded to the maximum allowable vertical load of 25 tons. A one -third increase in this value could be used to resist transient seismic or wind loads. These allowable pile capacities have been reduced to account for down drag or negative skin friction. Negative skin friction will develop due to the downward relative movement of the sands and structural fill around the pile as the soils consolidate. We expect pile length range up to about 40 to 45 feet. Some variability in driven lengths should be anticipated, based on the Dutch cone probes. Probe refusal was noted as high as about 22 feet at the location probe P -5 and as deep as about 35 feet at the location of probe P -1. In general, it appears that deeper piles will be required along the north and east sides of the proposed buildings, while the pile lengths for the long, north -south trending building would be somewhat less. Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 8 4.3.1 Pile Installation We recommend that timber piles be driven with a diesel, air, or steam hammer having a rate energy not less than 15,500 foot pounds, and not more than 26,000 foot pounds per blow. In our opinion, a drop hammer would not be appropriate for pile installation at this site. Where piles are placed in groups, we recommend that the pile spacing of no less than 3 pile diameters on center be maintained. With large pile groups or clusters, piles should be driven from the center of the pile group outward. During driving, the actual pile capacity should be verified in the field, based upon the use of a dynamic pile driving formula. The piles should be driven until they reach an apparent capacity in excess of their allowable capacity to account for downdrag loads. 8 -inch tip piles should be driven to an apparent capacity of 25 tons, and 10 -inch tip piles should be driven to an apparent capacity of 30 tons. These apparent capacities include the allowance for the downdrag loads the piles will experience due to the consolidation of the organics and overlying deposits. We recommend that the installation of all piles be observed by a qualified representative from our firm. Our observer would evaluate the contractor's operation as well as collect and interpret the pile installation data. Due to variations in the density and gradation of the bearing horizon, the test pile driving program could be used to evaluate the pile driving characteristics of the site and to allow a closer determination of pile order length. 4.3.2 Lateral Loads Lateral loads imposed on the building may be resisted by passive pressure applied against the embedded portion of grade beams, pile caps and piling. We recommend an allowable passive earth pressure, expressed in the form of an equivalent fluid unit weight, of 200 pounds per cubic foot. This pressure may be applied over an area of 2 pile diameters to a depth of 6 feet. If grade beams or pile caps are embedded in structural fill, we recommend the passive pressure be utilized in design discounting the upper 1 foot to account for possible settlement in the underlying soils. Frictional resistance below grade beams or floor slabs should not be assumed. These above pressures include a minimum factor of 1.5 which is considered appropriate for the transient nature of horizontal loads applied. Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 9 4.5 Drainage Considerations During the initial construction activities along the west property margin, we recommend surface water be intercepted and directed off-site to an appropriate discharge. We recommend the buildings be underlain by at least 2 feet of clean, free draining materials in order to promote drainage. In lieu of a conventional footing drain at the footing or pile cap invert elevation, we recommend the building perimeter be protected from moisture through the installation of a deepened footing or perimeter drain extending at least 3 feet below the surrounding finish grade. If soft or wet areas with spring activity, or at the location of existing horizontal drains emanating from the 1 -5 embankment to the west, those areas should be blanketed with rock or the drain's flow should be collected via tightline and directed to an appropriate discharge point. Prior to construction, all sources of surface water should be routed away from construction and building areas as much as possible. Site grades should be planned to slope away from the building. Roof and surface run -off should not discharge into the footing drain system. Rather, a separate tightline drain network should be installed or splash blocks should be used. As the settlement response of the site soils is variable and will be differential in nature, we recommend that the gravity utilities be provided with steep gradients to promote long- term performance. As some settlement between the pile supported buildings and surrounding fill supported utilities may occur, the use of flexible connections at transition points may be appropriate. 5.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations accomplished for this study. The number, location, and depth of the explorations were completed within the site constraints so as to yield the information utilized to formulate our recommendations. The future integrity of foundation depends largely on proper pile installation. The performance of pavements, and ancillary structures depends largely on site preparation, fill placement and construction procedures. Rittenhouse -Zeman would be available to provide geotechnical observation and construction observation services during the pile installation, earthwork and foundation construction phases of the project. Mr. Robert H. Schofield 4212 Hunts Point Drive It has been a pleasure to be of continued service to you. If you have any questions regarding this report or other topics, please contact us at your earliest convenience. Respectfully submitted, RITTENHOUSE -ZEMAN & ASSOCIATES, INC. Thomas Jones Geological Engineer W 4.-49 a+ el Kurt W. Groesch, P.E. Associate KWG:ns1 W -6407 Page 10 APPENDIX A SUBSURFACE EXPLORATIONS AND BORING LOGS APPENDIX A W -6069 Field Exploration The field exploration program conducted for this study consisted of excavating test pits and a program of 6 Dutch cone penetrometer probes. The approximate exploration locations were obtained in the field by hand -held compass and taping from site features shown on a plan provided by the project architects. The locations of the explorations should be considered as accurate as the degree implied by the method used. Test Pit Excavations Six test pits were excavated on 4 October 1989 with a rubber -tired backhoe by a local excavating contractor. Each test pit was continuously logged and observed by one of our experienced engineering geologists /geotechnical engineers. In -situ strength and quality attributes of materials encountered in the test pits were estimated by our field observer based on experience with similar soils and on the difficulty incurred during excavation. Disturbed, but representative, samples of the soils in the test pits were retrieved, classified in the field, and transported in plastic containers to our laboratory for further evaluation and classification. The depths shown on the test pit logs are approximate. The test pit logs presented in this appendix are based on the inspection of the samples secured and the field logs. Static Cone Penetrometer Probes Ss* static cone penetrometer probe or Dutch cone test was performed for this project on 9 October 1989 by an exploration company under subcontract to our firm. The equipment used for this test consists of a cone and friction sleeve which are advanced hydraulically by rods reacting against a drill truck. The static cone penetration test is performed as follows: 1) the cone is pushed down by an inner rod and the point resistance is recorded; 2) the cone and the sleeve are then pushed and their combined resistance is measured; 3) the cone resistance is subtracted from the total resistance to provide the frictional resistance. A direct correlation between point resistance and the bearing capacity of the soils is obtained. The relative density or consistency of the soil probed is empirically related to the cone resistance. Comparing the cone bearing capacity and the friction ration (sleeve friction /cone bearing) provides an interpretive soil classification based on the Dutch Cone soil classification chart prepared by J. H. Schmertman, 1969. The descriptive soil interpretations presented on the static cone penetrometer probe Togs have been developed by using this classification chart as a guideline. Modifications to the classifications were developed according to correlations of soil types disclosed in the boring performed on the site and careful interpretation of the probe results. The detailed interpretive log of the static cone penetrometer probe accomplished for this study is presented subsequently. I P -6 - - - ! TP -4 -- TP -5 p I I TP -2 I 0 APPROXIMATE LIMITS OF PROPOSED BUILDING \ , TP -3 fit! II Q 1 1 L 1 '"" TP -1 PROPERTY LINE T P -5 DRAWING BASED ON PLAN BY BUSH. ROED 8 HITCHINGS. INC. DATED 10 /2 /89. P 3 • P -2 E , I TP -6 , if."-- i , APPROXIMATE LIMITS OF 1 PROPOSED BUILDING --,..1 I I I I I •P-4 P -1 I • W.O. W -6407 BY KWG DATE OCT 1989 SCALE NOTED 0 40 80 APPROXIMATE SCALE IN FEET LEGEND TP -6 INDICATES TEST PIT NUMBER AND Gi APPROXIMATE LOCATION • P -5 INDICATES DUTCH CONE PROBE • NUMBER AND APPROXIMATE LOCATION SOUTHCENTER RETAIL BUILDING 11 TUKWILA, WASHINGTON SITE & EXPLORATION PLAN FIGURE 1 RITTEYIIOUSE7$1ftA ' d ASSOCIATES. INC. FLZA J''`_ Grorechniral S Environmental Consultants 1700 lllhh Avenue N. E Bellnve. Wahl/won 98005 Interbedded loose SAND,soft clay and silty SAND Organics 1 Organic layer Organics - 10 _- _ - 20- - - - 25- - - - 30 35-10 - 40- -' 45 - _ 1 , 3 - 5 r e - 11 - 13 - _ _ _ _. - -_- _ Ilt!1■11!1!:.1111i•li!!•1!!!•1 1 !I 1 1 ! 1 .!1•i! -. .-_ -- - - - -- __ ._ - -- - -_ - -_ - -- ._ - - - -- _ _ - _ - - - - - .. -- - - i- \ /. .. - - . - . - - - I .. J / , _ . . _ . . . - - - _ _ _ y r I fl iribi I: it 1/: \I - •l _ J - - _ -.. - I All `111 !Milt 0. : Loose to medium dense SAND and silty SAND Silt layer Probe Refusal I\ - - ' _ - - - - - -- -- - - - - - -- - -- - - - -__ - - - - - - -- -- -- - _.. - - Probe completed 10/9/89 - _ - - -... - - -- - - . 1IZA RITT'ENIIOttSE- ZEit9AN & ASSOC., INC. • I � � Ceoteclrrrical / llyilr•ogeologicrll Consultants SOIL INTERPRETATION APPROX. GROUND SURFACE ELEV --- Sleeve Friction (ko /om -2 Cone Pressure (kg /cm DEPTH 0) N c w w U.1 ►- u. w 2 PROBE NUMBER P w O W PROJECT NAME _S :hcenter_ Retai SLEEVE FRICTION TONS /SO. FT. 0.1 0.2 0.5 1 2 5 10 CONE PENETRATION RESISTANCE ON /SU I' I STATIC CONE PENETROMETER FRICTION RATIO I{ZA :� �'�: I2ITFENl1OLISE -ZEMAN & ASSOC., INC. � ' Gentechniccll / I11jclrn,t'enlogical Consultants Soft CLAY Loose SAND interbed Organics Organic Layer Loose to medium dense SAND Becomes medium dense to dense Probe refusal Probe completed 10/9/89 SOIL INTERPRETATION APPROX. GROUND SURFACE ELEV. LEGEND ----- Sleeve Friction (kp /cm2)10 2 Cone Pressure (kg /cm DEPTH rn 1- m w w W I- LL W PROBE NUMBER P-3 STATIC CONE PENETROMETER PIIOJECT NAME Sou thcenter Retail w O. W -6407 SLEEVE FRICTION TONS /SO. FT. 0.1 0.2 0.5 1 2 5 10 FRICTION CONE PENETRATION RESISTANCE RATIO . TON /SO FT. I 2 5 10 20 50 100 200 400 4 13 1214 Soft organic CLAY Sand interbed _ 10 - _ - 15- 20- 25 - 30_ _ 35_ -_11 40.. ! 45 3 -- 9 . -10 -13 - _ _-- - - - - - - -- - — ._. - _, — -- -- -- -- - - - - .- - __ _ - / •, -- . l ~ — � =-Z -- J�� _ - _ _ :. - r - - _. — - .-- __ ___ — _ I i i I l f l l I I /I`I /I II I I I I I r I I I I I I I .1 ` I. /h, I 1 I I I i I I a. - - -- - Loose SAND Very soft CLAY and organic CLAY — _ -.. . . - -_ Loose to medium dense SAND Soft SILT interbed w /organics Probe refusal -- _ — -._- - _ -- - -- _ -,__.= �' —__ — Probe completed 10/9/89 -- -- - -- - - -.. - - -- -- - -- -. .. - - IIZA ▪ RITTENIIOLISE -ZEMAN & ASSOC., INC. ▪ Ccolcchuical / Ilyrlrogeul(1 :crll Consultants SOIL INTERPRETATION APPROX. GROUND SURFACE • ELEV. L EGEND - --- Sleeve Friction (kg /om2)10 2 Cone Preeeure (kp /cm DEPTH U) H o: w w 11.1 ►- u w 2 PROBE DUMBER P -4 PROJECT NAME , Soutlicenter. SLEEVE FRICTION ONS /SO. FT. 0.1 0.2 0.5 1 2 5 10 CONE PENETRATION RESISTANCE ON /SO FT. 2 5 11 20 50 100 20 STATIC CONE PENETROMETER w.o. _W -649L FRICTION RATIO 8 1214 Loose silty SAND _ 10 -_ _ _ 15- 20- _ r - 30 r 35'' 40 - 45 3 -9 - 11 -12 % _ - - - - - - - — -- -- -- -- -- -- _ - - - -- Loose SAND 1 I 1 .1 ' 1 11 1__111 I .� _ lnterlayer loose SAND,silty SAND soft CLAY and organics Probe refusal - _ - - -__ — - • - F S - ' _ ' —_ : __: � _ _ - Probe completed 10/9/89 ' • - _ —__ _ - - -- -- -- -- - - -- -- -- IIZA ri,„Or 1 .Z71 RITTENIIOUSE -zEMAN & ASSOC., INC. Ceotechniclil / IIytIrogeologicol Cousultnuts SOIL INTERPRETATION APPROX. GROUND SURFA -- - - Sleeve Friction (kg /cm2)10 2 Gone Pressure (kp /cm DEPTH co w w U. w 2 0.1 0.2 0.5 1 2 5 10 CONE PENETRATION RESISTANCE TON /SO FT. STATIC CONE PENETROMETER PROBE NUMBER P -5 w W -6407 PROJECT NAME Southcenter Retail SLEEVE FRICTION TONS /SO. FT. FRICTION RATIO Very soft to soft organic CLAY and PEAT • SAND interbed `_ ` ..., 10_ - 15_ _ 20- - - 25 - - 30_ 35 -40 -'- 45%13 11 12 . . _ - - - - - - — -- -- -- — -- - - - _ -- . ' _._ _ r -ate- V,t t V I l - ' - < _ _:_ " -.... - -.I I I I 1 1 I I I 1 I I I %r W W I I, ; T I I 1 1 I i I1 1 V! I I 1 1 I 1 1 I = - -. - -- Loose SAND and silty SAND Organics Becomes medium dense Probe refusal 1111 IIA _ - - - _ - -- -- — — _ — — Probe completed 10/9/89 • - - - -- ___ ILZA • I RITI"ENI1OLtSE- ZEAIAN & ASSOC., INC. Ccolcclutical / Il�rlro��eolo,��ir�tl Consultants SOIL INTERPRETATION APPROX. GROUND SURFACE ELEV LEGEND - -- Sleeve Friction (kg /cm2)10 2 Cone Pressure (kp /om DEPTH N w w w ti U. w SLEEVE FRICTION TONS /SQ. FT. 0.1 0.2 0.5 1 2 5 10 CONE PENETRATION RESISTANCE TON /SO FT. STATIC CONE PENETROMETER E NUMBER P-6 Ka W -6407 PflOJECT NAME Soutficen Retail, - • _ •• , FRICTION RATIO Depth (feet) TEST PIT LOGS Soil Classification W -6407 Test Pit TP -1 0.0 1.0 Soft, moist, brown SILT, roots to 3 inches 1.0 2.5 Soft, wet, blue -gray SILT 2.5 3.5 Soft, wet, black PEAT 3.5 - 7.0 Soft, wet, blue SILT 7.0 - 8.0 Soft, wet black PEAT 8.0 - 8.5 Medium stiff, moist, mottled, brown -gray, sandy SILT Seepage at 3.5 feet Logs below 3.5 feet Caving below 6 feet Test Pit TP -2 0.0 - 1.0 Loose, moist, brown, silty SAND (Topsoil), roots to 3 inches 1.0 - 1.5 Soft, moist, mottled, gray -brown SILT 1.5 - 9.5 Loose to medium dense, moist, gray, silty SAND 9.5 - 12.5 Soft, wet, brown, PEAT, some logs and wood Seepage at 10 feet No caving Test Pit TP -3 0.0 - 0.5 Loose, moist, brown, sandy SILT (Topsoil) 0.5 - 1.0 Loose to medium, dense, moist, mottled, gray- brown, silty SAND 1.0 - 2.0 Loose, wet, dark brown, organic SILT with roots and wood 2.0 - 9.0 Medium dense, wet, gray, sandy SLIT Logs at 9 feet Depth (feet) Soil Classification W -6407 Test Pit Logs, Page 2 Test Pit TP -4 0.0 - 1.0 Loose, moist, brown, silty SAND (Topsoil) 1.0 - 2.0 Loose to medium dense, moist, gray- brown, mottled, silty SAND 2.0 - 7.0 Medium dense, wet, blue, gravelly, silty SAND, small cobbles to 6 -inch diameter 7.0 - 12.0 Medium dense to dense, wet, gray, silty SAND Roots to 3 feet Test Pit TP -5 0.0 - 0.5 Loose, moist, brown, silty SAND (Topsoil) 0.5 - 2.0 Medium dense, moist, gray- brown, mottled, silty SAND with gravel 2.0 - 4.0 Medium dense, wet, gray, mottled, gravelly silty SAND 4.0 - 9.0 Mediurn dense to dense, wet, gray, silty, sandy GRAVEL Peat interbed, north side of test pit, 1 feet thick Seepage at 6 feet Caving below 4 feet Test Pit TP -6 0.0 - 1.0 Loose, moist, brown, silty SAND, minor roots 1.0 - 7.0 Loose to medium dense, wet, gray, sandy SILT 7.0 - 10.0 Soft, wet, brown, PEAT Wood fragments Logs at 9 feet Seepage at 9 feet No caving 1LZA lokrii � ""`L RITTENIIOUSE- ZEA/AN & ASSOC., INC. Geolec/ruicnl / llyclrc)gealagical Consultants SOIL INTERPRETATION APPROX. OI1OIIND Funrnc:I? rl rv. Loose silty SAND - Organics Soft to medium stiff clay and organic clay Organic Organic Loose to medium dense SAND Silt layer Probe refusal Probe completed 10/9/09• LEGEND --- Sleeve Friction (kg /cm2)10 2 Cone Pressure (kg /cm DEPTH Cl, ti cc w w W ►- W W 10- 15- 20 - 25_ 30 - 35 - _ 10 11 12 SLEEVE FRICTION TONS/SQ. FT. 0.1 0.2 0.5 1 2 5 10 FRICTION CONE PENETRATION RESISTANCE RATIO TON /SO FT. I 2 5 10 20 !ill I (1) 21111 4W) 4 H 1J I i _. PROBE NUMBER P -1 w O W -6407 PROJECT NAME Southconter Retail STATIC CONE PENETROMETER 1 1 Mahan &De$alvo CONSULTING ENGINEERS February 15, 1990 I. .L. I i! u_L.l_�I•. ��li_� _�. U..•_•I Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Dear Mr. Griffin, LANCE MUELLER & AMC. F frE To! u !N A FAX N Attn: eft l Job' , $ cAri 7sr Total No. 1411 Fourth Avenue Bldg. Seattle, Washington 98101 Regarding: 90-T -04 ( Southcenter Retail Buildings A & B) F'• • 1 (206) 624.8150 MAR 3 0 1990 tri LJ ...) -iL VUy We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Structural 1. The Structural Notes and calculations use 25 -ton capacity timber piles with an 8" tip diameter; however, the soils report, page 7, states that a 25 -ton pile must have a 10" minimum tip diameter. Also, calculations use a 12" pile diameter. Show compliance with the soils report and coordinate drawings and calculations. 2. Sheet 5-9; drawing only show one door opening in the precast panel #10; however, architectural drawings, Sheet A -3, shows two. Please coordinate. 3. References to embed detail A -6 need to be corrected. Refer to Sheet S -9. Also, where is connection A, Sheet S - 9, referenced from? 4. Please clarify load Case 2 . shown on. Wi -in calculations for precast panel design. Specify live and dead load used and tributary area. Is Grid 5 actually supposed to be Grid 4? Building B does not have a Grid 5. 5. Building A moment frame must be designed for loads determined by computer readout in calculations. The following are only examples of some members or connections which do not appear adequate. Chock all components. a) Calculations show 34.8 of axial force at 5 x 5 x 1/4 TS diagonal members. This force, as well as the calculated shear. and moment, must be considered. b) 12.97 of axial force is shown at elements 11 & 12. Connections cannot adequately transfer tics force. Also, connections for elements 7 & 8 would not be capable of transferring 20.6 6. Calculations for "Typical Seismic Frame Worst Case- Building B" are not compatible with the parameters of Frame 1 or Frame 2. Provide an adequate analysis of these frames. 7. Building A - Roof Framing Plan; provide details at Grids D3 and A3 to show forces transferred to the moment frames from the drag members. SHE C iE VIE FEB 191990 LANCE mail ER & ASK, FEB 19 ''90 09 :23 LHIICE MUELLER 206 328 -055=1 p.2 tebruary 15, 1990 ,City of Tukwila Re: 90 -T -04 Page Two 8. Provide calculations and clarify drawings to show how chord forces are resolved for Building A. 9. Building B Roof Plan calls out a continuous 4X12 ledger along Grid 5. Details show a 5 "x3 -1/2 "x3/8" angle. Please coordinate. Also, is it intended for the angle shown in Section F -6 to be continuous to carry chord forces? Please clarify drawings. Also, clarify ledger conditions along Grids A and F. 10. Details R -6 and S -6; please explain why wind loads on the adjacent windows were not considered. Also, there was a math error on Sheet L].1 resulting in a wind force of only half the actual value. Check adequacy of nailing and brace; call out nailing on the details. • 11. Section R -7; how are horizontal low GLB's supported at columns? Provide calculations showing the adequacy of the connection of the canopy to the supports; consider loads due to snow drift. 12. Section H -6; clarify length and location of field weld at the connection of the kerf plate to the tube steel column. Clarify this same weld in Section L-6, M -6, etc. Check all similar situations. 13. Typically, call out welds between columns and base plates. 14. Is it intended to reference Section J-5, or perhaps K -5, at Section M -6? Please clarify adequacy of connection for 28.2 of uplift per page L6A in calculations. 15. Provide details and calculations showing that suspended ceilings are designed in accordance with Uniform Building Code Standard No. 47 -18. 16. Please furnish the missing location dimension for the piles on Sheet S1 and along the grade beam on Sheet S3. 17. The computer analysis for the two -way slab for Building A, Zone 1, indicates a slab span of 8'-0" instead of 12' -0" as indicated on the drawings. Please verify reinforcing for this zone. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. All status inquires are to be directed to our receptionist. Sincerely, • Crys Kolke CLK /RBW :1 cc: Lance Mueller & Associates 130 Lakeside Seattle, Washington 98122 1 11 <11 II ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522.6698 Joe No. 8 7071 JOB NAME SoL417- IC -E 'F''ne44L NUE Tr DATE 3 -29 - ° SUBJECT SHEET I: I OF 2 BY P S TCTL4 fAL C o1" IMEo T Tepid Es I . PILE DESt &IJ GAd'Ac I rY I S 2s 'TANS . - Pic MIiV.iV I 1 l iP DMA ,�► T , �� IN -Mr C?Elvf12AL NWC- IS CHAMGE!J 7 REFLECT 74E SWLS '/. gEAUleEMENT IN DCSIGIJ1'J6 VIC Pace CAP /T /.S RECOLINIZED - "T Burr CF - me ALL WILL AVEIAGE- /is 1 L4 S Wg USED 7iPT NU SAZ /A) OWE 1C SI60. 2. lIE MJEL if /O SI4EET S'-9 NOW 1.11 A1043 7/C Alt urrc:rug4 L, ELEYA - f' 00. 3 REFeeEI.Jcc 7o sfc7ac A - Oki s -q SHouto Akre Ser,v A-7. CvNNEcT/wQ TYPE ' A " LS NoT UsE). -THe Cc4JTt0.I S7E L- LEDGE IS UTILIZED A S Tx "CtD" EINFoEc i ieNT. SEE .�, 1.-LAI CASE 2. u CE D Foe p!C . pima. DI GIJ. got, , 13 'pc.1E S HAVE A Ci RID 5. a) 3k. Ax(AL Men-irk) r 'TNf Veei1GAL L.teml 'rt gwi* y AIZ A Usro "A FIND tu= - ix)el Lo&S ' 2/ I-- L AG = 2 x 25 PSr _ 3oo Pi•-F 'c,' = Z y e x / 3 . P S F ' . = I SL . P 1 f < / 6o UUCP l °r FoacC Ira s XS x I l4 TS DIAL C» L . TNIS ME'Mr3G2 CF -Mc FRAME pe:XS Nor EXPEQIENCC. A S IGIUIFICANV /�IOMEA�T CoLUM ExPee4 ' JCE 7Hc SHEAR f MawiCAJ1 S7r2eSSES. MAR 3 -IJJU z ti r ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No 6(101 1 JOB NAME HCr JTTCQ TrrA1A_ DATE 3 -29 Q 0 SUBJECT SHEET G 2 OF 6 . b) T NE CO,vuEcTtc #J S HAve QEf1J REW /sE!) 'Ib /kcouN r Foe_ 'MC Co. '1. LOADS, 71tC coNAJo'q (Ni7►t ONLY t•L PA \e 4 13iiiin AucwAI3LL CAW/Ty = 4x [2.86 BY P. V. 2 1SQL?S PEE. . J''JJEm rsoz (11 ,1. C,ZS x 1.333 24.7 > sc , pa-As( SEE '(OE IIJC.LuoC CAL.U.ItAIrw rea THE SEISMIC F�+AVy►reI /112 Bum) I N 6 T3 . "7HIE Y 56Y4co I vC (3Eru Hsi - me 02 /G /NAL CAL G S poAV4fS 1 AND 2. A(Z1 vi2Y SIM/LA/2 . Fat+niE L 7H GUVErJANIN Frs,mt. , Niu 5 Ec.Tc , &I Ca - 7 ADPRESSES '7 DRAG CoN/orc_ oi.J o evr 2 /pS A -3 AND D-1. CAF l?Y of cipmvecTsokJ , S 24..7 K ( Sec 44 5. b) 4 -Boys t 414a I S GRET7 'now T?ML pt FoRc.c $140t,..4J GJ.J 'fUz PLAU of QLnU _ A IIJCc upJEP Fori 61...# 8 . 8. ' P 1 Z k s Q E F E 2 4 4 G L . 5 i - AND )203P Pik 1o2- cocaP Fo R cES c I: Su) G , A . 9. LEIAR ow GO YES, ' 1► -4(S At..jC = IS Courtuu C SECT F -`) / *NI) Pula cr►e.Rv CftoeD FsRC . Le ER 00 ova/Ps AND Age L.LOOD R- ATE' (( , 5 f-bu Jk1 1 E Ve S77L ANGLE £ Y 3' /L x 3 /a , lo, Ar Set.S tc. r12HrmE Lc cArlQus - £..OLI 2 GL13 W/41C -14. lS C (EIJ TlD c J A tic /e.. pc.A/ye I S 7}he: Fb2cES OF Cu acy ?Er S Sc. ar, /PI gic SIST mmii re-,-0g- IS coggeciro C 2 i woe r JIcE 13V 7 ) pow 13P -ACt 15 NAIL OD L-/ 4 - i6d bunrAo oc. 3 - /6c1 /uc, ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE, ME.- SUITE 205 - SEATTLE, WA 98115 - (206) 525 -7560 - FAX # (206) 522 - 6698 Joe No. 6107 JOB NAME ✓cc 4ce ( a--_ DATE 3 - 2q b SUBJECT SHEET C3 OF BY 2.V b1. Sec inolJ 2 - tZEFC - lb so crew D- , . V/MIC1+ klOw fl . S 4 z6t4-1 coiJNCcTINL 'jC CaLt3 lb 714. COL. U mj PLJAJC scr INCUuom cALC Srfwr 14 6A9Di NG U4nloPy SupPog i . , IL, WEt p S Aar Now . CP L.t iD otAr Chu pow . 13 . L ELDS (, 7c.4EEU C.OLUMrJS AND MSc PLATCS APE NUw CAu..Ca oi,T. 14, Ye S, 1L-S SH H S t+Ave I3ECU REPt CUcC/ . M SEC CAC.u.4t44 -7wuS S Fhcrr roe Apr y ur- c u m.r v►J Fog- 28.2K UPLIP -T Pre L ( A 55 co /yd. 14-s Fog. LiPL4FT c.az■r,,i rCcro6v, -- 4-1" I 71-P A'DEC) goDS L,/ Pd rcHoe RATE'S FM err I bE �f, ., I.7( N � g X. 9 xco r4r/ = 4 1.9 > 3K IS //•47t) pl x GAP. I. y �' - /0 K Peg P(Lf UPLIFT CAPACI Pr/Z SUI(..S lzerlsg7. 3 PICEt X 40 - 30 > 241.2. - 3 LP (, aouT1 PM me CO 4,3 EA 4 x 40 ' 38.7k > 28 2_ Sgt' M2.mCLr. * UPLIFTIIJci CuNNPCro/J S. - 1HI S 12 'QU1ee me (S USLIAL.LY rlitE 12-CSPok.SILiL ry or= lie /NS7ALLE1- Woth is suf3 “w isrC0 flY __. spQAc. cotirfl Acme. Miss mg. Vltvl£udIw Apr Fuems Nro SI1E"T S - I 0 5 rug. PI Lc 11, SEC SI - trer .5 - I A NrD gM'J Fog z o Me ► SC-pets ETw Ce J C72io.s b A iuc. © Ili 71 M e r271/ S oLcrH t w-e ci- ,o'J Tie ENO 7 Ay SPAN ! S 8 1.. Q n uP',F /p - N I 14 13 167---- 1 9 l 1130 1 -4, g1 1 26 op c 11 4 11 1 6 `I 1 ? I 1 ‘0 r 2 414 JOB ID: : center retail 2 roil' ID: BIM B GRID I 1 " 1 ci+cce a,c4Es.ST(okl F 2 '93 ( /s' r 1,31 ) r ... r C / f. PRORlAM : 6e1 pra] Frame Pin a\ysis v1. |`A6E NO . �N6]N|'T.R9 NORTHW[�rl TlME : T ue Feb 20 13:31: 1991 JUH : sout re rd. or reta RUN : Vi . H 1.:11 II) 1 N/> DAi. TNFOkMATi(l N(A)k' NO0AL \1)O|:DlNATFS SUP|'()RT C[}NDTT NU X Y CUD|:' |' Sl1 [F PY Sl]FF M S7TFF Units : F Ft K /I |( /T K -]n /0eq 1 U.0U0 0.000 H 2 22.0(m' 0.0V(> H 3 44.00V 0.0()0 H it 72.00(> 0.000' H 5 94^00V 0.000 H � :I1 6.00c ) o.00u |} '1 V.000 9.000 H 22.000 9.000 9 44.0K0 9.00() 10 72.000 9.000 11 94.000 Y.000 12 116.00(> 9.o0(/ 13 0.0( 1 :1 1 .1 22.000 16,000 15 4 4.()00 ]6.000 :I6 72.0Km 1 17 9o.(j0() 16.0(/0 18 116.0(K) 1b.0(>(/ ========== F|'EM|::NT lNFURMAl J()N I::: 1..1.1'1 m:' P[ 1....'1 1.....11 BE |`■OF' NE PF NU NUD}.. N()N� i[N6|H AN6LF • "1Y FT:: 1 11 N6E 1.1}1\l6E = Units ; I::: '1 D eq 1 1 7 Y. 000 9(>.00 1. 2 2 U 9.000 Y0.00 :I 3 J `? ^ >.000 9v.00 1 4 4 l() V.000 90.00 1 5 5 11 9.000 9U.(:>0 1 6 /. 12 9.000 90�0(l_ 1 7 y - 'B --- 22.000 0.00 2 G 8 5, 22 .000 0.00 2 Y 9 10 '21,1„ 000 0.0u 2 1U 1U 11 22,000 0.00 2 11 11 12 22° 0(`0 0.00 2 12 13 H 23"Qt.17 -17.65 3 13 0 15 23.087 17.65 3 14 15 10 7U,862 - ~14.84 3 15 10 17 ;3.o1.:1 7 17.65 3 16 17 1:2 23.0B7 -17 • 17 13 • 14 22.00U 0.00 4 Y Y 18 14 15 22.000 0"d0 4 Y Y |Y 15 16 �H"000 0.00 4 Y Y '` '- �'' - -'• 00^0 17 4,^3 15a0 • 1:6 4� )|-��| X :::I : s1.1. uU ======��=_=�====___============�==�== ' U.1. AO X(/ l,\Al J ON W ' A,| X (1 Vt.) CI k7. \ 32!:1U N O 1 l V W H D :::I N l n kl O -| '| V U U N =--======z===========-============~===,============-=-- 00^0 3L^0 00^0 00"1: 7g 00^0 31..^0 00^0 00^o 8 3 U|9 �1ND r l [.::', I. : lsT.| 1u 1 ;.:1 peu[ f� It 1.1oI.l,)��zsa(1 l� / / / X • t ^------------ W. /\J XJ ( L |)N 153 1. 11 V ( (.1 NUliVNH|)�)N[ (\U|\') .1. 11 Wq)] 4�| u[ 3u[ 3 uI/ )| : sl? '- �38 [ � Ll -- CI. : 4 | »PoN 32W []S : 11 o1:1. 1. -A : - . 171.11 (1. T — O� . ' 06- - 000^. E [- 7,T T 00"06 000^1 4:.T T1: T 00^06 000^l 9 0T T 00^06 000^l r.:11 6 i 00"06 000^{ 17 8 T 00 000 2T � A A 17 00 000 R1: L l . ========= �/9NlH ]9NlH gJ/.L �l91‘ V |)[�N3l 3UON ]((ON . ...I .7.1 'ZIN e7.111UJ 1 )l]8 WL.1l] �J ...::11\1 1\1 1.1 1 1 J1\1 1 lN.:::1W]13 0V| | | ]H ' o/" •,1 M.| 0 !.48 (q |' 0/1. !,3 � mze.5q s4 x x � 2 3/t-0t : 8/T-g n[oj |ez tlxa^ 0h:;?;[M l( iO ' E. k) :AMU SO7O0UW . ...11A1 V1\1 DN 1\1UIl3:::11:1 6118J NU Il 1 4WHO� N[ AlH9�OHcl 93 g3 17;7; 2:1 UN W.:1lFl 8i89 1.1 ^90Ul : 1\11 I 8 3 [ u 11 41 /os : LA() 1 .16[ 2h:l [ 03 CI :A a»1 : :lWIl ..1..(3.11111.0 1(11\1 1 ^DN ^ s! a me� ] i p�eu� �| : N�H9OU'l I:' 11:4(11'1 ,; t: 1r11)er•o I°'r°r•:tclic:: (1I')I''t'i:i <., v 1. „ :'.'7 .1P I'N;:; (7 1. !iii 0 t'. I1 C:;te?i'i t :::!1' )' "C)'I.. ii:1 'I 6)_11'+1 11 I:I1 I)6,. I:I (4,11 II I I....1 :1(•11.) I'1( :.11 :)E: (: O lvI I:I 1\10 DX DV F't ('1 "1' AT :I. I::I N l 1 r71. L: !:a r, - 1 r) :1 r•1 • Deg I::(:.)NII::I 1' I\I(•1'I' 1: C11\113 u 1 : :(.IM1iI 1. ; 1.00 X CAM I. :1 t::. I... I:: II I :.. ICI I I'i F. I °•' (I 1.1 I . (:ti Iii:I.P 1.0t1J :) IrlL.11.)I:: (:;:I (:aNI (.'(«NVLN I .I.(:N g 1'.ti;•.(1h1 I)1;k•,J.(-,Ir11-:kS NO 111I10 1\1UJ (•1X :1 (`,L,. 1:11 II (11', MC.)I''IF.rrr MAX 1`1(';rvI /I)fyr:1. • 17:1 UT lin :1 t.!.::> „ I <: t: tr.: - • L t.: .-.I' •l•.•. / 1: ri C= L..(. :1(11 :) 1;( :JMIa'r N(1t'' :I (.:JN(::1 W (:'; (:. 1 1'' 1( •1 'I : 1 „ 1;11.1 x I\1 Li I) (1 I... 1:) :I ::i I"' I.... (1 c. I M t=: N F4 I:a(116k: NO. I :i MI C 1..117+ I 't: +l:) :::c) 1:7; 1, »' 1 „ ; ~if 19c 1 ii„ 1:)( :)O0 ()„ (:10( :)c :1 - • -t:). 1:3:1 4 `"' t.)., 0000 0.0 c:) ....t:)„ 1 4:30 ii 0 0.00 -•••0„ 1.::! 1 • 1 0.0000 0,, 0001 :) -0.. 1 1 11 11 '5 11 „ 0000 0.0000 -••t:) „ 1:. 6 0. 0000 fl,, 111:)00 , ..»t :)„ 1 :.`.F:,',:•_' 7 0 19(:7'1:1 0„ 1.11.).3 .' ....0 , 1:)5t`.'; ' (:1 t 1 „ ; :'1 1 ' i),, 0 0LI9 - •'C'i„ (:)t•,-;1 1. 9 0 „ ';'0:: °,7 O„ (:)1:7511 .._(`)„ (.1519 10 1.1„ ,'Oc' / (:')„ O1.)'•: :,9 ._.0„ 051 (..) 11 0 „','007 t:7,,c.u)t» 1 •- 0 „(:1=11.c:) 1 2 0 „20 (.)•„ (;)Oa.0 _...t:)„ ( )f:5:!.0 c`) 7 c:3„ (.)1:1,::57 11. O.. '.,:.....'„?.90 t:l. i,l001:1 O„ 00' /2 :I 5 0„ 2'2.:51:1 0„ ()11 (i 006c:) :I.F, . 0.2269. 0.01 (;)::::', 0.'0079 :17 0 „'e::2C:')9 0.„ (,)c::)90 0.0054 10 (:) „ 2'„;:f'5 :I 0„ 00:30 O. 0(.)t:5 4 :I. J 1 - • 1 (:)„ r :::"? 2. 05(..)(7 .0.)„ c:)(70(.) 7 :I.(..),.21'„i 2.0509 11;11. 1 11:570 ....c:.)„ 011 • 1 ::;1 „20 • :I 2 1 t';„ 577 9 ;?,1 4'719 ()„ 0c)()1:) 0 15.1.'1779 i17 'I c :', '2.rl c'.;'7 _...(.),. o'.2 22 t•,,,':'O :.d ... ,..16: r r f.:. , .:,1.:y• /1t :. • / 1.: 1 li • {.11.1. , N .•.1(.)(.•11.) 1.l „ 1).4:,1..1 I 1., N :. 1..) 1 RU6HAM : Cie n coy a\ | Ana1 is v1.27 PA 6F NO. 4 E1\16J1\11.1:ER9 NUKT\|WFSl' TIME : Tue F eb 20 13:32:00 199C JOB : s outh cen ter retail RUN : DI. D0 B 6HlD 1 =====_==========_===============_=====_=======_===_====�===�========�==== E L E N T R.E P A R T S ELFM LOAD NOUE ST 6N CUNVENTTUN : BFAM DFSI61\1ER13 NO COM8 NO HXlAL .S1/FAR MOMENT MAX MOM/DEFi DI[11T 4 'I 4 10 .�756 2.4312 -0.0(K00 10 18 2.4312 21.8H1 - 0.(:>21V 5.2(> 5 1 5 16.111� 2.2410 0.0000 11 16.1116 2.2410 20.1694 -0.0201 5.20 � ] � 5.784;:' 2.23Y7 -0.V(>00 12 5.71|42 2.2397 20°1569 'V.02()1 5,20 7 1 7 4.4245 -(>.143� .1.5945 8 -'' 4.4� -0.14 - 1.554 9 - 0.0253 4.7 8 :1 B -3.0(>40 -0.1t81 1.511 9 '3.0040 -0.1:: -1.5231 00rJ2 17.J2 1 9 1.7355 -0.0851 1.194/. 10 ].735 - V.0851 - 1.1875 - 5.96 �o 1 10 -3.286 -0. 1359 ].4q50 11 -3.286:3 0.135Y -1.494 - 0.0225 4.65 :1\ 1 11 1.3538 -0.1371 1.4979 1 1.3538 - -1.5174 0.0235 17.2R .. 12 1. 13 -6. 9067 - 0.248U 8 - 6^ 9867 ..... 0.032B -0.5101 0. 0362 :I5.32 1:: :1 8 6.i 464 - 0.0305 0.4987 15 /,. 14 -0.(>30 - 0.2048 - 0.0389 U. 14 :1 1 15 ''4.U891 -0.0183 0.:14 1.0 - 4.i1891 -0.01U3 -0.3807 0.(1480 1B.53 :1 '' 1 10 5. �048 ~0 .o304 0.4 957 1/ 5. e.o48 - 0.9301 '(>. 2052 (>.0385 8.1 :I el 1 :17 -6.5025 -U.0',....85 0.1786 12 -�'./.o25 -0.02Hb -0, 4791 0.03Y2 14. |7 1 13 1 . - 0 .00n0 --43.5 11.(K> :14 1.5343 7.920o 0 .V00() 0.U465 11.00 11i 1 14 :1 :1,' - "/,92(0 (>.00(>() • -43.560() 11.(>0 ]5 -3.H011 .920() 0,000 0.0465 11°00 1`i 1 15 ]. 571 - 10 .0H0U V000 - 7 0.5600 |4.00 , .^ mv.^ ^ PRU6RAM : 6eneral Frame Analysis v1.27 EN6JN|'1440 NN<THW[ST J()B ; south center retail 2 RUN : ULD6. D FIRM 1 FC PAW NU. | Tue Feb 20 13:37:11 199' E L E M E N T R E P O R T 0• [LFM LOAD NUDE Sl GN CUNV[N[lDN : BEAM DE0T6NER0 NU COMB NU AXIAL SHEAR MDMENl MAX MOM/UEFL D]ST 20 1 16 3.7862 • 7.9200 0.0000 43.5600 11.0> 17 7.9200 0.0 0.8465 11.00 21 1 17 2.594 -7.9200 0.0000 -43.5600 11.00 18 2.594 7.9200 0.0000 0.8465 11.00 22 1 / 10.0697 -2.3736 16.8633 13 10.0697 '2.3736 (>.2480 -0.01(>3 2,97 23 1 8 15.0400 -2.5954 10.1675 14 15.0400 -2.5954 -0.0000 -0.0110 2.96 - ' 24 1 9 17.3109 '2.4742 17.67()3 15 17"3109 -r.4742 0.3510 -0.0109 2.90 25 1 i0 1H.h080 -2.6175 18.322 16 18.0000 _2.6175 0.000 -0.0111 2.96 26 1 11 16.1104 -2.3990 17.1769 17 16.1104 2°3990 0.3838 -0.0106 2.90 27 1 12 7.9200 -2.5943 18.1604 18 7.9200 -2.5943 0.0000 _0.0110 2.96 R F 'A C T J O N G NOW. LOAD NO COMB PX PY |( |( MOMENT K -FL 1 2.0509 10.2129 -0.(000 1 2.4719 . 15.5779 0.0000 1 2 .2 6 53 1 7.2578 0.(>000 1 2.4312 18,5756 -0.0000 1 2.1�410 � _ 16�J.116. - - 0.0000 _ --- 6 1 2.2397 5.7042 ~0.0000 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. SUBJECT FA JOB NAME `eft i I LA ZA ?� U -Ps, 6 CNIJ s acef/.11 stc TN 4 J t SHEET OF IMPSivk BY - -- u, LDS I/ 'I II n, I. _I/ 6- 3)V.94 gai.rj - r 4'' 1 i� /t " o 13 " / get, lk DATE ✓ -Zq 0 aereergrz L4E.S Da) # 5'. 6) I Q the 5 * fade '(LA"J 73 7PA( ((►�.,iJ cc/ A • (, a ij ENGINEERS INC. P.S: 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 522-8898 Joe No 89071 Joe NAME SC-1' OP. TP - r - All. DATE 1" I f° SUBJECT /..-AIRWAt- C HOR D FOR CE.S SHEET OF aues - Row 8. BY 1 )° „0- 2u „9 g 2 olisr IVu)M.Pis Cticoat. :3A 1< .9 9" Si • -- "11111V- 2•1 4/1 • am .1 -4.4o Alr _ - Q Grl 0 a V ENGINEERS - NORTHWEST INC., P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -12061525-7560 - FAX # (206) 522-6698 JOB No SUBJECT 6 JOB NAME S caw.. C;tivr� +� aLies -nol_, # 8 4,1= , 2S IL /Fr . kel4c, ofdRo Fca.0 Foe .cc.s LPG ,l A .w 7 - .322 F "6. (' FT ..)t 1-P 1./7 '7 K 3x PLA2.4 •25 X /v. /2 k chop (w Jute . 2 x 5 /(a9) = X1.38 DATE 3-2 SHEET LI OF BY ° PAUL V� K �I (-1.i : �� 3 3 /(2.9UkittoL = 2 . d 2 2- go 1 - 7 -s � .K... • ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 JOB No. SUBJECT JOB NAME =.C.). (1 / ? . E'7AGl Mfil S.E 7L (;AK1hPY - CU J1.1. - ILA CeaL C <il.1SII ATIN-1 Qr 1��1r`7iNC� S�I C)tJ .. )LAh) ct(cc:L G_ueSTI ULJ ' 11. Lv2ST CA SC IS Q A -2 (0147%) (gc l 7 X 3 y. S I 31 1.5 2 _ K mQ1.,, : 5.3/ kx 2.67 X12 = 110.2S4- ri T f i-4,(tx s or c�F - 121(3. 24' = )70 G,J P C° FLANGI-J or i.JF • QUMP $lz1 of 1/ '-T 7:S, 6.e3L. Fin M 5X5 X 'lcg 'Tb 6 )s COX' /4. — - @ CAiaor:P/ 7LE"Y. 7S f -tA/ S k.Uw Lc. Ac • 5/-72 £So 1.f3 (Fr DATE 3 29 90 SHEET OF BY P.V. I - 9 " @ .'A. pR Pry' 2S PSF 7U 267' in many applications, it is necessary to design piles to resist uplift (ten- sion) forces. Such uplift forces occur whenever overturning forces on a structural element, or on an entire structure, cause sufficient upward force to exceed the vertical weight tributary to the pile. Overturning forces most frequently arise from such horizontal forces as soil pressures (re- taining walls), water pressure (bridge piers and dams), and winds or earthquakes. However, other sources of uplifting forces can be envisioned. The proper pile selection for uplift would be quickly negated unless the pile cap were so attached to the pile that the uplift forces were actually de- livered to the pile. The question must then be addressed of how best to con - nect the pile cap, usually concrete, to a timber pile no that the pile's uplift re- sistance can be utilized. It is obvious that connections are possible either to the end of the pile, to the side of the pile, or sonic combination of end and side connection. End connections must be made by inserting an anchoring device into the pile parallel to the grain of the wood. The maximum withdrawal resistance of the device will be governed by the shear capacity of the wood, Lesser capacity will be developed if the con- nection of the device to the wood can- not develop the full shear capacity of the wood itself or if the connection it- self is weaker than the wood. - The simplest end connection can be made by driving a suitable rod into the end of the pile. The rod wedges the fi- bers of wood apart developing a fric- tion force along the side of the rod ca- pable of resisting withdrawal. The Wood Handbook (Rol. 1) offers two formulas that may be used foroslimat- ing the withdrawal resistance of a driven fastener. For common wire mills and spikes the empirical formula is: P ull = 7,850 G I. (1) where P ull is the maximum load in pounds; 1., the penetration in inches; C, the specific gravity of the wood bused on oven dry weight and volume nl 12 percent moisture content; and D, the nail diameter in inches. Ad- ditionally it Is recommended that P, which is for side grain In the formula, be reduced to 1 /3 P for insertion in end- grain. A value of one -sixth P is used as the allowable longtime load, an increase of 10 percent beir al- lowed for normal durations of load. The allowable load in end grain for normal duration would thus become: P.Ilnr• = 720 (P D 1. (2) There must be some concern over the suitability of this formula since the diameter of the rods normally con- do C011G7C1 AN UPLIFTING CONNIXTION I low tO Hold your 1)ltilclings down Edward F. Diekmltnll, Si templated for structural connections to piles would exceed the range of nail diameters covered by the formula. The second formula offered by the Wood Handbook was developed for drift bolts or pins driven into side grain in pre -bored holes one - eighth -inch less in diameter than the bolt or pin. This formula is: Pull = 6600 C D 1 (3) The terms are as previously defined. As before, for normal duration of load: P „ = 605 G D I. (4) Baldwin (Ref. 2) reported that a/e -Inch diameter reinforcing bars driven 24 inches into a sound [pile head without a pilot hole required an average force of 10.8 kips to initiate withdrawal and a constant force of 7.1 kips to maintain withdrawal once started. Applying the two formulas toe 3 -inch diameter rod in Southern pine (G = 0.51) a = ^ to pre ict ultimate load Formula (1): P „ = 10,940 pounds Formula (3): P ull = 12,080 pounds The results from Formula (1) yield a predicted ultimate very close to that reported by Baldwin, Formula (3) was less accurate and overestimated by 19 percent. utilizing Formula (2) to cal- culate a design value yields: • P.Ilaw = 2006 pounds ..This allowable is less than the 3528 f pounds suggested by Baldwin, the dif- erence being due primarily to greater conservatism in assessing the effects of parallel- to•grain insertion of the rod and the use herein of a lower specific gravity for Southern Pine. 11 should be noted that the ultimate lest load of 10.8 kips produces a stress of 34.8 ksi in the 6 /e -inch diameter re- bar, close to yield stress for Grade 40 bar, so that additional penetration would not significantly Increase the capacity of the connection. Designing fasteners lobe Inserted by driving along the grain should be ap- proached with care because they have a tendency to s plitthepile.Testsoffas- teners Inserted parallel to grain also show greater variation in the results than similar fasteners in side grain, in- dicating that conservative factors of safety are warranted. The Notional De- sign Specification I Ref. 3) goes no for as to prohibit the design of connections using nails or spikes in withdrawal from wood end grain. While Formula (1) fits the data published by Baldwin and Formula (2Jj Jl (lcllsaJeld.a satisfactory design load, the formula aTne m y not fit otij r c�(lendlor in- sertion lengths. Field test verification ofilrl'vTpic end connections is recom- mended. Rather than depending on the fric- tion developed by a drive fit, a me- chanical connection to the wood can be developed by screwing a fastener into a pilot hole. A bored hole lessens the pile's tendency to split and, provided proper care Is taken in insert - ing the fastener, some lessening of var- iation might be expected. For lag bolts inserted into sidegrain, the Wood Handbook suggests the following equation for ultimate load: Pun = 8100 GL! 1)° ” L (5) Using a 3/4. adjustment for insertion in end grain, an allowable of 54 ulti- mate for long term loading, and a 10 percent increase for normal load: P.uow = 1337 Gp.! D o.” L (6) Assume a 1 -inch leg bolt with 18 i nched uf..4h.11?�.��1u��ClStSl .nlo��nug- las fir pile heed: Pull = 8100 (.48)" (1)°" (18)(3/4) = 36,365 pounds P.Ipow = 1337 (.48)p.s (1)0.» (18) , — 8000 pounds e�•,. A pile connection using four, 1 -inch lag bolts was tested by John Strong & Son (Ref, 4), The assumed design load was 10 kips per lag, a total uplift capac- ity of 40 kips. At an applied load of 110,000 pounds the soil flailed and the test pile moved upward. The maxi- mum load applied was 132,000 pounds, or 33,0(10 pounds per lag bolt. There was no evidence of joint failure after the test. The lags had been-in- serted in 3/4-inch pilot holes. T.Ijgpe limited results indicate that Formula (5) maybe eafisficloryTor Pre j�11ng ultimate t capecit7ee when slelle l parallel _ to grain. The Wood Handbook suggests that a . side -grain penetration equal to fen to twelve diameters will develop the full tensile strength of a lag bolt. Adjusting for insertion in end grain, using a 4/3 factor, indicates an insertion of 13 to 16 diameters. The described tests used 18 diameters. The stress at the net (root) section of the lag bolts reached 69 ksi in the test, approaching the re- ported average ultimate for lag bolts of 77 ksi. Design values for different diameter lag bolts developed from Formula (6) are given in Table 1. Table 1. IA8.F911 De1(yn F9rm1 Pilot P.tlaw Size Bole L(16D) Fir Pine '/e ya 12" 4300 4700 % % ' 14" 5800 6200 1 1/4 16" 7100 7800 1% Is, 18" 8700 9800 1% . IN. , 20" 10500 11500 • V.luaa nibalenlleted by legit.. S.e teal. The previous development applied to the lag bolt the same factors of safety that are applied to the wood /lag -bol interface. The test indicates that this is conservative. Assuming that the con- nection capacity is governed either by wood shear along the grain or by metal yield at the root of the thread in the lag bolt, a relationship between wood shear and bolt strength can be written f, =rrD =f, DI, i4 1111 Where f,,, wood shear strength in pounds per square inch; D, lag bolt shank diameter in inches; I., perpetra- tion in inches; f„ lag bolt steel stress in pounds per square inch; D„ lag bolt diameter at thread root in inches. Tak- ing f, as 750 si, a lower limit for wood shear (Ref. 5); f as 77,000 psi, and rec- ognizing that the diameter at the root of a lag bolt of the sizes considered halm is approximately 0.78 times the shank diameter, the result is: 1. = 181) An insertion of 10.0 diameters should develop the full strength of the lug bolt, a figure which falls within the 13 to 16 range adjusted from the gen- eral rule in the Wood llnndbook. This development can be used to vary independently the factors of safety for steel and wood as follows: 650 n 1), = 450(1(1 u (0.78 ❑,,) F. S. Wood 4 (F.S. Steel) Utilizing 5/1.1 as the factor of safety for wood as before and 1.65 as the factor of safely of steel applied to the yield point of 45,000 psi reduces the expres- sion to; I = 13026 D (8) Table 2: lag Bolt Design loads, Formula s• Pilot Maui. Diem. 1. Pao. 5 '/a 22" 7300 Ve 'Ye 25'/a" 9950 1 1 29" 13050 11/4 ')is 33" 16500 11/4 '$a 36W 20375 (7 'ThenretIcat values, uruupporled by lasts, su tax). Con. (ltmalian by Hold testing Is tecommenNI. The values of Table 2 represent po- tential design values arrived at by a simplistic approach which has not been confirmed by test. In contrast the values of Table 1 are supported by the test program that developed the lag bolt design values. Comparison of Table 1 and Table 2 shows that an ap- proximate increase of 00 percent in penetration has increased the design load approximately 80 percent. The single Strona test appears to indicate that the Table 2 values are acceptable; however, a single test is not necessar- ily reliable. Tine val should be contirnecd by field teal_ for an aclunT lnslalIaUon. Adhesives may help It Is possible to envision end connec- tions in which the connector is in- serted in oversize holes with a suitable adhesive to bond the connector to the wood. No test data are known on the use of such adhesive techniques for placing anchors in the end grain of a Questions? t «3i Call AWI'I toll tire, prompt answer service 800 336 0148 pile. The same approach used to de- velop Formulas (7) and (0) for lag bolts can be developed for connection utilizing rebar and adhesives: f, rr Uh L = f, 7T U (9) Where f,,, wood shear strength; D diameter of the hole; D„ diameter of reinforcement; f„ ultimate strength of rebar; and L, depth of hole. Utilizing f = 650 psi, a lower limit for most wood shear strength, and f, = 40,000 - psi for Grade 40 reinforcement, and assuming that Dh approximately equals D„ the fonr►ula reduces to: 1. = 15.3D, (9a) A minimum embedment of 15.3 diameters is needed to develop the bar capacity provided the adhesive has a minimum shear and bond strength of 650 psi. Utilizing the same factors of safety as wore previously applied to lag bolls yields a formula for design load with Grade 40 bar: P = 6094 1) (10) Applying different factors of safety to the wood /glue bond end to the rein- forcument as for lag bolts yields Pillow = 10039 D (11) Formulas (10) and (11) represent a suggested design approach which, among other factors, depends on the availability of a suitable adhesive. The problem is not a simple one because the adhesives that have been used for structural connections have not been widely tested on wood with a high moisture content. Wood piles will have high moisture content. Wilkinson (Ref. 6J for exam- ple, reported moisture contents in small specimens cut from kiln -dried and treated Southern pine piles in the range of 25 to 37 percent. This same study found the moisture content of green, untreated Southern pine piles ranged upward to 90 percent while the moisture content of creosote treated Southern pine and Douglas fir ranged as high as 118 (percent and 122 percent respectively. Uplift connections using adhesives have considerable appeal, but it does not appear that they can be currently specified until considerably mom research information has been developed. Information for the design of side fasteners employing bolts or bolts and shear plates is readily available (Refs. 3, 7) and will not be discussed here, Tests by the State of California [Ref. 0) explored a shear plate connection and three other methods of side attach- ment. Each test specimen was so con- structed that two pile anchors were tested simultaneously in each of three tests, a total of six anchors of each typo, all designed for a minimum ultimate uplift capacity of 36 kips. Current practice assigned the shear plate connection a design allowable of 14 kips. Out the ultimate capacity de- termined by the tests was 69 kips. Slip between pile and cap was less than 0.01 -inch to a load of 47 kips. Details of the connection are shown in Figure 1. The second anchor type tested uti- lized hardened rectangular nails driven through prepunched holes in 1 /4 -inch plate. The minimum ultimate capacity was set at 120 kips. Load /slip characteristics varied widely botwebn specimens; however, slip was less than 0.01 inches up to 56 kips. The Ca- nadian developed nails, commonly re- ferred to as gluten' rivets, are not cur- rently available from any US supplier, Some cases of stress corrosion had been reported in Canadian use of these nails In exposed glulam. That, coupled with lagging demand resulted in sub- sequent withdrawal from the US market. The metallurgical composi- tion for the nails has been changed and they are now available in Canada to the new specification. The connection tested is shown in Figure 2. This was reported by the State of California as a patented anchor, . Please )urn to Dlektnann pop. 40 FIN. I, le(b Shows a 14 -kip shear plate connection itlal lestnd to in ultimate capacity of Sa kips. Fig. 2, right: Patented connection using Nlulain rivets. a tss►L•I A•A • n - . 1".1 Lt. ►wll., •1 bta..a.dt. 06110 1 •11. 11 .. ,1.11. L ,.,,...r r,,. AIL-AUG leitOt .. 70 lulus L ,nti n u td from page. 20. thinness.) Heavier rigs are often needed to handle the weight of the mandrel. Shell -up holes are needed and often become quite an expense. Precast riles Generally these piles are subject to climate, or in the case ore covered cur- ing place, the bed length becomes crit- ical. Generally due to the weight and shape of each pile, not many can be loaded on a truck, and further, each has to he handled separately. The pile is not as obstruction prone, due to its mass, and maintains its integrity perhaps better than any other. Longer, slender piles require two pick -up points. As in the case of all piles, waste is an unwanted item due to the splicing expense. Splices can be made and are generally structurally acceptable except in tension. A driving cap generally has to be i poured into the pile, due to the inabil- ty of concrete to lake impact. The pile, when completed can be made part of the structure itself, either remaining below or above the ground. Other piles Other types of piles could be dis- cussed, but suffice to say that once the above is known and understood, then logical con pro and con can be made regarding all the other pile choices. Code requirements Something should be clone toward standardization of the pile sections of all building codes. Situations should io changed which permit a timber pile n Miami to support 36 tons (without a oad test) while in Chicago only 25 oils. [See the 70 -ton design load for highway overpasses, Winnemucca, Nevada, elsewhere in this issue.) nspeclion Once the engineer has made his choice based on economics, structural ability, code requirements, pile availability, and field problems of installation, what does he do but place an inexperi- enced, possibly non - technical person on the job to "insure" that the pile, which he has spent hours to choose, Is installed properly. Or, as In the case of New York City, the code gives to the contractor the job of inspecting his own work. Or, which is often the case, no inspection is required for this all - important part of the project. I believe that not only must pile in- spection exist, but that then should be trained toward this end, to be the eye of the owner and a helpful eye for all con- coined, an asset to all, enabling en- gineers to choose properly, contractors to drive properly, and everyone to sleep properly after the job has been completed. Summary The choice and installation of piles has long been considered a necessary evil, the end result of which is a foundation that is buried, not seen, and rarely dC COFIGEFO i1 woo ai)IGt known by the occupants of the struc- ture. Owners often would rather spend their extra time and money on fixtures, carpals, or appliances. Their attitude toward a pile foundation is simply to make the apparent choice, bring in the driver, and hurry up and get it over with. Often the choice is one of expe- diency, one of simply looking into a handbook, spending ton minutes to- ward that choice, and writing a con- tract. I submit that extreme care on the drafting board, time for proper subsur- face investigation and review, bring- ing in the consulting talent both for a knowledgeable choice and proper treatment of the terminology in the bidding documents, and finally pro- viding the proper inspection, can and will save the owner funds. If these things are done, not only can lie place those fixtures and appliances he de- sires, but he can also pass the savings on to the ultimate occupant, the pub- lic. a Diekmann Continued from pose 33. The third anchor typo consisted of two, No. 4 reinforcing typo and four, No. 6 reinforcing bars placed around a notched pile end, Slip was less than 0.01 -inch up to 42 kips. The ultimate load was set at 63 kips. Retails of this connection are shown in Figure 3. Of the tested connections, the State of California found this one to be the cheapest and easiest to install. Unfor- tunately only the single configuration was tested so that designs for other capacities are not available, The cuts, made to shape the pile butt, may ex- f pose untreated material that must be ield treated in accord with AWPA Standard M4. Bored holes and the pile butt must of course be similarly treated. The fourth wood pile connection represents a combination of both end and side connection. This anchor con- sisted primarily of two, 3 /4- inch - diame- ter by 30 -inch long hooked rods ex- tending through 45° drilled holes in the pile. Rods are fastened with nuts utilizing either a washer or a steel angle as the bearing plate for the nut. Tim minimum ultimate capacity was set at 32 kips. Failure was typically ab- rupt without appreciable slip. The connection tested, shown in Figure 4, is a patented anchor. The connections discussed have carried the concrete no more than eight inches below the top of the pile butt in the interests of construction economy. Extension of the concrete farther down the pile below the butt would permit the installation of ad- ditional shear plates, installation of dowels horizontally through the pile, or tenoning the sides of the pile, among other possible equal or higher capacity connections. The subject has by no means been fully explored and further research will doubtlessly open up other design approaches. a References 1. Wood Handbook (USDA Agr. H.ndb 72, rev.) 11S Government Printing Office, Washington, 1974. 2. eddwin, Edwin II .. "flowto Design pll. Ceps toRe. .I.t Uplift." Pile Foundation.: Knnw•Ifow, American Wood Preserver. Institute, Otiuber. 1969. 3. Nulluna) Design Specification for Wood Construe.. Dun. National Fates! Products Association, Washington, 1977. 4. Slums, Louis I., Letter report, John Shone & Son, Pomona, 1989. 5, D2555 Clear.Wood Strength Values, Establishing. American Society for Testing end Meterld.,Philul.lphte, 1977. 6. Wilkinson, Thames 1... Strength Evaluation of Round Timber Pl FP1.101, U.S. Pared Products Lebo- 'story, M.dlson, December. 1966. 7. Timber Construction Manual. Ametic.n institute of Timber Construction, Iohn Wiley a Son., Inc., New York. 1974. 6. horn. M. W., Stewed, C. F. and Roulw.re, R. 4., Cnpucily of Pile Anchor, Final Report, Mids. Depart• ment.Lsteornl. nlvi.lonof Illghweye,Sect.mnlo,1973. Fig. 3, left: Connection developed nliltnale load of 63 kips. California found II la ha the cheapest and easiest to Install. Fig. 4, right: A patented anchor lasted In minimum ultimata capacity of 32 kips. • „� ALT M„M •l r,,. * • ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. 9UO29 SUBJECT JOB NAME f(Mr►Ke 0/11 Elk OnF f 0Anv1 1 +.)G C. SHEET DI OF ,. N CNAu Grp Ci�UrlL vice. v/ 12€CMIO 0/J au -PC-A By Pis & . BEAM.,A4 MAIN SPAN= 42.00 815111 CANT= 9.110 UNIFORM LOADS (kill MAIN SPAN= 1.36 RIGHT CANT= 1.48 R left. _ 21.1 H right = 77.3 H left DOES NOT INCLUDE ADJACENT BEAM RFACIIIIN Maax (ft-ki1151= 311.7 Vaax (kips). 41.3 E= 1800 Ib= 2.76 Fv :.169 MIIMFNIS CINIFN SPAN: 164.3 NIGHT CANT- 311.7 SHEARS EACH SIDE OF SUPPORTS 21.1 36,0 41.3 BEAM DEFLECTION Lux Ih Xeax Iv 3 I/O 1 02.5 0.14 0.4/4 0.985 5 1/0 1 55.5 0.20 0.60Y 0.9/7 6 3/4 X 43,5 0.44 0.132 0.983 8 3/4 1 34.5 0.69 0.074 0.903 I0 3/4 130 0.85 0.925 0.932 BEAM..A5 LINITH= 37.0 UNIFORM LOADS= 1.48 klf Mllt-kips/: 264.3 V(kips)= 20.0 E= 1800 Fb= 2.16 Fv= .189 BEAM DEFLECTION hag Ib ham Iv 3 1/8 1 55.5 0.05 0.647 0,961 5 1/0 1 40.5 1.33 0.935 0.079 _ 6 .1/4 1 34.5 1.64 0.960 0.608 8 3/4 130 1.92 0.91.4 - - 0.734 10 3/4 X 27 2.14 0.951 0,674 BEAM..A6 101 CAW 9.00 MAIN SPAN= 42.00 RIGHT CANT: 0.00 UNIFORM LOADS Iklll LEFT CANT= 1.40 MAIN SPAN= 1.36 R left = 77.3 N right = 21.1 H right DUES NUI INCLUDE ADJACENT DEAR REACTION ham (11- kips): 311.7 Vim Ikips)= 41.3 E= 1600 FA= 2.76 Fv= .189 MUIIFNIU....lFFT CANT: 311.7 CENTFR SPAN= 164,3 SHEARS EACH SIDE OF SUPPORTS 41.3 36.0 21.1 .-. BFAM UFFIFL'110N xaax lb 'hoax iv S 1/8 1 02.5 0.14 0.474 0.903 5 1/0 11 55.5 0.20 0.601 0.977 6 3/4 1 43.5 0.44 • - 0.732 0.903 8.3/1 1 54.5 0.69 0.074 0.903 10 3/4 1 30 0.85 0.925 0,932 DATE 2-27-90 • ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. 9°°29 Joe NAME oc.rrl't Cftiir e PF7AIL. 711 SUBJECT 1UOF FPAI C7G�'S @ (7f 1 r' BEAM..aI MAIN SPAN= 42.00 RIbOt CANT= 7.00 UNIFORM I (klfl MAIN SPAN= 1.25 RISHI CANT= 1.25 R left = 21.2 R right = 66.2 H left DOES NOT INCLUDE ADJACENT BEAM REACTION hoax (ft- kips)= 213.5 Viax Iktps)= 34.9 E= 1000 Eh= 2.76 Fv= .109 MOMENTS CENTER SPAN= 119.2 RI611T CANT= 213.5 SHEARS EACH SIDE OF SUPPORTS 21.2 31.3 34.9 BEAM DEFLECTION X.ax fb Xiax Tv 3 1/0 1 70.5 0.29 0.437 0.992 5 1/8 148 0.55 0.546 0.964 6 3/1 N 37.5 OM 0 . 6 43 _ 0.97( 0 3/4 1 SO 1.33 0.119 0.960 10 3/4 1 24 2.11 0.965 0.996 BFAM.. a2 I FNIiIH= 41.0 UNIFORM 1OAOS= 1.25 kIf 11111-kip0= 273.0 Vlkips)= '16.1 E= 1000 Eh= 2.16 Fv= .189 BEAM DFTI Tax fh Xmax 1v 5 1/0 1 52.5 1.21 0.9/4 0.999 5 1/8 1 40.5 1.60 0.966 0.030 6 3/4 X 34.5 2.01 0.992 0.168 8 3/4 1 31.5 2.09 0.900 U.6511° 10 3/4 12! 2.71 0.908 0.637 BEAM..a3 IFFI CANT= 7.00 MAIN SPAN= 42.00 HIIiIIT CANT= 0.00 UNIFORM LOADS (k111 LEFI CANT= 1.25 MAIN SPAN= 1.25 R Iefl = 66.2 H right = 21.2 H right DOES NOT INCLUDE ADJACENT BEAM REACTION Meax (It- kips)= 213.5 Vail Ikipsl= 34.9 E= 1800 Eh= 2.76 Fv= .109 MUMENIS....IEFI CAN1= 213.5 CENTER SPAN= 179.2 SHEARS EACH SIDE. OF SUPPORTS 34.9 31.3 21.2 'AM DEFLECTION ham lb X.ax Iv .i I/O I /0.5 0.29 0.437 0.992 5 1/11 1 111 0.55 0.546 0.9/.1 6 3/4 1 31.5 0.08 • ' . 0.663 0.971 8 3/4 13U 1.33 0.179 0.960 10 3/4 124 2.11 0.965 ' 0.996 'DATE < - 2.7 qp SHEET E2 OF BY PII.ILV. FEB REPRIIME u N3 - 61990 41 & DES!1LV0,1NC. 6 A.Alic6.4-trra._ ear A,L PrtY' Q.o f5P-21" SC14-orvatAD 6 1-012m 2Ar I &-(L a tr-covno 14.5 RECEIVED CITY OF TUKWILA FEB 0 1 1990 PERMIT CENTER y�qo BUSH, ROED & HITCHINGIS, INC. CIVIL ENGINEERS S LAND SURVEYORS RNTTLi, 3414JII34O1ON 3234144 Joy 6954.3 II 2q 110 1-1P3 4 r S i �rh.. -rte : Q t 97)v tsl l tc I ,. I. I,I Gk= Cl /\- g O IIS ocAe.,i)JA.L. C FAOTarz ,I - l • k Fog.. 1 PA i Sro rot A : ? ► I Ate S For- SITE- 0 'IS C I, 1 Z I J O i5S CCS 1 � "ME. Ill_ W I LL UT I t-12g TW o 1) LT5t4TI oil O e T 61‘m. 1)RO �5 4-DrA 2v ." @ tLU C orz�.c2 L i `To 2.0 G 6c_ core. &L 114 400 LF 0,5 N.& 4.1 1UL- CO , 4.14 pra U LOc..tT1 13 01 Cr S I - - l n + 4°0 = 19 .S wi yr c, o,..� C oo ) 7 . so11M U) I e NcivziLs (lo W t LL see.V r a,(4- ac...s • Coo "%) &UTh Sr12,1A Qpds� QA, (Q..50) = 0135(0,3)= o sit cC o b 40 Y 2520 T' a , 64(o 0 c.cs = -ZS. — CZ 4 K52° (71.5) -- 4o (o •19 )(1 1.3) z 1 S 4(o c gs tic, Vr = C = 15444 0 16a - ��n 69o•Sc clot: 4Z" G 942 cec/L bcS 44-r 3b e Tot cr'' /L _ 28 cc oR 59o•Scc- k. QA,40 (ono) = 0 ,3s (0 !1) = 0 , 2.4 ccs co .0 n A ,z4 - t'Dc's --T. -2.c+ pi = v\I Cho :10 '2 lo "r +2s 252o CT -40(01403 - 119 - ZS V tkc IS ?51,4'1 >(U w84 Gc. IZD LF ciee 9 ►(02cc /L 4c7 LF 4„?; C 1V 7cCiLF LF 3e'`G 1,n1c�f 4 )VP 12, a,3cc /VF 2 (90 cF 2084 -4. am 3 /1 ISIS cFs Irc. . 114ti =1S13 OUtEket l = 2311 CD.*• 0.11 ce. Q� o,(I o,6z 2 h a 1402. (0414-(4-4-) 12.1 f 1 L� Ca.t.couvr c 02,LizoLmt4 O,009S 6r Ca 'L MY Nue 1os1 dvegirtow= 2(, 4-S Q� O, a : _ = OiOza...( .6,-1.1Fiv, 14° # 1/(.04 4 i4WS) 4‘) 4Litd ddr("122.1) O Korl 4, 2 Ire Z3. ?-16 13 =5,4- _ r 1009T) .. p I 1 Pr 11 in 1 3 /& Q m . 0,24 h = t(.44 -41 : 4.,-i' **** STORM WATER HYDROLOGY **** Runoff b Rational Method STEEL EQUATION COEFFICIENTS: K = 31.01 b = 9.1 WATERCOURSE TYPES: 1 FOREST w/ HEAVY GROUND LITTER 2 MINIMUM TILLAGE CULTIVATION 3 SHORT GRASS PASTURE & LAWNS 4 NEARLY BARE GROUND 5 GRASSED WATERWAY 6 PAVED AREA 7 OTHER ********** SOUTH SYSTEM INIT Tc = 5.20 min INIT 2AC = 0.00 OVERLAND FLOW: RUNOFF: POINT CB 2 TO DETENTION Tc AREA 2AC I Q DESIGN ✓ DESIGN 5.20 min O .32 acres O .90 O .29 2.17 in/hr O .62 cfs 3.52 ft/sec PIPE: INVERT IN = 21.30 ft INVERT OUT = 21.00 ft LENGTH = 8.00 ft 0.024 DIAM = 12.80. in SLOPE = 3.75 % O FULL = 3.74 cfs • V FULL = 4.76 ft/sec FLOW TIME = 0.04 min POINT CHECK OUTLET Tc = 5.24 min AREA = 0.19 acres C = 0.90 IAC = 0.46 I = 2.16 in/hr O DESIGN = 0.99 cfs V DESIGN = 1.63 ft/sec PIPE: INVERT IN = 18.30 ft INVERT OUT = 18.25 ft LENGTH = 15.00 ft 0.024 DIAM = 15.00 in SLOPE = 0.33 O FULL = 2.01 cfs ✓ FULL = 1.64 ft/sec FLOW TIME = 0.15 min *x:i.:x STORM WATER HYDROLOGY 'K *:X* Runoff by Rational Method STEEL EQUATION COEFFICIENTS: K = 31.01 b = 5.1 WATERCOURSE TYPES: 1 FOREST w/ HEAV''i GROUND LITTER 2 MINIMUM TILLAGE CULTIVATION 3 SHORT GRASS PASTURE & LAWNS 4 NEARLY BARE GROUND 5 GRASSED WATERWAY 6 PAVED AREA 7 OTHER * * * * * * * * ** NORTH SYSTEM INIT Tc = 7.00 min INIT EAC = 0.15 OVERLAND FLOW: RUNOFF: POINT CB12 TO CB11 Tc AREA C ZAC I Q DESIGN ✓ DESIGN 7.00 min O .15 acres O .90 0.29 1.93 in /hr 0.55 cfs 2.77 ft /sec PIPE: INVERT IN = 25.80 ft INVERT OUT = 23.40 It LENGTH = 120.00 ft n = 0.024 DIAM = 8.00 in SLOPE = 2.00 % Q FULL = 0.93 cfs ✓ FULL = 2.65 ft/sec FLOW TIME = 0.72 min POINT C811 TO CB10 Tr AREA C 2AC I Q DESIGN V DESIGN • PIPE: INVERT IN = INVERT OUT = LENGTH = n = DIAM = SLOPE _ Q FULL ✓ FULL FLOW TIME _ POINT CB10 TO CBS Tc AREA C. :.AC I Q DESIGN V DESIGN PIPE: INVERT IN = INVERT OUT = LENGTH = n = DIAM = SLOPE _ Q FULL = V FULL FLOW TIME _ POINT CB9 TO CB7 Tc AREA C `AC I Q DESIGN V DESIGN (07-1 7.72 min 0.51 acres 1.00 0.80 1.84 in /hr 1.47 cfs 2.70 ft /sec 23.40 ft 23.20 ft 20.00 ft 0.024 12.00 in 1.00 % 1.93 cfs 2.46 ft /sec 0.12 min 7.85 min 0.18 acres 1.00 0.98 1.83 in /hr 1.78 cfs 2.79 ft /sec 23.20 ft 22.80 ft 40.00 ft 0.024 12.00 in 1.00 %: 1.93 cfs 2.46 ft /sec 0.24 min 8.09 min 0.98 acres 1.00 0.98 1.80 in /hr 1.77 cfs 2.79 ft /sec PIPE: INVERT IN = 22.80 ft INVERT OUT = 21.90 ft LENGTH = 90.00 ft n = 0.024 DIAM = 12.00 in SLOPE = 1.00 Q FULL = 1.93 cfs ✓ FULL = 2.46 ft /sec FLOW TIME = 0.54 min t r 4 POINT C67 TO CB5 Tc AREA C • MAC I Q DESIGN ✓ DESIGN F'IF'E: IN.,ERT IN = INVERT OUT = LENGTH = n = DIAM = SLOPE Q FULL = ✓ FULL FLOW TIME _ POINT CB5 TO CB4 Tr_ AREA C 2 A C I J Q DESIGN ✓ DESIGN PIPE: INVERT IN = INVERT OUT = LENGTH = n = DIAM = SLOPE Q FULL = ✓ FULL FLOW TIME _ POINT CB4 Tc AREA C MAC I Q DESIGN ✓ DESIGN 8.88 min 0.46 acres 1.00 1.68 1.72 in /hr 2 89 cfs 2.39 ft/sec TO Eli 24I N CULV PIPE: INVERT IN = INVERT OUT = LENGTH = n DIAM SLOPE Q FULL ✓ FULL FLOW TIME 8.36 m i n 0.27 acres 0.90 = 1.22 1.78 in/hr 2.16 cts 2.19 ft/sec 17.70 ft 17.35 ft 68.50 ft O .024 36.00 in O .50 25.54 cfs 3.62 ft/sec 0.52 min 17.35 it 16.71 It 129.25 ft O .024 36.00 in O .50 %: 25.54 cfs 3.62 ft /sec O .90 min 9.78 min O .15 acres O .90 1.81 1.64 in /hr 2.98 cts 2.50 ft/sec 16.71 ft 16.66 ft 10.00 ft O .024 24.00 in O .50 >.' 8.66 cfs 2.76 ft /sec O .07 min * *:f:* STORM WATER HYDROLOGY * * ** Runoff br Rational Method STEEL EQUATION COEFFICIENTS: K = 31.01 b = 9.1 WATERCOURSE TYPES: 1 FOREST w/ HEAV'r GROUND LITTER 2 MINIMUM TILLAGE CULTIVATION 3 SHORT GRASS PASTURE & LAWNS 4 NEARLY BARE GROUND 5 GRASSED WATERWAY 6 PAVED AREA 7 OTHER * *43* * * * ** BUILDING A INIT Tc INIT MAC _ OVERLAND FLOW: RUNOFF: POINT CD8 TO CB7 Tc AREA C `AC I Q DESIGN ✓ DESIGN PIPE: INVERT IN = INVERT OUT = LENGTH = n = DIAM = SLOPE _ Q FULL V FULL FLOW TIME _ 5.00 min 0.27 acres 0.90 0.24 2.20 in /hr 0.53 cfs 2.75 ft /sec 5.00 ruin 0.00 22.70 ft 21.70 ft 50.00 ft 0.024 8.00 in 2.00 % 0.93 cfs 2.65 ft /sec 0.30 min � , ==================================================== === PROGRAM : General Frame Analysis v1.27 PAGE NO. ELEMENT INFORMATION ELEM NE PE ELEM BETA PROP NE PE NO NODE NODE LENGTH ANGLE TYPE HINGE .HINGE Units : Ft Deg ' 1 1 4 8,000 90.00 2 2 4 7 7'. 000 90.00 2 3 2 5 8.000 90,00 .:, 4 5 0 7.000 90.00 2 5 � 6 G.000 90.00 2 6 6 9 7.000 90°00 2 7 4 5 28.000 0.00 3 Y Y 8 5 6 28.000 0.00 3 Y Y 9 7 5 28.862 -14.04 3 10 5 9 20.862 14.04' 3 11 7 8 20°000 0.00 1 Y Y 12 8 9 213.000 6"00 1 Y Y PROPERTY INFORMATION PROP SECTION NO NAME MODULUS AREA I DlST 1 5 1/8 X 21 6LB 2 W14 X 38 3 TS B X B X 1/4 BRACE Units : K /In 2 1n2 1000.00 107.630 29000,00 11.200 29000.00 7.590 1114 3955.200 385.000 75.100 Ft � NODAL :LOAD INFORMATION REC LOAD LOAD PX PY M Ni) CASE TYPE DX DY BETA PROGRAM ; General Frame Analysis v1.27 PAGE NO. ENGINEERS NORTHWEST ' TIME : Mon Apr 11 16:44:01 198E JO8 : GOUTHCENTER RETAIL I1 RUN : FRAME FOUR BUILDING A Description : SEISMIC Node List : 708,9 1 1 FORCE Units : K K • Ft-K Ft Ft Deg 7.03 0.00 0.00 � == == PROGRAM : General Frame Analysis v1,27 PAGE NO. Z ENGINEERS NORTHWEST TIME : Mon Apr 11 16:44:10 1988 008 : SOUTHCEN'[ER RETAIL II RUN : FRAME FOUR BUILDING A ============ ============================= =================== ================== LOAD NODE COMB NO DX DY ROTATION LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 1 NODAL DISPLACEMENTS (]nits : In In Deg 1 0.0 0.0000 - 0"2B98 2 0.0000 0.0000 -0.3119 � 0.0000 ().0000 -0°2898 4 0,3900 0.0017 -~0.1330 5 0.4193 -0,0000 -0,1269 6 0.3900 -0.0017 -0"1330 7 0.4565 0.0031 0.0091 H 0,4692 -0.0000 0.()124 9 0.4565 -0.0031 0.0091 2LEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL D]ST ====================================== UniLs u K |( K -Ft K -Ft /In LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 Ft 1 1 1 5"6491 6.6.131 0.0000 4 5.6491 6.6331 ' 53.0648 - 0.0337 4.62 1 4 5.6491 -7.3124 53.0648 7 5.6491 -7.3124 1.87194 -0.0266 2.99 1 2 -0.0000 7"8238 -0.0000 5 -0°0000 7.8238 62.5903 -0.039R 4.62 4 1 5 -'0.0000 ~7.6930 53,8567 8 -0.0000 -7.6938 0.0000 -0.0262 2.96 5 1 3 -5.6491 6.6331 0.0000 6 -5,6491 6,6331 53.064B -0.0337 4.62 6 1 h -5,6491 -7.3121 53.064[] 9 -5°6491 -7.3124 1.8784 -0.0266 2.99 ' - & PROGRAM : General Frame Analysis v1.27 PAGE NO. 4 ENGINEERS NORTHWES'[ TIME : Mon Apr 11 16:44:17 1.900 JD8 : SOUTHCENTER RETAIL II RUN x FRAME FOUR BUILDING A ELEMENT REPORTS EL6M LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 7 1 4 13,9455 0.0000 0.0000 5 13.9455 0.0000 0.0000 . 0 1 5 -13.9455 0.0000 0.0000 6 -13.9455 0.0000 0.0000 9 1 7 -22.4263 -0,2164 1°8784 5 -22,4263 '~0" 2164 -4.3668 0.1170 18,80 10 1 5 22.4263 -0.2164 4.3660 9 22.4263 -0"2164 -1°8784 -0.1170 10.06 11 1 7 7.3619 0,0000 0.0000 • 0 7.3619 0.0000 0.0000 12 1 g -7.3619 0.0000 0.0000 -7.3619 0.0000 _ 0°0000 • NODE LOAD ND COMB P Units : K • K R E A C T Cl N S PY MOMENT =========================== K - 1 1 6.6331 5.6491 0.0000 2 1 7°0238 -0.0000 -0.0000 3 1 6.6331 -5.6491 0.0000 ___________ ��� 1 11 5 r21 1 4 1 " U44xi8 1 JOB ID: SOUTNCENTEN RETAIL II 6 enc 8 17 C-11451(2,1 l■-■ la—kpl SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT NI % I f 19 1990 crry OF TUKvVILA PLANNING DEPT. SOUTHCENTER RETAIL PARCEL Tukwila, Washington RI1TENHOUSE-ZEMAN & ASSOCIATES Prepared For Mr. Robert H. Schofield 4212 Hunts Point Drive Bellevue, Washington W -6407 October, 1989 RZA 11 Geotechnical & Environmental Consultants RZA r 13 October 1989 Mr. Robert H. Schofield 4212 Hunts Point Drive Bellevue, Washington 98004 Subject: Subsurface Exploration and Geotechnical Engineering Study Southcenter Retail Parcel Tukwila, Washington Dear Bob: RITTENHOUSE -ZEMAN & ASSOCIATES, INC. Geotechnical & Environmental Consultants 1400140th Avenue N.E. Bellevue, Washington 98005 -4594 (206) 746- 8020 /FAX (206) 746 -6364 We are pleased to present herewith a copy of the above referenced report. This report presents the results of our subsurface exploration and geotechnical engineering study relative to the foundation and construction considerations for the proposed retail development. Authorization to proceed with this study was provided verbally by Mr. Bob Schofield. We appreciate this opportunity to be of continued service to you and we would be pleased to discuss the contents of this report or other aspects of the project with you at your convenience. Respectfully submitted, f N) Gv: 1 ..°c, Kurt W. Groesch, P.E. Associate W -6407 Subsurface Exploration and Geotechnical Engineering Study Southcenter Retail Parcel Tukwila, Washington Prepared for Mr. Robert H. Schofield 4212 Hunts Points Drive Bellevue, Washington 98004 Prepared by Rittenhouse -Zeman & Associates, Inc. 1400 - 140th Avenue N.E. Bellevue, Washington 98005 October 1989 W -6407 1.0 SUMMARY 2.0 .PROJECT DESCRIPTION 3.0 SURFACE CONDITIONS 3.1 Subsurface Conditions 5.0 CLOSURE TABLE OF CONTENTS W -6407 Page 1 3 3 4.0 CONCLUSIONS AND RECOMMENDATIONS 4 4.1 Site Preparation 4 4.2 Structural Fill 6 4.3 Pile Foundations 7 4.3.1 Pile Installation 8 4.3.2 Lateral Loads 8 4.5 Drainage Considerations 9 Figure 1 - Site and Exploration Plan Appendix A - Subsurface Exploration Procedures and Logs SUBSURFACE EXPLORATION SOUTHCENTER RETAIL PARCEL TUKWILA, WASHINGTON W -6407 1.0 SUMMARY The proposed project construction is considered feasible with respect to the subsurface conditions encountered at the project site. A brief summary of the project geotechnical considerations is presented below: o Our subsurface exploration program consisted of a series of backhoe excavated test pits along the west property margin and western portion of the site supplemented by a series of Dutch cone penetrometer probes. On -site data regarding existing site conditions was supplemented by the results of an adjacent study to the south, our report W -5437. o Subsurface conditions disclosed along the west margin of the proposed building and the test pits were quite variable. Interbedded soft silts and organics were disclosed at the location of test pit TP -1 while test pits TP -4 and TP -5 encountered medium dense, gravelly silty sands near the proposed footing elevation. Extensive deposits of organics, soft material, decomposed wood and other highly compressible materials were disclosed at the location of the other test pits excavated for the project. o Deep explorations, consisting of Dutch cone penetrometer probes generally disclosed interbedded soft clays with organics, loose sand deposits with probe refusal noted generally in the range of 30 to 35 feet below existing site grades. Based on the adjacent explorations we anticipate the deeper native deposits present at depth will likely consist of very stiff to hard silt soils. o Owing to the extensive thickness of compressible deposits and the random distribution of organic soils below the site, significant total and differential settlements should be anticipated associated with the filling of the project site. Based on subsurface conditions encountered, and the variations in thickness of the highly compressible organics and soft materials encountered, we recommend the proposed structures and floor slabs be supported using treated timber pile foundation. The treated timber piles should be driven into the very stiff to hard silt layer located between 25 and 35 feet below existing site grades at the location of our explorations. Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 2 o It may be possible to support the northernmost portion of the westerly building using spread foundations. Based on site topography, and the results of our test pit exploration program, it appears that the northern half to one - third of the westerly building line may be supported by spread footings. The transition point from pile to spread footing support in this area could be evaluated in the field once construction begins. This summary is presented for introductory purposes and should be used in conjunction with the full text of this report. The project description, site conditions and our design recommendations are presented subsequently in the text of this report. Exploration procedures and logs are presented in Appendix A. 2.0 PROJECT DESCRIPTION The project site is located on the west side of Southcenter Parkway in Tukwila, Washington. The site is presently occupied by a residence, garage and several small outbuildings. The proposed development will consist of two retail structures with their approximate orientation shown on the Site and Exploration Plan, Figure 1, attached to this report. Site grades will fall from approximately a planned floor grade of 28 feet for the westernmost building and site grades will match that of the adjacent Southcenter Parkway along the east margin of the proposed development. The purpose of this study was to establish general subsurface conditions from the site from which conclusions and recommendations for foundation design and construction could be formulated. Scope of work consisted of the field explorations, geotechnical analyses and report preparation. In the event of any changes in nature, design or location of the structures, the conclusions and recommendations contained in this report should be reviewed and modified, if necessary, to reflect those changes. This report has been prepared for exclusive use of Mr. Bob Schofield, for specific applications to this project in accordance with generally accepted engineering practice. Site conditions were evaluated in October, 1989. The surface and subsurface conditions are described below, while the exploration procedures and detailed interpretative logs of Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 3 the explorationaccomplished for this study are presented in Appendix A. The approximate locations of the explorations are indicated on the Site and Exploration Plan, Figure 1. 3.0 SURFACE CONDITIONS The project site was actively farmed at the time of our exploration program. The southern portion of the site was cultivated land, while the house, garage and several outbuildings occupied the northern half to two- thirds of the parcel at the time of our site work. Site grades appear to be on the order of 4 feet below the elevation of Southcenter Parkway. Along the west margin of the property site grades were somewhat higher. The drainage ditch crossed the southern third of the parcel and was carried via a culvert to discharge into a ditch along the north property margin. Horizontal drains installed to hillside supporting Interstate 5 were not apparent along west margin of the property except at the extreme south end of the proposed development site. The flow from the horizontal drains were captured and collected and directed off -site southward in flexible hoses to the adjacent storm water collection system for the adjacent development. 3.1 Subsurface Conditions The subsurface conditions vary considerably across the proposed site. Test pits TP -4 and TP -5, which were excavated along the west margin of the north -south trending building, indicated medium dense granular deposits at or near the likely foundation grade. The other test pits and the deep explorations accomplished for this study generally disclosed loose, highly compressible organic materials within the depths explored. The Dutch cone probes generally encountered refusal resistance within a depth of about 35 feet below existing site grades. Based on subsurface conditions disclosed for the adjacent retail parcel to the south, we anticipate the native soils present at depth will likely consist of very stiff to hard silt soils. Detailed descriptive logs of the explorations accomplished for this study are included in Appendix A, together with a descriptive narrative of the exploration procedures utilized for this study. A number of the test pits and Dutch cone probes indicated the presence at a significant depth of organic clays with distinct organic zones noted at random depths throughout the deposits. Such organic soils, when loaded, undergo significant volume change as manifested by ground surface settlement. The settlement response of the organic Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 4 deposits occurs in two distinct phases. The initial or primary movement occurs rather rapidly over a period of several months. Longer term settlements, associated with secondary compression of the organic constituents can also be of relatively large magnitude and can extend with decreasing rates of settlement in excess of 20 years. Groundwater, as manifested by seepage into the test pits, was encountered at depths of 3 to 3 feet in several test pits. However, near surface materials were mottled in a number of the test pits which indicated intermittent saturation likely associated with seasonal variations in the groundwater conditions. We would anticipate the groundwater would rise to within several feet of the existing site grades during the wetter winter months. It should be noted that groundwater conditions will vary with seasonal changes, changes in site utilization, changes in off -site utilization and other factors. 4.0 CONCLUSIONS AND RECOMMENDATIONS We understand that proposed project is to consist of two retail buildings with the approximate orientation shown on Figure 1. Site grading is proposed to bring the site to the approximate elevation of Southcenter Parkway. We would anticipate significant total and differential movements would be associated with the fill placement. In order to improve the performance of fill supported pavements and utilities we recommend the construction of settlement sensitive utilities and pavements be deferred as long as possible after the initial placement of fill. In general, pile support for the proposed buildings is recommended. Evaluation of alternative spread footing support for the extreme northern portion of the westernmost building should be evaluated at the time of construction. The following sections of this report present our recommendations relative to site preparation, foundation design and construction, and site drainage. 4.1 Site Preparation We recommend the brush, vegetation and trees present along the west margin of the property be stripped and grubbed. The existing residence and outbuildings should be demolished and the debris removed from the project site. The existing utilities, underground tanks, and the septic tank should be removed or abandoned in place in accordance with local codes and practice. Existing foundations, floor slabs, debris should not be disposed of on -site as they could obstruct later pile driving operations. Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 5 We recommend that the cultivated areas be closely mowed, with vegetation removed prior to fill placement. The near surface site soils which will comprise the site subgrade prior to fill placement will be predominantly silty deposits. These soils are prone to disturbance in wet site conditions. Fill placement across silty soils in wet site conditions may require the placement of an initial thickened lift in order to provide support for construction vehicles. In very wet weather, a working surface of quarry spalls or sand and gravel may be necessary to protect the subgrade and support rubber -tired construction traffic. If the subgrade exposed by stripping or after demolition is more than several percent over optimum moisture content, at the concurrance of the geotechnical engineer, compaction of to the subgrade by prerolling should not be attempted. Rather, the subgrade should be cleaned as much as possible of loose or soft materials and a thickened layer of clean sand, sand and gravel or quarry spalls be placed before compaction is attempted. Due to the anticipated magnitude of settlement it appears advantageous to place fill on the project site as soon as possible. It does not appear that a preload or surcharge, even is extending over a period of several months, would effectively reduce post - construction settlement to allow slab -on -grade support of the proposed buildings. For that reason, it appears a general site filling operation rather than localized fill placement and surcharge in building areas would help to mitigate future settlement distress. Construction of settlement sensitive pavements, structures or utilities should be deferred as long as possible. Steep gradients should be provided for buried gravity utilities where gravity flows are to be maintained. Along the east margin of the property, existing buried utilities if present at conventional burial depths would be underlain by an extensive deposit of very soft to medium stiff clays and organic clays. The settlement response of these deposits will be slow, owing to their low permeability, and should extend over a number of years as organic zones and layers were noted in our explorations. However, the actual magnitude of increased vertical stress in the deposits below the pipes would be small, as it appears that the soils above the pipes presently are generally at or near the grade of Southcenter Parkway. As Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 6 a gross approximation, the settlement of the pipelines would be roughly equal in inches to the thickness of fill placed above the pipelines in feet. The off -site impacts of fill placement may generally be assumed to extend to a horizontal distance equal to about half the thickness of compressible deposits present below the site. 4.2 Structural Fill All fill under roadways, parking lots, sidewalks and within the building area for lateral resistance to the piles should be placed in accordance with the following recommendations for structural fill. Prior to placement of structural fill, the ground surface to receive fill should be prepared as previously recommended. Structural fill should be placed in loose lifts not exceeding 8 inches in thickness. Individual lifts should be compacted such that a density of at least 90 percent of the modified Proctor maximum dry density (ASTM:D 1557) is achieved. We recommend that a representative of our firm be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as grading progresses. The suitability of soils used for structural fill depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that portion passing the U.S. No. 200 sieve) increases, soils become increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines by weight can not be consistently compacted to a firm, non - yielding condition when the moisture content is more than about 2 percent above optimal. Based on the interbedded and highly variable nature of the compressible deposits on -site, it does not appear feasible at this time to preload building pads. In order to improve the long -term performance of fills under parking areas, we recommend that the fill in parking and building areas be placed as soon as possible and the construction of settlement sensitive utilities or pavement structures be deferred until the following construction season. We recommend the upper two feet below pavements and within the building area consist of clean sands and gravel. This recommendation is intended to provide improved subgrade support for parking areas and pavements, and to promote drainage below building areas. The upper 2 feet of fill should consist of a well graded sand and gravel Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 7 with less than 5 percent fines when measured on the minus No. 4 sieve fraction. It should be recognized that even during the summer, delays in grading may occur due to precipitation. In the upcoming wet weather months, it may be impractical to use silty deposits and attempt to compact those soils unless protracted periods of dry weather occur. If it is not practical to dry back wetted silty soils, it may be necessary to waste them off -site. We would recommend any of the on -site soils not meeting the above specifications for drainage material within building areas be overexcavated, and placed in the deeper portions of site fills below pavements. Soils used for structural fill purposes should have a maximum particle size on the order 6 inches and be free of organics or any other deleterious debris or materials. 4.3 Pile Foundations Due to the depth and compressibility of the organics, peat and soft silts, we recommend that the building and floor slabs be supported on pressure treated timber piles. We recommend that timber piles be driven on the order of 5 to 8 feet into the very stiff to hard silts interpreted to be present at depth below our excavations from approximately 25 to 35 feet below the existing ground surface. For timber piles with 8 inch minimum tip diameter, we recommend a maximum allowable vertical capacity of 20 tons. Timber piles with 10 -inch minimum tip diameter may be loaded to the maximum allowable vertical load of 25 tons. A one -third increase in this value could be used to resist transient seismic or wind loads. These allowable pile capacities have been reduced to account for down drag or negative skin friction. Negative skin friction will develop due to the downward relative movement of the sands and structural fill around the pile as the soils consolidate. We expect pile length range up to about 40 to 45 feet. Some variability in driven lengths should be anticipated, based on the Dutch cone probes. Probe refusal was noted as high as about 22 feet at the location probe P -5 and as deep as about 35 feet at the location of probe P -1. In general, it appears that deeper piles will be required along the north and east sides of the proposed buildings, while the pile lengths for the long, north -south trending building would be somewhat less. Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 8 4.3.1 Pile Installation We recommend that timber piles be driven with a diesel, air, or steam hammer having a rate energy not Tess than 15,500 foot pounds, and not more than 26,000 foot pounds per blow. In our opinion, a drop hammer would not be appropriate for pile installation at this site. Where piles are placed in groups, we recommend that the pile spacing of no less than 3 pile diameters on center be maintained. With large pile groups or clusters, piles should be driven from the center of the pile group outward. During driving, the actual pile capacity should be verified in the field, based upon the use of a dynamic pile driving formula. The piles should be driven until they reach an apparent capacity in excess of their allowable capacity to account for downdrag loads. 8 -inch tip piles should be driven to an apparent capacity of 25 tons, and 10 -inch tip piles should be driven to an apparent capacity of 30 tons. These apparent capacities include the allowance for the downdrag loads the piles will experience due to the consolidation of the organics and overlying deposits. We recommend that the installation of all piles be observed by a qualified representative from our firm. Our observer would evaluate the contractor's operation as well as collect and interpret the pile installation data. Due to variations in the density and gradation of the bearing horizon, the test pile driving program could be used to evaluate the pile driving characteristics of the site and to allow a closer determination of pile order length. 4.3.2 Lateral Loads Lateral loads imposed on the building may be resisted by passive pressure applied against the embedded portion of grade beams, pile caps and piling. We recommend an allowable passive earth pressure, expressed in the form of an equivalent fluid unit weight, of 200 pounds per cubic foot. This pressure may be applied over an area of 2 pile diameters to a depth of 6 feet. If grade beams or pile caps are embedded in structural fill, we recommend the passive pressure be utilized in design discounting the upper 1 foot to account for possible settlement in the underlying soils. Frictional resistance below grade beams or floor slabs should not be assumed. These above pressures include a minimum factor of 1.5 which is considered appropriate for the transient nature of horizontal loads applied. Mr. Robert H. Schofield 4212 Hunts Point Drive W -6407 Page 9 4.5 Drainage Considerations During the initial construction activities along the west property margin, we recommend surface water be intercepted and directed off -site to an appropriate discharge. We recommend the buildings be underlain by at least 2 feet of clean, free draining materials in order to promote drainage. In lieu of a conventional footing drain at the footing or pile cap invert elevation, we recommend the building perimeter be protected from moisture through the installation of a deepened footing or perimeter drain extending at least 3 feet below the surrounding finish grade. If soft or wet areas with spring activity, or at the location of existing horizontal drains emanating from the 1 -5 embankment to the west, those areas should be blanketed with rock or the drain's flow should be collected via tightline and directed to an appropriate discharge point. Prior to construction, all sources of surface water should be routed away from construction and building areas as much as possible. Site grades should be planned to slope away from the building. Roof and surface run -off should not discharge into the footing drain system. Rather, a separate tightline drain network should be installed or splash blocks should be used. As the settlement response of the site soils is variable and will be differential in nature, we recommend that the gravity utilities be provided with steep gradients to promote long- term performance. As some settlement between the pile supported buildings and surrounding fill supported utilities may occur, the use of flexible connections at transition points may be appropriate. 5.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations accomplished for this study. The number, location, and depth of the explorations were completed within the site constraints so as to yield the information utilized to formulate our recommendations. The future integrity of foundation depends largely on proper pile installation. The performance of pavements, and ancillary structures depends largely on site preparation, fill placement and construction procedures. Rittenhouse -Zeman would be available to provide geotechnical observation and construction observation services during the pile installation, earthwork and foundation construction phases of the project. Mr. Robert H. Schofield 4212 Hunts Point Drive It has been a pleasure to be of continued service to you. If you have any questions regarding this report or other topics, please contact us at your earliest convenience. Respectfully submitted, RITTENHOUSE -ZEMAN & ASSOCIATES, INC. Thomas Jones Geological Engineer w 1 es.ei Kurt W. Groesch, P.E. Associate KWG:ns1 ,..•••.... 4 ?l 1 ' eip, , ?.. *A t *1 4n:if:, a ;may. ,,.. , -0 .,, v. ,_ , , . '• o '4 -ss . ‘.-., -,‘,......,...., W -6407 Page 10 TP -1 P -6 •- � TP -2 APPROXIMATE LIMITS OF O TP -3 0 L PROPERTY LINE T P -5 DRAWING BASED ON PLAN BY BUSH, ROED 8 HITCHINGS, INC. DATED 10/2/89. TP -4 TP -5 PROPOSED BUILDING • P -3 ----- - - ---- 0-- P -2 TP -6 I APPROXIMATE LIMITS OF 1 PROPOSED BUILDING 1 1 I L P -4 P -1 • TP -4 TP -5 OXIMATE LIMITS OF PROPOSED BUILDING TP -3 . 1 --- - - -- i • P -5 P -3 CHINGS, INC. DATED 10/2/89. ------- - - - - -- --i P -2 I TP -6 I I I I I 1 APPROXIMATE LIMITS OF PROPOSED BUILDING �• P -4 P -1 • W.O. W -6407 BY KWG DATE OCT 1989 SCALE NOTED 0 40 80 APPROXIMATE SCALE IN FEET LEGEND TP -6 INDICATES TEST PIT NUMBER AND !■ APPROXIMATE LOCATION • P -5 INDICATES DUTCH CONE PROBE • NUMBER AND APPROXIMATE LOCATION SOUTHCENTER RETAIL BUILDING II TUKWILA, WASHINGTON SITE & EXPLORATION PLAN FIGURE 1 RITTENHOUSE -ZEMAN & ASSOCIATES. INC RZA Geotechnicul & Environmental Consultant 14(X) /40th Avenue N. E. !Bellevue. R)itsltington y,1(X)5 APPENDIX A SUBSURFACE EXPLORATIONS AND BORING LOGS APPENDIX A W -6069 Field Exploration The field exploration program conducted for this study consisted of excavating test pits and a program of 6 Dutch cone penetrometer probes. The approximate exploration locations were obtained in the field by hand -held compass and taping from site features shown on a plan provided by the project architects. The locations of the explorations should be considered as accurate as the degree implied by the method used. Test Pit Excavations Six test pits were excavated on 4 October 1989 with a rubber -tired backhoe by a local excavating contractor. Each test pit was continuously logged and observed by one of our experienced engineering geologists /geotechnical engineers. In -situ strength and quality attributes of materials encountered in the test pits were estimated by our field observer based on experience with similar soils and on the difficulty incurred during excavation. Disturbed, but representative, samples of the soils in the test pits were retrieved, classified in the field, and transported in plastic containers to our laboratory for further evaluation and classification. The depths shown on the test pit logs are approximate. The test pit logs presented in this appendix are based on the inspection of the samples secured and the field logs. Static Cone Penetrometer Probes Six static cone penetrometer probe or Dutch cone test was performed for this project on 9 October 1989 by an exploration company under subcontract to our firm. The equipment used for this test consists of a cone and friction sleeve which are advanced hydraulically by rods reacting against a drill truck. The static cone penetration test is performed as follows: 1) the cone is pushed down by an inner rod and the point resistance is recorded; 2) the cone and the sleeve are then pushed and their combined resistance is measured; 3) the cone resistance is subtracted from the total resistance to provide the frictional resistance. A direct correlation between point resistance and the bearing capacity of the soils is obtained. The relative density or consistency of the soil probed is empirically related to the cone resistance. Comparing the cone bearing capacity and the friction ration (sleeve friction /cone bearing) provides an interpretive soil classification based on the Dutch Cone soil classification chart prepared by J. H. Schmertman, 1969. The descriptive soil interpretations presented on the static cone penetrometer probe Togs have been developed by using this classification chart as a guideline. Modifications to the classifications were developed according to correlations of soil types disclosed in the boring performed on the site and careful interpretation of the probe results. The detailed interpretive log of the static cone penetrometer probe accomplished for this study is presented subsequently. :R•ZA RITTENIIOUSE -ZEA I N & ASSOC., INC. PROBE NUMBER P -1 W O W-6407 . Ccotec /111ical / Ilyrlrog'L'o1og'ical Consultants PROJECT NAME Southcenter Retail SOIL INTERPRETATION APPROX. GROUND SURFACE ELEV. LEGEND Sleeve Friction (kg /cm Cone Pressure (kg /cm DEPTH 0, 1- Q 11.1 111 1,11 ►- Li. w 2 , SLEEVE FRICTION TONS /SO. FT. 0.1 0.2 0.5 1 2 5 10 CONE PENETRATION RESIS TON /SO FT. 2 5 1 0 20 50 1n0 2 STATIC CONE PENETROMETER FRICTION RATIO Loose silty SAND - Organics - _ 5� — — 10 - - -- 15- - - 20- - 25 _- - - - 1 2 3 4 5 _ 6 7 10 13 - - - -- — — - - - - - _ - �U - 1 11 11 _ - - _ 6. . : - := Vie �� �;; _ = - ._ - _ -- -_ _ : li : __ _ .__ _ . _. - s nil � L-_ — - �� 11 ' - - - -- Soft to medium stiff clay and organic clay Organic Organic — MIN In �.. � I . • . . _ v _ - — - _ - -- --_ - _. .� ' 1 II - - - -- -- - - 1 1 _ -- • _ ' J i ll I - - Loose to medium dense SAND _ Silt layer Probe refusal `__ _ _ _ - __ - _ _ lir I - - - / — Probe completed 10/9/89• -- - .. _ -- - :R•ZA RITTENIIOUSE -ZEA I N & ASSOC., INC. PROBE NUMBER P -1 W O W-6407 . Ccotec /111ical / Ilyrlrog'L'o1og'ical Consultants PROJECT NAME Southcenter Retail SOIL INTERPRETATION APPROX. GROUND SURFACE ELEV. LEGEND Sleeve Friction (kg /cm Cone Pressure (kg /cm DEPTH 0, 1- Q 11.1 111 1,11 ►- Li. w 2 , SLEEVE FRICTION TONS /SO. FT. 0.1 0.2 0.5 1 2 5 10 CONE PENETRATION RESIS TON /SO FT. 2 5 1 0 20 50 1n0 2 STATIC CONE PENETROMETER FRICTION RATIO Interbedded loose SAND,soft clay and silty SAND Organics 1 Organic layer . Organics - _- - - =- 15 ` -'_ 20 - -_7 25- _ - 30- _ 35.. - 40 - ,--12 - ! ' -10 11 - - 1 r it . , _ _ /M — _Rani ill hi- ■i - - - • - : _ - .- _ - - . -- : � II -- ii = _ I i 1 ll _ 1 _a-- _ -- _ .� —�T L. riY ! C II Loose to median dense SAND and silty SAND Silt layer Probe Refusal . ` . I. 1 I �- • . • I • •/ : • f f i . _ - - - - _ 1 _ �= �- - -- ~ i Probe completed 10/9/89 ii i - II - - _ - - -- _ - -- . li IIZA we'dr ; RITTENIIOLISE- ZE1tIAN & ASSOC., INC. Gcatcchnicnl / Ilyrlrngeological Consultants SOIL INTERPRETATION APPROX. (GROUND SURFACE ELEV. LEGEND - Sleeve Friction (kg /cm -2 Cone Pressure (kg /cm DEPTH 0) 1- cc w w w i-• LL W 2 PROBE NUMBER . SLEEVE FRICTION TONS /SO. FT. 0.1 0.2 0.5 1 2 5 10 CONE PENETRATION RESISTANCE TON /SO. FT. 2 5 10 20 50 STATIC CONE PENETROMETER P -2 w O W -6407 PROJECT NAME Southcenter Retail FRICTION RATIO Soft CLAY Loose SAND interbed . Organics Organic Layer . - __1-s - _ ...- - 15 - 20- - 25 -- 35 -- r 45 - -__ 4 11 P I b 1 ; l 1 II li 1 111 _ ���� _ - - - _ - - - _ _ - _ _ l _ - 2 l �' • _3 , _ — _ — _ — 11 _ _ it ill - - Loose to medium dense SAND Becomes medium dense to dense Probe refusal __ - - -" '- -- - - — — _ - -- - ' Probe completed 10/9/89 8 10 -- - _ __- _- - --- 12 -- - - -13 RZA RITTENIIOLISE- ZEib1AN & ASSOC., INC. �:• GL'atrcl / llyrlrogeological Consultants SOIL INTERPRETATION APPROX. GROUND SURFACE ELEV - Sloeve Friction (kg /cm2)10 2 Cone Pressero (kg /cm`) DEPTH rc w w Ill 1- u. w 2 SLEEVE FRICTION TONS /SO. FT. 0.1 0.2 0.5 1 2 5 10 PROBE NUMBER P-3 PROJECT NAME Southcenter Retail CONE PENETRATION RESISTANCE TON /SQ FT. STATIC CONE PENETROMETER w o. W - 6407 FRICTION RATIO 4 Soft organic CLAY Sand interbed - _ -- i 10 _ 15 �- = - - 20- ` 25- - 30 - - 35_ - _I1 40_ x-12 45 1-13 -5 -10 _ _ -- . I. .. : . I 8 I S � 1 1 .. I _ 1.. _ _ - • - - 1�- - /J - ___._ ' - _ - - _ -- - _ —� - _ - —r - .•s _ Loose SAN D - _ - - - - — -- -� -_ -- - - lam. .1. Very soft CLAY and organic CLAY -- - r .. - 1 -- -- - -- ✓� _...__...__ 4` _ _ -- _ �� r 7 • ]•+ _ -___ - — J- _ Loose to medium dense SAND Soft SILT interbed w /organics Probe refusal _— y,. - -- -- - ,.� -- - --_ -____. - - -- - Probe completed 10/9/89 -- - - -- - - -- - - - _ —� - - - -- - - -._ - -- - - -- II.ZA �N; RITTENIIOUSE- ZEI<4AN & ASSOC., INC. PROBE NUMBER P -4 w,0 W -6407 radeSom Geofecll►1icaI / Ilyslrogeolo,','icnl Consultants PROJECT NAME Scu_tlicenter_ Retail SOIL INTERPRETATION APPROX. GROUND SURFACE ELEV. LEGEND -- Sioove Friction (kg /cm 2 Cone Pressure (kg /cm DEPTH N a i w j 1- u. w 2 SLEEVE FRICTION TONS /SO. FT. 0.1 0.2 0.5 1 2 5 10 CONE PENETRATION RESISTANCE TON /SO FT. I 2 5 10 20 50 100 201 STATIC CONE PENETROMETER FRICTION RATIO 8 1214 Loose silty SAND _ 10 -- -- 25 ~ - 30 35 - -11 -�- e il II =11 - . ........ i � - Loose SAND g — — di mini 1l' - - � �� 2 Interlayer loose SAND,si l ty SAND soft CLAY and organics Probe refusal � = 7111111 "OBI _711r. - 1111 III 1 i i — !1 IIIU I" - _ l O — I �III =I Probe completed 10/9/89 1 1 i i . . 1 . - _.. _ - 8 = c.. - - - _ 10 -- = — E9 I -X88 - lz - — — — - 13 RZA RITTENIIOCISE -ZEMAN & ASSOC., INC. Ceoteclutical / 11ytlrogeologicnl Consultants SOIL INTERPRETATION APPROX. GROUND SURFACE' ELEV LEGEND — Sleeve Friction (kg /cm -2 Cone Pressure (kg /cm DEPTH cn w W u w 2 SLEEVE FRICTION TONS /SO. FT. 0.1 0.2 0.5 1 2 5 10 CONE PENETRATION RESISTANCE TON /SO FT. STATIC CONE PENETROMETER PROBE NUMBER P -5 w O W -6407 PROJECT NAME Southcenter Retail FRICTION RATIO SOIL INTERPRETATION APPROX. GROUND SURFACE'ELEV. FEET m v METERS 1 SLEEVE FRICTION TONS /SQ. FT. 0.1 0.2 0.5 1 2 5 10 FRICTION CONE PENETRATION RESISTANCE RATIO TON /SO FT. I 2 5 10 20 50 100 200 400 4 13 12I. Very soft to soft organic CLAY and PEAT ■ SAND interbed 1 1 20 30 35 40 - 45 3 _ 8 40 11 12 13 - i'- III III .. 0 II� - p ___ ORM F . II 1 . 1 - � '_ 2 .... I I 1 i ; ! I iII i 1 - 11 1 - 6091.. ON - _ — :_ — ~ _ 1 - - ��. - _ Loose SAND and silty SAND • Organics ■ Becomes medium dense Probe refusal 4!;11 � I �1 116 ► :- i t" : p- _ ... _. _ ... .. . • • l_11 _ 11 Probe completed 10/9/89 LI 0 I MO I 1111 II -1 I =� 1— C MI .— ll II 1111 i _ - - � � • -- - — — _ . .. - _ - -- -- 1 1 1 LIZA Fiff RI7TENIIO[ISE- ZEA•IAN & ASSOC., INC. NEBOANom Geotecl :H!cal / llyilrogc'o!o,'ica! Consultants LEGEND - -- Sleeve Friction (kg /cm 2 Cone Pressure (kg /cm STATIC CONE PENETROMETER PROBE NUMBER P-6 w O W -6407 PROJECT NAME Southcenter Retail..— Depth (feet) TEST PIT LOGS Soil Classification W -6407 Test Pit TP -1 0.0 1.0 Soft, moist, brown SILT, roots to 3 inches 1.0 2.5 Soft, wet, blue -gray SILT 2.5 3.5 Soft, wet, black PEAT 3.5 7.0 Soft, wet, blue SILT 7.0 8.0 Soft, wet black PEAT 8.0 8.5 Medium stiff, moist, mottled, brown -gray, sandy SILT Seepage at 3.5 feet Logs below 3.5 feet Caving below 6 feet Test Pit TP -2 0.0 - 1.0 Loose, moist, brown, silty SAND (Topsoil), roots to 3 inches 1.0 1.5 Soft, moist, mottled, gray -brown SILT 1.5 - 9.5 Loose to medium dense, moist, gray, silty SAND 9.5 12.5 Soft, wet, brown, PEAT, some Togs and wood Seepage at 10 feet No caving Test Pit TP -3 0.0 - 0.5 Loose, moist, brown, sandy SILT (Topsoil) 0.5 - 1.0 Loose to medium, dense, moist, mottled, gray- brown, silty SAND 1.0 - 2.0 Loose, wet, dark brown, organic SILT with roots and wood 2.0 - 9.0 Medium dense, wet, gray, sandy SLIT Logs at 9 feet Depth (feet) Soil Classification Test Pit TP -6 0.0 1.0 Loose, moist, brown, silty SAND, minor roots 1.0 7.0 Loose to medium dense, wet, gray, sandy SILT 7.0 10.0 Soft, wet, brown, PEAT Wood fragments Logs at 9 feet Seepage at 9 feet No caving W -6407 Test Pit Logs, Page 2 Test Pit TP -4 0.0 - 1.0 Loose, moist, brown, silty SAND (Topsoil) 1.0 - 2.0 Loose to medium dense, moist, gray- brown, mottled, silty SAND 2.0 - 7.0 Medium dense, wet, blue, gravelly, silty SAND, small cobbles to 6 -inch diameter 7.0 - 12.0 Medium dense to dense, wet, gray, silty SAND Roots to 3 feet Test Pit TP -5 0.0 - 0.5 Loose, moist, brown, silty SAND (Topsoil) 0.5 2.0 Medium dense, moist, gray- brown, mottled, silty SAND with gravel 2.0 - 4.0 Medium dense, wet, gray, mottled, gravelly silty SAND 4.0 - 9.0 Medium dense to dense, wet, gray, silty, sandy GRAVEL Peat interbed, north side of test pit, 1 '/ 2 feet thick Seepage at 6 feet Caving below 4 feet Type of Inspectio Site Address Requester Special Instructions Inspection Results /Comm Inspector CITY OF TUKWILA Building nartment 6300 Sou nter Boulevard Tukwila,. wt 98188 (206) 43 13670 No) • 4e r( INSPECTION RECORD PERMIT # Date - e - 9 0 Date Wan d 9 — / t ` © a.m. Project C' K6-k ,( 1 - —I-- P h n e # _ " •,3 L6/11 ((A Date 1'2,7 -qo N1 • • . , xe I . . 1, t Type of Inspection Special Instructions Inspection Results/Comments: CITY OF TU ILA Building D :tment 6300 South .:.er Boulevard Tukwila, WA 98188 (206) 431-3670 Site Address Requestor 7) Inspector INSPECT! N RECORD PERMIT # 0 Date Date Wanted y Project &dh C.01/4CV Phone # - 4.- Date g-213.--42ib Type of Inspection CNVth Site Address Requestor Special Instructions Inspector C) CITY 0 ' Builds apartment 6300 SouunCenter Boulevard Tukwila, W 98188 r (206) 431.3670 • 1('Is3G1 Inspection Results /Comments: CNAJ•1 (j INSPECT ON RECORD PERMIT # 1p ` i Date Date Wanted b — 10 Project S _ c. 12st.3s -cz Sj Phone # Date '8''/C`50 C.fN Inspector CITY OF TUKWILA Buildielciartment 6300'So alter Boulevard Tukwila, A 98188 (206) 431-3670 -■• Type of Inspection ja5•r4w14--4r1.■ Site Address /47,3 $ 41..4 dot4rc.4,.. Requestor SAe„, Special Instructions INSPECT ON RECORD PERMIT # 1. Date Wanted 7...cre, -ire Project Elo dtadiap• Phone # Date Inspection Results/Comments: s4 ,./z s e40-2 A A Y---Cdoee__ Date CITY OF T?1LA Building ' qment 6300 South .,cer Boulevard Tukwila, WA 98188 (206) 431-3670 1 Type of Inspection Site Address Requestor 6 Special Instructions Inspection Results/Comments: INSPECTI • N RECORD PERMIT # 6 3 Date Date Want: '7T. 99 0 1 nspec „ Project Ili ' Ch phone # CITY OF TUKWILA Buildingtartment 6300 Sou Ater Boulev Tukwila, 98188 (206) 431-3670 Type of Inspection Site Address Requestor Special Instructions Inspection Results/Comments: INSPECTION RECORD PERMIT # Date K 7 7 0 Niwiraraza Date Wan p roject Phone # 575 Inspector Date 7 / (-7o Type of Inspection Site Address Requestor Inspection Results/Comments: CITY OF TIJKWILA Bui I di n • sartment 6300 So Ater Boulev.r., Tukwila, WA 98188 \,) (206) 431-3670 vs.11 INSPECT ON RECORD PERMIT # Date Date Wan e Project Phone # Special Instructions Inspector Date 7 /0 - Type of Inspection Site Address Requestor Q -1 Special Instructions Inspection Results/Comments: CITY OF TUKWILA Buildinciartment 6300 Inter Boulevard Tukwila, A 98188 (206) 431-3670 15kot'd- A PERMIT # Date 1 ,0 tr--eksk- • INSPEC ON RECORD Date Wa Project, Phone # ------ ,r0\5z etArji L!i#Pr�.Yj ;t�:.._; rr��:t.,,,.��z.u,ra_aw•- .••rw; Inspector CITY ityuktaLA Build Department 6300 .hcenter Boulevard Tukwila, WA 98188 (206) 431 -3670 Type of Inspection /' Site Address Requestor .Special Instructions 1A. L . r INSPEC rON RECORD PERMIT # 39 Date { i -- �' C'� 0 Date Wan roject hone # 7-90 APP Inspection Results /Comments: S t. CliJ S- cTT'', . tA t4 WA-S E /INZTW i2 r k-2 - /IWOcuSST C-0 r CXt 1€ c-w-P tit ml t hl?K I ' 6 14 '0 /-c i Mac STY11- d l r► a ►-cat & �2Cam.aw+i . Sr Date -? -7) 6 Type of Inspection Site Address ) Requestor Special Instructions Inspector CITY OF TUKWILA Building .7nartment 6300 Sou . nter Boulevard Tukwila, 'A 98188 (206) 433-3670 INSPECTIeN RECORD e cD5, Date S Date Wanted 5 ; p Project . J3itAlle_e_4 - )1c,(r - Ecl 1 Phone # 5 7S - 39e-/ • • , e_v r C.X.Avt. PERMIT # Inspection Results/Comments: Dt.a...J L.L.,mAC;km Prge-4c c r ,c.ks Date 5/2-‘1 fT0 Inspector CITY OF TUKWILA Building -lartment : 6300 Sou iter Boulevard Tukwila, A 98188 (206) 433-3670 r 'ype of Inspection a4 'i71 mt.,. i teAddress /bp 6/ 3 50o 'Lite -e/Kilt-e.i, eques to r ,peci al Instructions INSPECTIeN RECORD PERMIT # 1/0 Date Date Wanted •' .92_3 Project _5 0) Phone # Date ns pecti on Results/Comments: f■i) Ceke Alf e fh_ P-P-6 4 --eScs.) - 1. 0 4L/ erk uo2-- Type of Inspection Site Address Requestor Special Instructions Inspection Tncnartnr CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Results /Comments: vJ ec(:-.. ►.1 A ( StiC_z._ l (0V; c rd-er St-ev42 bacon INSPECT tON RECORD PERMIT # (.oO9 Date 4 5O'q Date Wanted 5 a.m. p.m. Project (-') utl rter Ret04 T[ Phone # 5 .�q 4- 1 � q c14 i �v � �1C- . 714t .OS1 t", r.1 se() tQC- Lo Ps-C =9 nc.) v.Tc ' c1C-= C, Ft) "j �ZN ‘1.S'‘ c> N) S �TP�� " 1 A-+ (-44"4 w ILL- , ISN CW11'LQ F-42-K,1-(34.0.1 i hl S N '�� Cwt Cam Q� rne-�► ciu G Z -ts-1,-.tr-n) w Cau i rt c � . 1-1E t 8 la.pr✓a -2-(7 CSC 'T14v nata ('/ /fi A-s a rAy.rn 114,155 A'.1 0 4>.P a -avY& a TAS ry, 1I1 tJ L S CITY OF TUKI►w ILA Central Permit System TO: Cl Building ❑ Planning 1 Project Name Address Type of Permit(s) FINAL APPROVAL FORM ❑ Public Works ' Fire Dept. 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. T is project is NOT approved by this department; the following corrections are necessary: , /Y\ )) ` ..) . c / i/ •1 1 r� s, i1 e ,7 %C / l i f ✓ y / :� :.• '".--) 4..... e 7.0o ,L-14 +/ . 4 , :, .`<., Authorized Signature I This project is approved by this department: Authorized Signature Date 6 Sj ,ontrol No. " Permit No. ,• ❑ Police ❑ Parks/Recreation .7/ J /01 Date CPS Form 3 J / REVISED LETTER (Rep( .es letter dated 7 September 15( ) OTTO ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma (206) 627.4477 City of Tukwila Building Division 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: Southcenter Retail Building II PERMIT NUMBERS: 6039 -Bldg. A 16813 Southcenter Parkway 6040 -Bldg. B Ladies /Gentlemen: We herewith certify that we have completed the following types of inspection and testing on this project. To the best of our knowledge, all work inspected is according to approved plans and specifications. Types of Inspection: Reinforced concrete Reinforcing steel Field welds Copies of all reports have been sent to your office. fax c: R.W. Huff Construction 25 September 1990 Very truly yours, OTTO ROSENAU & ASSOCIATES, INC. 0 Otto M. Rosenau DDWARD S. SIDER it ASSOCR 4.thoruaal lErPrpors 66)1,Prki ctrov re/R 3L04, ' u xiA) .. 3 3 30 i 4 Olen' / Cro 6 At JUL 06 '90 16 41 EDWARD SIDER & ASSOC 41-77. vv4ct. 4 NE f3Y 4c=4. A, WNW., •••■IIII• • 114.11.•■••• •• I Average trananittanoe of gross Foof/walliglszing/fIcor area 91fttit1 inrinf _ imam emsoal 1 I. flrww• jawrout I 1 2 1 61 h,aVbo 3 1e4-77714 84°4 12• s" JEZEIGISMESPRIAMTCL—..mbwo , eANI coos 5" deiLY 94) cia4Y9 6 an. bow cp 1 MERIN= I / 98.6 Placr . 7t ) / 1 /1 OW oe 4Y . 1(422 ,4 ; 74"A" . 3 ; . 6TAND 0 i 0 a Design for Residitatial Wilding With / 6anditimed 17.00rs • 137U hr • Ita • •F AREA R-VAUE U -VALUE . U X AR :120PP /43 0.035 . 54 . , .. . . ' " • I 1 A ti .. 14 " - 9479 . -- - — ... 0, 3' • ' .7f5rXi5 ' --- A : . A . . . i A ._._ ...... .. ... _ . . , . . .. ._ ..... A . . . . ........-- ....--- - -.. -.. ..............-.-....-.-. . , . ... . .--..........- . - .- . -. .. . . AppR . A A JUL. 6 00 A _ ' . • • • • ....L . S 0 ..oNG covt_l_ N _ _ bull-. 'TOTALS 2 3 ell . • i i 33 30 ..........4 . . . • DDWARD S. SIDER it ASSOCR 4.thoruaal lErPrpors 66)1,Prki ctrov re/R 3L04, ' u xiA) .. 3 3 30 i 4 Olen' / Cro 6 At JUL 06 '90 16 41 EDWARD SIDER & ASSOC 41-77. vv4ct. 4 NE f3Y 4c=4. A, WNW., •••■IIII• • 114.11.•■••• •• I Average trananittanoe of gross Foof/walliglszing/fIcor area 91fttit1 inrinf _ imam emsoal 1 I. flrww• jawrout I 1 2 1 61 h,aVbo 3 1e4-77714 84°4 12• s" JEZEIGISMESPRIAMTCL—..mbwo , eANI coos 5" deiLY 94) cia4Y9 6 an. bow cp 1 MERIN= I / 98.6 Placr . 7t ) / 1 /1 OW oe 4Y . 1(422 ,4 ; 74"A" . 3 ; . 6TAND 0 i 0 a Design for Residitatial Wilding With / 6anditimed 17.00rs • 137U hr • Ita • •F .11. • f— f— ft, L. I run t — t DWARD S. SIDER & ASSOCIATES . ( . wispiisi fouphisn ' . . . maw . . eiewniceit/r7R- . ._Ag_74 . Bl...42.6...r_.6...i Jimmy_ a t x _Ir e f ELINCE___•ft...:.____-_...... B 1 AO Ai -4 g _ •,. — __L. mow orma...mmial............ CAO - U X ; 1•14 • • • • ■•••••• ••••••■••—••••( e • ••• • • 7 • " • • " 7 "'" ' • • . • • ••••••• 4•11 •••••••-•• ■•• •••••• .....••••••••••• yr.. me • =4.414.44 JUL 4,.Y 9e.) Y 9 • • ••■•..•••• •••••••• •■••••■••••*•■•• •■■••••••• • • •••••; ...ow. • • I;;; REEIMENZE: 1 9)0 SH 7 " / 714 ° ; 77 4 1 3. • . ; . • PRO O iSilrL • Desian fax Vesideittial Buildin With • / •••-• .• • 10 •••-• - • • •••• •• • • .4* • to • • • ...Roo •••• 1 .1 .1. 4.1 ..• • • • It . ! . . . . a • 3* ar C, /X 0 e rv i i) -41 . . • t 2 3 f / ) , . ... 4 4 , • 4 7 , • . . II 0. no • • 00.6 ad••••• as■•••••••••••■•••11/..~••••••••••• WM *MO •■•• •••••■• • .•••■••........• ••• • am • I • - • .. •••••••••••••••• ••■•••• • ••••••••■ ••••• • . • •• • •1111 ao •• •■••• • •I • ••• warm, •••••••/••• =sow. • ••••••• at I a. •••••••••44 • • WERE: ivim transmittance of grass 'Fo hira1/g4z2ng/finaor rue A t • latia t7 grass *Li i• Maar iamb (It.') ••••••■••■••••••••••• ••■•••••••••0....!••••••• ale oxiditicesad • • 4". h . It8 • IT • �fKtNr AIWA R-V7tLUE U -VALUE IIIN • - • 14 A Div*? ! . To4 -, • i 7 " - -- / - / - 2 7 - i - • - - t A w w A 14,.. /Z 0 0, 05 7 1 125 0 • • . . A VI/5 — - 1./V:4a -- - , 'e.;, es4 3(r A . • • A a • . _ .. . _ . ... . . .....,,,.. o •. I Irlm. ye A IIIIIIIIIIIIII A . . , A : ..•••••■••■ •••••• • 1 11 1 11 TOTA L S .2 e . , t 29.0 . • • , .11. • f— f— ft, L. I run t — t DWARD S. SIDER & ASSOCIATES . ( . wispiisi fouphisn ' . . . maw . . eiewniceit/r7R- . ._Ag_74 . Bl...42.6...r_.6...i Jimmy_ a t x _Ir e f ELINCE___•ft...:.____-_...... B 1 AO Ai -4 g _ •,. — __L. mow orma...mmial............ CAO - U X ; 1•14 • • • • ■•••••• ••••••■••—••••( e • ••• • • 7 • " • • " 7 "'" ' • • . • • ••••••• 4•11 •••••••-•• ■•• •••••• .....••••••••••• yr.. me • =4.414.44 JUL 4,.Y 9e.) Y 9 • • ••■•..•••• •••••••• •■••••■••••*•■•• •■■••••••• • • •••••; ...ow. • • I;;; REEIMENZE: 1 9)0 SH 7 " / 714 ° ; 77 4 1 3. • . ; . • PRO O iSilrL • Desian fax Vesideittial Buildin With • / •••-• .• • 10 •••-• - • • •••• •• • • .4* • to • • • ...Roo •••• 1 .1 .1. 4.1 ..• • • • It . ! . . . . a • 3* ar C, /X 0 e rv i i) -41 . . • t 2 3 f / ) , . ... 4 4 , • 4 7 , • . . II 0. no • • 00.6 ad••••• as■•••••••••••■•••11/..~••••••••••• WM *MO •■•• •••••■• • .•••■••........• ••• • am • I • - • .. •••••••••••••••• ••■•••• • ••••••••■ ••••• • . • •• • •1111 ao •• •■••• • •I • ••• warm, •••••••/••• =sow. • ••••••• at I a. •••••••••44 • • WERE: ivim transmittance of grass 'Fo hira1/g4z2ng/finaor rue A t • latia t7 grass *Li i• Maar iamb (It.') ••••••■••■••••••••••• ••■•••••••••0....!••••••• ale oxiditicesad • • 4". h . It8 • IT • 4 • .1 EDWARD S. sum a& ASSOCIATES Ilahsitar La jnain Puildinq &lament Designation leg. W13.3.-11 Description (Include !ranting type. wise. spacing. Insulation, •s. trots 1 34 ••c. srssb 74-11 Latta) #G YWMD ,,.....:._.� sous L*LP,x 1 . s. S. Inelde air ii1w;�, �„ , Tramidg traction idq. 0.1l) (ratio solid *ram to gross area) JcJ L Y to. c. Thickness R teaming Cavit R - value R - vsl (Litchis) per inch 21* e• U -value 4=2 multiply V- value: a ftaetsan sI1- ts.stt £V+sssN V •'uslw 41vm Cot Produet*f t > 7 ....rte. Total R- value „ _�_ _ • EDWARD S. SEDER & ASSOCLATES W Awrodgmimm PuL1dinq tisntant bellignation tog. WALL•) , • Description ,!include fuming tom. aias. spacing. Insulation. •Q. Sato • it" •.c. with A -» oatta) 7 , 1 3 a / B : 4 4 r . 7 Pi- Y RIQ TGi S AYTILS ' 7. Cutaidd a �e�silen 2. 3. S . 5. 4 . 7. 8 • • Tr aw.idg traction ieg. 0.20 0 _ S (ratio solid •rsa to gross ores) • ..••.■•■ - InaS6S air �SitR r.rrrrar��� — _ -- .w•.r•��� �r..rrM..ilirrA {+� r Thickness • iinche's) per inch ...J._..nomm.wavAmew tot•1 Rvvalt)e 3/x '* U «vibe multiply V•value: •rraeelnq R «valus / IMMO a _ Csvi R•vs [! -6E_ • s fra•t$•n x134:6 ' &vases O -valve Lawn of products) ' _ Q• O .0.r • EDWARD S. SYDE.R IL ASSOCIATES • 3 . 2 . 3. 4. S . 1 . 1, A 3. 4' 5, rrarrlevq raraetion leg. 0.2) .. ...0.05,f ft * tie solid sirs• fro •roaa ores) .M.0s _k 4'../e_ cis- 4 nano ' lz " mild* ,ir tilm Average nrrsiw Own' of products) Oft 114 Standing zlosnent Designation fog. MkLL «1) faeacriptio!s llnrlude framing typo. size, •Witnp, iNsulAston, •p• tsts • ii• •.C. Wish ft «S) bests) thickness 1t (inehe'a per inch, tots 2 It vslue tlet w U -va =w multiply U- value: - a lustier sfirfte• • framing Cavi 11 «value Rwa 0•/ d • • EDWARD S, SIDEX & ASSOCIATES • . • sf csoc.ttiri ows /- .77 _gre.4.Eglie4204d;Zerealm. saw, . Gr_Z�.%. 5 di4Y o , •ui1ding Zloment Designation t... ss:a, -31 Vt/,q LG 3 Description (Innis& framing type. star, apscfne, insulasinr. 69. •.C. with ft -Yi bons, / Y/ 'N 4 " .077)4S /N W. Thickness l inches 1 • R per inch Framing • Cavit Revalue . R•v�3 fr 6.0 rdtseirmummotteatalt Total !t -valve snirig 'notion tog. 0.29) . D, &p1 ' - valus tra �� sn�itsply V- vales: ,. ir.r� ti - tree (ratio solid eras to gross arts) 4 r Jvssagr tit vai s • (stfs► of products) • , DP�9 !rr) nr.rr rmTHrr.rr. Ht7 ni‘IF 419 .3 TO! C tv= -7 ATTN: ••••••••••••.• FAX IRANSMISSJONCOVER SHEET JOR: Zki . _ . NUMBER OF PAGES .!3 (COVER SHEET mclunrn) ..sacrwrpaitr.ww+Roototts.: . Agc r • NA441(o. . ,S (71r/ en ..r . zrg .C. IF YOIP DID NOT RECEIVE Att. PAGES INDICATED ABOVE, PIrAsr. CAlt. .LLI AT (206) 525-7560. ENGINEERS NORTHWEST 6869 unonlAws AVE. NF, STE. 205 SEATILI., WA 98115 FAX (706) 5?26698 RECEIVED CITY OF TUKWILA APR 3 0 MO PERMIT CENTER 6869 WOODLAWN AVE. N.E. SEATTLE, WASH. 98115 TELE, 206-525-7560 SCrt.)14 cEr...irca kt DATE + C IO JOB No. 40°.14: JOB NAME a-00 co IQ PO 1 SHEET I OF SUBJ MT --- BY J ON' .4••■••••• • .. PER „ SEC • 4-7 • ENGINEC.RS— NORTHWEST Ic.C. P. S. 11" G • coLumu • I • Wr COL pg PLA4 Aak SECT oLlt PEg RAW • • • ..• RECEIVED CITY OF TUKWILA APR 30 1990 PERMIT CENTER ENGIN( ERS- NORTHWEST ( 'NC. PS. 6869 WOOOLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 - 8698 Jon No. f4�)Z.G — J08 NAME c f CDGli7`hC.E I J.i r r� .JL DATE ' 1-7( ' (1. SUBJECT .T1 UIJ Z -- 67 72 W f` CALLA -4 . _._._ SHEET OF NI (AP !2'C BY P4/ V. RFAC.77oN e - 2.1. G wioSe . K /'" - 2 " Tor vr' (2.4 v f•'1K/ri)YZ X'L Q b )Y, ° 4 C > 21.2.1 6.47 u :, c- Ai.) 8 rr.e!, i. . .45'g.;) Morin age x 4 - pr q 9.r.H" ~ /1 2,.1d" _ 12.,031J / m 2.91 =L'- F / 0 ;. J 36 Zs r 2 m (It 47' 2-.G To T4 1/4- vRRT /Ax /AL LOAD 23.74? + 7 '`' l rS. 4t ?J c. . ,. 77.7 i /1 „. ay� 2/1 + it (?CS!Jr QS.4K - r4 > . IS ' 1,4 CZ 3 .1CA11 . 61` - - .... Ten), 013 r1•.1"1/ 4- . I. I VI f,V c 2.�7ks+ RECEIVED CITY OF TUKWILA' APR 3 0 1990 PERMIT CENTER .71 < 1,0 01(, 83 I. o April 10, 1990 4 1111 Mahan&DeSalvo CONSULTING ENGINEERS Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -04 ( Southcenter Retail Buildings A & B) r'-E( >ni (D os (Q o o 1411 Fourth Avenue Bldg, Seattle, Washington 98101 (206) 624.8150 k� i i p, 011 1 [APR 1 a 1990 CITY OF TUKWILA PLANNING DEPT, Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Structural 1. Provide a frame analysis which incorporates the appropriate member sizes and materials for Frame 4, Building A. Also, Details D -6 and E -6 are still referenced and are incorrect. Provide appropriate connections and show adequacy. 2. The 6x6x1/4 TS diagonal members are over 10% underdesigned at some locations; provide adequate members. 3. Now that many member sizes have changed, coordinate details which reference incorrect members. Also, many welded connections are unclear or incorrect. Check all locations including, but not limited to: a) Section E -6; a double fillet weld on each side of the tube steel member will not work; therefore, calculations show twice as much capacity as this location. How can the TS member welded to the plate at the bottom? How is eccentricity accounted for at this location? b) Sections H -6 and M -6; call out length of wales of TS member to kerf plate. Show weld appropriately; it can be welded at the sides of the TS diagonal, not at the end. c) Section K -6 and L -6; should field weld be a double fillet? Call out length of weld. d) Sections C -7 and G -7; show welds. 4. After the shop drawings and calculations for the window walls have been reviewed by the engineer of record, a letter must be sent to the City confirming that these drawings and calculations have been reviewed and are compatible with the basic structure. To accommodate this requirement, provide a April 10, 1990 City of Tukwila Re: 90 -T -04 Page Two. Sincerely, Cry tal Kol e CLK:3 note in the Structural Notes stating that the above mentioned procedure will occur. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. All status inquires are to be directed to our receptionist. cc: Lance Mueller & Associates 130 Lakeside Seattle, Washington 98122 Mahan &DeSalvo 41111 Mahan &DeSaiva mil CONSULTING ENGINEERS April 4, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Sincerely, om Crystal Kolke CLK:2 f cc: Lance Mueller & Associates 130 Lakeside Seattle, Washington 98122 1411 Fourth Avenue Bldg. Seattle, Washington 98101 . (206) 624.8150 Li i I1 /M\1/'I i I APR 5 1990 Regarding: 90 -T -04 (Southcenter Retail Buildings A & B) P-er if? o (pogo Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Structural 1. Frame 4, Building A, on Sheet S8 calls out 5x5x1/4 horizontal TS members at 8' -0" above the ground. Details D -6 and E -6, as well as calculations, show wood members. Please clarify and show adequacy. 2. Show compliance to Section 2722(g)2 regarding the slenderness of the 5x5x1/4 TS members at all critical locations. 3. Show compliance to Section 2722(g)3 regarding the design of bracing connections. Check all critical conditions. 4. Where windows are set back 5 feet from the exterior wall (where there is no frame), how are wind loads on these window walls designed for? Please clarify. Refer to Section R & S /S6. 5. The minimum parameters for the suspended ceilings need to be on the drawings per Uniform Building Code Standard 47 -18 even though the subcontractor is responsible for providing the system. 6. Sheet S8, Frame 2, Building B; reference to Section M -6 along Grid D appears incorrect. Please revise. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. All status inquires are to be directed to our receptionist. .1 Mahan&DeSalvo o II ENGINEERS February 15, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Dear Mr. Griffin, Regarding: 90 -T -04 (Southcenter Retail Buildings A & 1 mi (p D3q (Q o Ll o 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624.8150 We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Structural 1. The Structural Notes and calculations use 25 -ton capacity timber piles with an 8" tip diameter; however, the soils report, page 7, states that a 25 -ton pile must have a 10" minimum tip diameter. Also, calculations use a 12" pile diameter. Show compliance with the soils report and coordinate drawings and calculations. 2. Sheet S -9; drawing only show one door opening in the precast panel #10; however, architectural drawings, Sheet A -3, shows two. Please coordinate. 3. References to embed detail A -6 need to be corrected. Refer to Sheet S -9. Also, where is connection A, Sheet S -9, referenced from? 4. Please clarify load Case 2, shown on Sheet W1 in calculations for precast panel design. Specify live and dead load used and tributary area. Is Grid 5 actually supposed to be Grid 4? Building B does not have a Grid 5. 5. Building A moment frame must be designed for loads determined by computer readout in calculations. The following are only examples of some members or connections which do not appear adequate. Check all compRnents. a) Calculations show 34.8 of axial force at 5 x 5 x 1/4 TS diagonal members. This force, as well as the calculated shear and moment, must be considered. b) 12.97 of axial force is shown at elements 11 & 12. Connections cannot adequately transfer this force. Also, connections for elements 7 & 8 would not be capable of transferring 20.6 . 6. Calculations for "Typical Seismic Frame Worst Case - Building B" are not compatible with the parameters of Frame 1 or Frame 2. Provide an adequate analysis of these frames. 7. Building A - Roof Framing Plan; provide details at Grids D3 and A3 to show forces transferred to the moment frames from the drag members. February 15, 1990 4r City of Tukwila Re: 90 -T -04 Page Two 8. Provide calculations and clarify drawings to show how chord forces are resolved for Building A. 9. Building B Roof Plan calls out a continuous 4x12 ledger along Grid 5. Details show a 5 "x3 -1/2 "x3/8" angle. Please coordinate. Also, is it intended for the angle shown in Section F -6 to be continuous to carry chord forces? Please clarify drawings. Also, clarify ledger conditions along Grids A and F. 10. Details R -6 and S -6; please explain why wind loads on the adjacent windows were not considered. Also, there was a math error on Sheet L11 resulting in a wind force of only half the actual value. Check adequacy of nailing and brace; call out nailing on the details. 11. Section R -7; how are horizontal low GLB's supported at columns? Provide calculations showing the adequacy of the connection of the canopy to the supports; consider loads due to snow drift. 12. Section H -6; clarify length and location of field weld at the connection of the kerf plate to the tube steel column. Clarify this same weld in Section L -6, M -6, etc. Check all similar situations. 13. Typically, call out welds between columns and base plates. 14. Is it intended to reference Section J -5, or perhaps K -5, at Section M -6? Please clarify adequacy of connection for 28.2 of uplift per page L6A in calculations. 15. Provide details and calculations showing that suspended ceilings are designed in accordance with Uniform Building Code Standard No. 47 -18. 16. Please furnish the missing location dimension for the piles on Sheet S1 and along the grade beam on Sheet S3. 17. The computer analysis for the two -way slab for Building A, Zone 1, indicates a slab span of 8' -0" instead of 12' -0" as indicated on the drawings. Please verify reinforcing for this zone. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. All status inquires are to be directed to our receptionist. Sincerely, Crystal Kolke CLK /REW:1 cc: Lance Mueller & Associates 130 Lakeside Seattle, Washington 98122 Mahan &DeSalvn LOTTO ROSENAU & ASSOCIA -S, INC. 6747 M. L. KING WAY SOUTH, SEATTLL, WA 98118 725 -4600 -p AggiWO PERM NU 603 j 4 ADDRESS: 1.6813 Southcenter Parkway, Tukwila JOB N MBE :A54 U PROJECT: Southcenter Retail Building II CONSTRUCTION INSPECTION REPORT INSPECTOR AND DATE INSPECTOR'S REMARKS J. Hamm Inspected resteel for tilt -up panels 1 to 13 f:r Building B. All per 6 -21 -90 detail on S -9 except where changed man door from panel #10 to panel 4112 - calls for two #5's vertical, 1 each face, full height at each side of opening. These end at 2' above door• height. Also, note #2 on S -7 calls for one #7 horizontal top and bottom of opening and extending 2' past opening. Both panels #10 and #12 only have #7 at top of opening and the one in panel #12 does not extend' 2' past edge of opening at either side. Will require reinspection before placement of concrete. Resteel is grade 60, as specified, from Salmon Bay Steel. G. Moe Reinspected and approved resteel and forms for tilt -up panels #10 & #12. 6 -22 -90 Verified correction of discrepancies at noted in report dated 6- 21-90. Also, inspected and approved the resteel and forms for three panels for dumpster enclosure to typical panel reinforcing specifications. Resteel is grade 60, as specified, from Salmon Bay Steel. J. Hamm -- Inspected panel connection welds on tilt up panels on line 5 from A to 6 -29 -90 F, line A and F. from line 3 to 5 on building B. Two each bottom connection from panel to slab not completed yet by edge of doors one on line 5 at F and one on F at 5. Checked both panel to panel and panel to slab. c � - J. Hamm I nspected welds of braces for building A all okay except for bottom 7 -10 -90 connection on frame 1 on grid 1, detail E on S -6 calls for 8" of welds both sides @ 5/16" only have 7" of clip to weld too. Called engineer who okayed for only 6" of welds at 3/8" will require a second pass to increase size of weld to 3/8 "+ and reinspection before covering. NOTE: Engineer to send copy of letter on change to jobsite. E.F. Jones / Visually inspected bottom connection weld from panel to slab at line 5 7- 31. -90 at F. Connection not made; contractor informed. Visually inspected welding of T.S. to plate X- brace. Welding found unacceptable; contractor informed. T. Coop Inspected and approved the resteel and forms in sidewalk for building 8 -3 -90 B. Found resteel to be sized and spaced according to plan except outer curb needs a #5 bar top and bottom and dirt removed before concrete placement. Resteel is grade 60, as specified, from Salmon Bay. -2- ". T C1 ° � JK` pt.pp r-- li , (7 1, OTTO ROSENAU & ASSOCIATES, INC. 6747 M. L. KING WAY SOUTH, SEATTLE, W 9811'12760 CONSTRUCTION INSPECTION REPORT � �` A UG 6 , PROJECT, Southcenter Retail Building II PERMIT N MBE F�:__ 6039/8 7 " l AD 16813 Southcenter Parkway, Tukwila JOB NUM ER: - r p 9> `1 L 4 IT �, -' U . , INSPECTOR - .,..,r„_-- /- .`_':rr" AND DATE INSPECTOR'S REMARKS J. Hamm Inspected resteel for tilt -up panels 1 to 13 for Building B. All per 6- 21-90 detail on S -9 except where changed man door from panel #10 to panel #12 - calls for two #5's vertical, 1 each face, full height at each side of opening. These end at 2' above door' height. Also, note #2 on S -7 calls for one #7 horizontal top and bottom of opening and extending 2' past opening. Both panels #10 and #12 only have #7 at top of opening and the one in panel #12 does not extend 2' past edge of opening at either side. Will require reinspection before placement of concrete. Resteel is grade 60, as specified, from Salmon Bay Steel. G. Moe Reinspected and approved resteel and forms for tilt -up panels #10 & #12. 6 -22 -90 Verified correction of discrepancies at noted in report dated 6- 21 -90. Also, inspected and approved the resteel and forms for three panels for dumpster enclosure to typical panel reinforcing specifications. Resteel is grade 60, as specified, from Salmon Bay Steel. J. Hamm Inspected panel connection welds on tilt up panels on line 5 from A to 6 -29 -90 F, line A and F. from line 3 to 5 on building B. Two each bottom connection from panel to slab not completed yet by edge of doors one on line 5 at F and one on F at 5. Checked both panel to panel and panel to slab. E.F. Jones 7-31-90 J. Hamm Inspected welds of braces for building A all okay except for bottom 7 -10 -90 connection on frame 1 on grid 1, detail E on S -6 calls for 8" of welds both sides @ 5/16" only have 7" of clip to weld too. Called engineer who okayed for only 6" of welds at 3/8" will require a second pass to increase size of weld to 3/8 "+ and reinspection before covering. NOTE: Engineer to send copy of letter on change to jobsite. Visually inspected bottom connection weld from panel to slab at line 5 at F. Connection not made; contractor informed. Visually inspected welding of T.S. to plate X- brace. Welding found unacceptable; contractor informed. JOB NUMBER: 90 - 154 DATE: 9 August 1990 I inspected placement of Miles Mix Number: 42 DATE CAST 8 -9 -90 8 -9 -90 8 -9 -90 cc: Owner 1— Architect 1— Engineer OTTO R SENAU & ASS( IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 REPORT NUMBER: 006 PROJECT: Southcenter Retail Building II Concrete was placed via truck Batch weights per cubic yard: 1880 # pea gravel oz. Cast specimens #6 A — Cast specimens # Cast specimens # 8 -16 -90 9 -6 -90 9 -6 -90 2- Contractor 1 -6ldg. Dept. Batch Plant CONCRETE REPORT PERMIT NUMBER: 6039/6040 INSPECTOR: 3. Hamm 55 cubic yards of 5 } sack, 3000 psi concrete from , in the following areas: sidewalk in front of Building B (east side) between lines 1 & 2 from A to D to include steps and walls at south end of the sidewalk (exposed surface) and the slab on grade for screened dumpster area. and it was vibrated internally. Slump range 4P ". # Type I /II cement, 1380 #sand, oz. per 100# of cement. 517 # # per 100# of cement. at at at 20 cubic yards with a cubic yards with a cubic yards with a 4 3/4 Weather: Sunny, 60 -75 ° F. Concrete Temperature: 68 ° F CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 8 -10 -90 " slump. Del. ticket #149134 " slump. Del. ticket # " slump. Del. ticket # COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE AGE IN SPECIMEN UTL. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 7 28 28 6 -A 6 -B 6 -C 29#0 oz. 28 #12 oz. 29 #2 oz. 99,000 138,000 136,500 RECEIVED Ski" 1 01990 STRENGTH LBS /SQ. IN, 3501 4881 4828 OTTO ROSENAU & ASSOCIATES, INC, 207. /frO'q°raitsb~ JOB NUMBER: 90 -154 PROJECT: DATE: 14 June 1990 I inspected placement of Niles Sand & Gravel Mix Number: 08 Concrete was placed via pump Batch weights per cubic yard: 1820 # 7/8" a.gg. oz. Cast specimens # 4 A —C at 90 Cast specimens # 4 D —F at 240 Cast specimens # 4 G —I at 320 Weather: Clear, 70 °F. CYLINDERS ARRIVED IN LAB AND /OR REMARKS: DATE CAST 6 -14 -90 6 -14 -90 6 -14 -90 6 -14 -90 6 -14 -90 6 -14 -90 6 -14 -90 6 -14 -90 6 -14 -90 OTTO R6SENAU & ASSC - IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 Southcenter Retail Building II 6 -21 -90 6 -21 -90 6 -21 -90 7 -12 -90 7 -12 -90 7 -12 -90 7 -12 -90 7 -12 -90 7 -12 -99 DEPT. , 1 REPORT NUMBER: 004 PERMIT NUMBER: 60397 INSPECTOR: R. Bogle 360 cubic yards of 5 sack, 3000) psi concrete from , in the following areas: entire structural slab on grade for Building B as well as sidewalk area in front of Building B. 470 4 # # per 100# of cement. 7 7 7 cc: Owner 2— Contractor 1— Architect 1—Bldg. Dept. 1— Engineer Batch Plant CONCRETE REPORT cubic yards with a cubic yards with a cubic yards with a Type 11 Oz. Concrete Temperature: 6 -15 -90 and it was vibrated internally. Slump range 4 " -5 ". COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE AGE IN SPECIMEN ULT. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 4 —A 294110 oz. 103,000 4 —D 294114 oz. 107,000 4 —G 30 #0 oz. 104,500 28 4 —B 29418 oz. 138,000 28 4 —C 294110 oz. 141,000 28 4 —E 29 1110 oz. 141,500 28 4 —F 294112 oz. 140,000 28 4 -11 29 #10 oz. 139,500 28 4 -1 294114 oz. 141,000 cement, 1480 # sand, per 100# of cement. 4} " slump. Del. ticket # 141236 5 " slump. Del. ticket # 141285 5 " slump. Del. ticket # 151345 0"7' STRENGTH LBS/SO. IN. 3643 3784 3696 4881 4987 5005 4952 4934 4987 OTTO OSENAU & ASSOCIATES, INC, fides' O I; OSENAU & ASSOCIATES, INC. 6747 M. L. KING WAY SOUTH, SEATTLE, WA 98118 725 -4600 CONSTRUCTION INSPECTION REPORT PROJECT: Southcenter Retail Building II PERMIT NUMBER: 6039/6040 ADDRESS: 16813 Southcenter Parkway, Tukwila JOB NUMBER: 90 -154 INSPECTOR AND DATE INSPECTOR'S REMARKS J. Hamm Inspected resteel for tilt-up panels 1 to 13 for Building B. All per 6- 21-90 detail on S -9 except where changed man door from panel 0110 to panel 0112 - calls for two #5's vertical., 1 each face, full height at each side of opening. These end at 2' above door. height. Also, note 012 on S -7 calls for one 017 horizontal top and bottom of opening and extending 2' past opening. Both panels 0110 and #12 only have 017 at top of opening and the one in panel 0112 does not extend 2' past edge of opening at either side. Will require reinspection before placement of concrete. Resteel is grade 60, as specified, from Salmon Bay Steel. G. Moe Reinspected and approved resteel and forms for tilt -up panels 01 & 0112. 6 -22 -90 Verified correction of discrepancies at noted in report dated 6- 21 -90. Also, inspected and approved the resteel and forms for three panels for dumpster enclosure to typical panel reinforcing specifications. Resteel is grade 60, as specified, from Salmon Bay Steel. J. Hamm Inspected panel connection welds on tilt up panels on line 5 from A to 6 -29 -90 F, line A and F. from line 3 to 5 on building B. Two each bottom connection from panel to slab not ^ completed yet by edge of doors one on line 5 at F and one on F at 5. Checked both panel to panel and panel to slab. J. Hamm 7 -10 -90 Inspected welds of braces for building A all okay except for bottom connection on frame 1 on grid 1, detail E on S -6 'calls for 8" of welds both sides @ 5/16" only have 7" of clip to weld too. Called engineer who okayed for only 6" of welds at 3/8" will require a second pass to increase size of weld to 3/8 "+ and reinspection before coves. NOTE: Engineer to send copy of letter on change to jobsite. JOB NUMBER: 90 - 154 OTTO R8SENAU & ASS6CIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 PROJECT: Southcenter Retail Building II DATE: 22 August 1990 I inspected placement of Miles Sand & Gravel Mix Number: 42 Concrete was placed via chute Batch weights per cubic yard: 1880 # pea gravel and it was vibrated internally. Slump range 517 # Type VII # a # oz. oz. per 100# of cement. Cast specimens # 7 A -C at 20 cubic yards with a 4 " slump. Del. ticket # 150778 Cast specimens # at cubic yards with a " slump. Del. ticket # Cast specimens # at cubic yards with a " slump. Del. ticket # Weather: Overcast . CYLINDERS ARRIVED IN LAB AND /OR REMARKS: DATE CAST 8 -22 -90 8 -22 -90 8 -22 -90 cc: Owner 1- Architect 1..Fnninepr COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SO. IN.) SPECIMEN UTL. STRENGTH NUMBER WEIGHT IN LBS DATE BROKEN 8 -29 -90 9 -19 -90 9 -19 -90 REPORT NUMBER: 007 PERMIT NUMBER: 6039/6040 INSPECTOR: D. Newman & 0. Rosenau 32 cubic yards of 5 sack, 3000 psi concrete from , in the following areas: structural sidewalk slab on south side of north set of stores and two small entrance slabs for west set of stores. AGE IN DAYS 7 28 28 2- Contractor 1.- Bldg, Dept. Ratrh Plant CONCRETE REPORT 7 -A 7 -B 7 -C Concrete Temperature: 8 -23 -90 29#6 oz . 29#4 oz . 29#8 oz. 3 " -5" cement, 1380 # sand, per 100# of cement. 92,000 136,000 134,000 STRENGTH LBS /SQ. IN. 3254 4810 4740 OTTO ROSENAU & ASSOCIATES, INC. / +(• 4r -" TAHOMA ROOFINdCo., Inc. 10816 -25th Avenue South • P.O. Box 44220 • Tacoma, Wash ifc}tcnt 98444 -022( (206) 588 -4401 1AX (206) 582 -1332 NATIONAL ROOf3Ni ABBOCYQ10r1 City of Tukwila Building Department 6300 South Center Blvd. Tukwila, WA 98188 Attn: Duane Griffin Re: SouthCenter Retail Building II Robert Schofield Gentlemen; Please be advised that we have installed the roofing system on the above mentioned project according to the project plans and specifications. We also certify that the system as installed conforms to all city building code requirements. If you have any questions, please do not hesitate to contact me. JP:pm C.C.: Bob Schofield Bob Huff CONT. LIC#TAHOMRC161 KT September 6, 1990 Sincerely, TAHOMA ROOFING CO., INC. Jerry Pirak President (Qogo 1 RZA wad el 14 September 1990 RITTENHOUSE -ZEMAN & ASSOCIATES, INC. Geotechnical & Environmental Consultants 1400140th Avenue N.E. Bellevue, Washington 98005 -4594 (206) 746- 8020 /FAX (206) 746 -6364 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attention: Duane Griffin Subject: Gentlemen: Summary of Construction Observation Services Southcenter Retail Phase II Tukwila, Washington ,G,, (70 3'7 6,v c-ty RECEIVED CITY OF TUKWILA SEP i 8 1990 PERMIT CENTER W -6407 At the request of Mr. Bob Schofield, this letter serves to summarize construction observation and testing services performed during construction of the above referenced project. Our services were performed on this site on an intermittent basis during site visits performed during initial site preparation, pile driving and other geotechnically related construction activities. While on site during the above referenced site visits, Rittenhouse -Zeman & Associates Inc. observed the following items: o Site grading and initial fill placement; o Foundation piling installation; r City of Tukwila 14 September 1990 Respectfully submitted, o Subsurface drainage installation; o Parking lot subgrade preparation; o Subgrade preparation above subsurface utilities on site. Based on the observations made while on site and tests performed on compacted fill materials, it is our opinion that operations observed during construction were performed in general accordance with the approved project plans and specifications. The foundation piling observed prior to pile cap concrete placement were suitable for support of the maximum anticipated pile bearing values. Compaction of utility trenches, slab subgrade and parking areas were performed to the minimum relative density required in the project specifications where observed by our firm. Density test results have been documented in daily field reports presented to the contractor while on site. We appreciate the opportunity to have been of service to you on this project. If you have any questions or require further information please do not hesitate to call at your earliest convenience. RITTENHOUSE -ZEMAN & AS$ Mao INC. GRo0 `4i, 40 6 Kurt W. Groesch, P.E. ‘ ; W Associate 14 '4, , ` 6 ' N ; /pA� cc: Mr. Robert Schofield W -6407 Page 2 JUL 19 '90 15:01 ENGINEERS NORTHWEST 522 -6698 t �3y P.2/2 ENG I ERS — NORTHWEST 1 NC. P S. 6869 WOODLAWN AVE. N, E. - SUITE 205 • SEATTLE, WA 98115 - (206)525.7560 • FAX # (206) 522.6690 JOB No. C iCoz -1 Joe NAME CU./rt9 '1AtL . 2 DATE SUBJECT_ 2.>e " 7 �'NAl E C) �Q 67LU 5HEIET__, OF 4. C_./4 I-acPP`( ( IJ 5 U N11L 5.Z5, 9= 10 33x 1, t - 2.3x 03Z. =.1oaoc„r ic3,b7' ZyGe16 • -1 „7P-9 u ) L LIL/ off- • 0.s,- c /a , .13 + 34 57Lie co C3, D ,2. ,.' x CA>`►or�•i . �F:Nuc S 1 PLF Ps P U CSC, S7A +.-/PART) 2 S -1'1 Sec, 2S . 112 (, (a) I17Z Ci 12 NJ x / Oct /ji fog - 70Ii�'L,.f c!) 16 �' hc) 1..13 .I 4 x qQ = .2(=• L a > c LA hvlE F4 TR )JV D GVr12 " "TU a ?L)Tr )1.t( - roe 2/‘(0. 7 S+T'►Psoa WARR TICS S44 LILL) FLT 7140 g)(4. T 1UI.1 I `ro '7 He 6L.73 Pikve1•.irx U 71 Zx(,. 5...ru')S PULL, AL✓Ay ra-oK 't'i} 4Ls PROJECT: cc: Owner 1 Architect 1... F nninaar z OTTO RSENAU & ASSO'CIAT S CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 Southcenter Retail Building II Puddles bailed out. 2" styrofoam around perimeter. 2 — Contractor 1— Bldg. Dept, Ratrh Plant CONCRETE REPORT AUDIO EXAMS JOB NUMBER: 90 - 154 REPORT NUMBER: 003 PERMIT NUMBER: 6039/6040 DATE: 7 June 1990 INSPECTOR: F. Rose I inspected placement of 322 cubic yards of 5 sack, 3000 psi concrete from Miles Sand & Gravel , in the following areas: structural slab Building A. Mix Number: 08 and it was vibrated internally. Slump range 3i11....411. Concrete was placed via pump Batch weights per cubic yard: 470 # Type 1/II cement, 1480 # sand, 1820 # 7/8 agg. # # oz. per 100# of cement. oz. per 100# of cement. Cast specimens # 3 A —C at 57 cubic yards with a 4 " slump. Del, ticket # 140367 Cast specimens # 3 D —F at 180 cubic yards with a 4 " slump. Del. ticket # 140438 Cast specimens # 3 G —I at 270 cubic yards with a 4 " slump. Del. ticket # 140477 Weather: Variable. Concrete Temperature: CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 6 -8 -90 COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE DATE AGE IN SPECIMEN ULT. STRENGTH STRENGTH CAST BROKEN DAYS NUMBER WEIGHT . IN LBS LBS /SQ. IN. 6 -7 -90 6 -14 -90 7. 3 —A 30412 oz. 134,000 4740 6 -7 -90 6 -14 -90 7 3 —D 30416 oz. 129,000 4563 6 -7 -90 6 -14 -90 7 3 —G 30412 oz. 130,500 4616 6 -7 -90 7 -5 -90 28 3 —B 30414 oz. 152,000 5376 6 -7 -90 7 -5 -90 28 3 —C 30412 oz. 156,000 5518 6 -7 -90 7 -5 -90 28 3 —E 30414 oz. 153,500 5429 6 -7 -90 7 -5 -90 28 3 —F 30414 oz. 151,000 5341 6 -7 -90 7 -5 -90 28 3-11 30412 oz. 157,000 5553 6 -7 -90 7 -5 -90 28 3 -1 30114 oz. 154,500 5465 OTTO R�A % /_ ASSOCIAT , INC. * *REVISION SUBMITTAL ** DATE ZA 11 I c 1 c 1 0 ! ! R PROJECT NAME Goo-A-Lr e'\ k -e1- '\? E' V tr( - E v ■ V1C4� � J ADDRESS ` S C Z ( dvicet.. f' 1. 0 y CONTACT PERSON 13C016 SC Cy` ( e 1 PHONE ti`c 2- ARCHITECT OR ENGINEER E—IA9 ∎ trveP r s • hc PERMIT NUMBER ( f) '9 (If previously issued) PLAN CHECK NUMBER TYPE OF REVISION$ SO1/412,1e4 S -2- LY Cal(L.Ar j CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 431 -3670 CITY OF TUKWILA APPHUVED JUL 11 1990 • SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO $ 1ev■_ lam► e\ e V\ DATE w ( / - q V JD "9 6021 ATTENTION / E/s.) /l1 E L RV.) RE• S©Lc c I i S 4i u.__ZE ENGINEERS NORTHWEST, 1 dC. 6869 WOODLAWN AVENUE N.E. - SUITE 205 SEATTLE, WA 98115 (206) 525.7560 FAX (206) 522 -6698 TO FPLI..,IC.iq DEPT; WE ARE SENDING YOU ❑ For approval For your use As requested ❑ Shop drawings ❑ Copy of letter Prints ❑ Change order o) JUL 1 1990 C ITY 0 4= TiJP:.V�1LA ttac LL, llIMILAc er via THESE ARE TRANSMITTED as checked below: ❑ Approved as submitted ❑ Approved as noted ❑ Returned for corrections COPY TO [LETULA OF ITGURSEDITITCa the following items: ❑ Plans ❑ Samples ❑ Specifications rALCu L A-'7 A) x.11 COPIES DATE NO. S" Z. i_ KJE'.-1 7124i-,SJ S(4zC, d Sf c /Al r . DESCRIPTION clog 0 goof ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS SIGNED: RECEIVED cry U. Tt JUL 1719 ,-10 FL hhIV(II uu1,1) ENGIN ERS-- NORTHWEST (C. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 (206)525 -7560 - FAX # (206) 522 - 6698 e Joe No 90 Joe NAME •OU71 re-T7) _ SUBJECT (iLU LAM 1 EAtfl 'LEAD LOADS MECIIAIJ IC /\L UN IT ALL(11,. /AI.1!rc ADD 909 �... M r .. 9Oq X/11 ' 9. 3 2. 4 ADblTio►.,At_ LCIAbS -- 4 PSF Fo2 Li6F1 T S AND N>`N6INm., 1 -rocs er Vrck) -- Z pSF rUe Ltcoii: rwc. arrrt 62.o s 6 •w- _ (3z 1.5 rx 37,CP4F 1 x 39,s psi) + 44 "PLF - ()ow (64 /. 2,G, VLF f�. PooF/►J 10-I St. LA aN 5 /6 1 ' PLYW o6D MISSES SPQI NIV.Lc2s C EIL I I.16 n l3LAb A 'r 2 8 v aI,►ra 13�rrJ C Z I x 39.5 P Sr '+ 44 'PLF + 73 PLF e VLF Z. Z PSF 1. o 8 rr " S 1 5 " A5 PI 1�0 LII.l Lc.ArJ = c2--Z r x395Vs� 1 1 LF =1.51 MIL -SAY Z CITY 4f t D APPR Jul. 17 10 AS WED BUILDING DIVISION DATE 7- jo -qO SHEET OF By 1 I L. I_Ivr: Loi.t S 25 'PSr(SNot..,) 32 ► x 4i t = 44111- RECEIVED CITY OF TU1KWItA Jul.. 1 7 1000 PERMIT CENTER ENGINcERS- NORTHWEST C4C. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No r WZA Joe NAME : SOU SUBJECT AC AL LUADS OIJ IRUILDI/JC0 A - k-Amps PULS, SHEET OF BY Pt) I �' 1;>q - t ' �� � � oq N f--. on — Iv / g o�i' 1 IICEI- >' 1F(L VC TAIL 37.5 psr 811 �1 II I/ 39, 5 PS 3 ?,5 Psr- 6. ).,I 2 - 5 - ro kl u N DTs DATE RECEIVED CITY OF Tl%K \JI A J tJ L 1 7 19 9+1 PERMIT CENTER /A/47E c UNITS srk) c-.d.l Arzt. Lo - '2 TU ti1 f 2 -3 T - — nlrrs� p&c ¢Etu 12k'bUCED I!J sIw aunkm7y 1" ; 7I -1(S 12E0U(elf l-onbJ O.) m-{t GL/3 l FPam 7i}L CAucU rnl CI. rtluI, -* i_ BEAM-GRID 2 MAIN SPAN= 41.00 RIGHT CAN'[- 9.25 UNIFORM LOADS (klf) MAIN SPAN= 1"37 RIGHT CANT= 1.51 R lvft = 20.2 R rinht - 78,1 R left DOES NOT INCLUDE ADJACENT BEAM REACTION Mmax (ft-kins)= 325.1 Vmax (kins)= 42.1 F.= 1800 Fb= 2.76 Fv= .19 MOMENTS CENTER SPAN= 148.3 RIGHT CAM= 325.1 SHEARS EACH SIDE OF SUPPORTS 20.2 36.0 42.1 QFAM 0.:R�CTIUN %max fh %max fv 3 1/0 X 84 0.11 0.476 0.979 5 1/11 X 55.5 0.23 0.635 0.993 6 3/4 X 43.5 0.36 0.763 0.999 8 .%/4 X '4.!, 0.5� 0.911 0.999 10 .:/4 X 30 0.60.. - 0.965 0.947 BEAM-GRAD ? |FN6111= 37.3 UNIFORM LOAUB- 1.51 klf M(f[-kin*)= 262.6 V(kios)= 28.2 E 1800 Fh= 2.76 Fv= .19 HEAM 0ER.EClTUN 3 1/8 X S4 0.89 5 1/M X 40.5 i~29 6 3/4 X 34"5 1.50 H 3/4 X 3() 1.06 10 3/4 X 27 2.07 DEAN nPFLECl'IUN 3 1/0 X 04 0.11 5 1/8 X 55.5 0.23 6 3/4 X 43.5 0.36 H 3/4 X 34.5 0.55 10 3/4 X 30 • 0°60 %max fh 0.009 (`.929 0.954 0.958 0.951 %mmx fb 0.476 0.635 0.763 0.911 0.965 %max fv 1.000 0.877 0.000 0.733 0°674 BEAM.-GRID 2 LEFT CANT 9.25 MAIN SPAN= 41.00 RlGHT CAN'T= 0.00 UNIFORM LOADS (klf) LEFT CANT= 1.51 MAIN SPAN= 1.37 R left = 78.1 R = 20,2 R riqht DOES NOT INCLUDE ADJACENT BEAM REACTION Mmnx (ft-kins)= 325.1 Vmax (kips)= 42.1 E= 1B80' Fb= 2,76 Fv= .19 MOMENTB..,.LEFT CANT= 325.1 CENTER SPAN= 140,3 SHEARS EACH SIDE OF SUPPORTS 42°1 36.0 20.2 %max fv 0.979 0.993 0,999 0.999 0.947 c ay. PERMIT CENTER BEAM..GRID 3 MAIN SPAN= 41.00 KI6111 CANT= 7.2 UNIFORM LOADS (d.+) MAIN SPAN= 1.25 RIGHT CAN[ 1.25 R left - 20.3 R rinht = 65.9 R left DOES NOT INCLUDE ADJACENT BEAM REACTION Mmax (ft-kins)= 220.0 Vmax (kins)= 34.9 E= 1800 Fh= 2.76 Fv= .19 MoMENTS CENTER SPAN=. 164.2 KI6ifT CANT= 220.0 SHEARS EACH SIDE OP SUPPORTS 20.3 31.0 34.9 mom VFF( E(�ll(lN 3 1/8 X 70.5 0.24 5 1/0 X 46.5 0.51 6 3/4 X 37.5 0.75 8 3/4 X 30 1.12 10 3/4 X 25.5 1.49 BEAM-GRID 3 iEN6l}1= 41.3 UNIFORM LOADS 1.25 klf M(ff-kins)= 266.5 V(kios)= 25,8 E= 1800 Fh 2.76 F�. .19 'wort N LEC'[JON %max fb %max fv 3 1/8 x 52.5 1,21 0,948 0.979 ;; 1/8 X 40.5 1.60 0.943 0.(V1 6 3/4 X 34.5 1.97 (}.960 0.753 8 3/4 X 30 Y. %1 0.972 0"682 10 3/4 X 2. 2.58 0.965 0.626 BEAM-GRID 3 LEFT CANT= 7.25 MAIN SPAN= 41.00 RlG|f[ CANT= 0.00 UNIFORM LOADS (klf) LEFT CANT= 1.25 MAIN SPAN= 1.25 R left = 65.9 H rioht = 20.3 R right DOES NOT INCLUDE A0JACENT BEAM REACTION Mmax (f1'-kips)= 220.0 Vmnx (kips)= 34.9 E- 1800 Fb 2.76 Fv= .19 M(lMLN79....(FF1 CANT= 220.0 CFNTER SPAN= 164.2 SHEARS EACH SIDE OF SUPPORTS 34,9 31.0 20"3 NFAM |)r4r| 3 1/0 X 70.5 0.24 5 1/0 X 46.5 0.51 6 3/4 X 37.5 0.75 8 A/4 X �o, 1.12 1"49 10 3/4 X 25.5 %max fh 0.450 0.606' 0.683 0.802 0.007 %max fv 0.987 0,995 ;.966 (/.955 0.920 %max fv 0.g87 0.995 /).966 ».955 0.928 DATE 7- - q - q b PLAN CHECK NUMBER TYPE OF REVISION: CITY OF OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 431 -3670 * *REVISION SUBMITTAL * PROJECT NAME ,SakuL-c 4 ia-kL0 J ? , .- ADDRESS i6 J? 3 , e L 4 J <;. CONTACT PERSON c..10 i4/4)2.4/ - PHONE 4/62 -Q `Y'0 L ARCHITECT OR ENGINEER '91 PERMIT NUMBER 64) 3 7 , (c y' (If previously issued) SUBMITTED TO: SHEET NUMBER(S) 4 `� "Cloud" or highlight all are(s o revisions and date revisions. COPIES DATE N0. DEIC*IPTIDN _ kfii• 7 _ '..._.a a -'..t .t' . .69ki-freo 0got-leso_____pWmga____ • t` JUL 06 '90 16:40 EDWAR ro EDWARD S. SIDER & ASSOCIATES 180 Nickerson, Suite 304 • Seattle, WA 98109 (206) 285 -2966 WE ARE SENDING YOU i Att+rch•d ❑ Under separate cover via , , the following items: O Shop drawings ❑ Copy of letter THESE ARE TRANSMITTED as checked below: O For approval 0 Approved as submitted ❑ Resubmit. copies for approval O Foe-Your use ❑ Approved as noted 0 Submit_____ copies for distribution As requested ❑ Returned for corrections O Return----corrected prints O For review and comment 0 O FOR BIDS DUE 19 , 0 PRINTS RETURNED AFTER LOAN TO US REMARKS DER & ASSOC ❑ Prints 0 Plans O Change order ❑ L 7 uumii durvad °"` 7(p4o re " ArnNYsuM r�TE4..l A« 2 ❑ Samples 0 Specifications JUL 06 '90 11:18 LHt10E MUELLER 206 328 -0554 FAX TRANSMISSION SHEET DATE: 7 P)4-tr- / Do TO: _____(.21._gPti ATTN: i e-eKl l05-1-1v4I a 415 JOB: &4 SC.. vF -i3 � " � .. �... ! 2 r * - _ 4g - . NUMBER OF PAGES DESCRIPTION : 14 ' 4 ' 6L SPECIAL INSTRUCTIONS: l' / e.K (COVER SHEET INCLUDED) 130 lakeside • sesttle wash. 138183 FAX 2018 3U6 0554 P.1 IF YOU DID NOT RECEIVE ALL PAGES INDICATED ABOVE, PLEASE CALL gAi( .f 206 325 2553 lance m slier assoc ats architects EDWARD S. SIDER & ASSOCIATES Pro O • • •••• -•-•-•••••■•■■• ••••••••••••••••••••■•••• 11706 EDNRf IDER & ASSOC TOTALS J. X)29 - O. /3 I S ni ••?/, 71 " • ...y.....••••••••••■••••••■•••■•••••••• Op- ,4L W1LI ,444ow•4tiece r 4o4 (d)-i 4. hladvirmiEnsimmm ciNr - 8404 •ub, Etimaxscminfaamscri Job No. AZA N'R e• Q.%. 5 5JIL y9e 01 •••-• ••■•••••••■•• 1 '7 ; REFEREICE: i • /C/ 1 w46Ai/A4 op& . & 77J F,Veeei 4 ez-ve ! I . Design for Resideittiza Building With 1 . REMARKS P.2/3 Sheet • i 6nditioned tioors 5 I i • ! i 1..7••■■••■ ... • ........ • • • • • • •••••••••••••• •0 I • i a• ••■■•••■••■•••■••.••••••••■•••• ' ! ' 1 -. I WOW: i ; . . 1 I • • ION i U Ammompi tranarnittaiooe of gross of/1l ./gliszing/fIor ems . f ! ht • °F t . A ._ .... Illbs■Fri 1 irksbnir Demirm Um 1 1 L 61 now 1,......A. I.4 2 ■ 1 I1A COVONENT AREA R-VAUJE U-VAUE ' U X h t. MARKS • A A !ACV t / 4 392 0•035 ! • 604 • . • • •• . : • . • A i - 1444 • • "q47 ." ---- - e:), 3 .--4k ' ZEJX , ; , .LI ; . .. . •-•-• . A . A • . . • ; : , . . . A . . _____ . ... _ ........_ A • i , .• • 1 ; • ............ ..._ _.. _.. . A . • , A . . , A . .. _... .. . • •• - . — . • • • . . TOTALS 23 ail __ i 3 30 JUL 06 '90 16:41 EDWAR( IDER & ASSOC OWARD S. SI)ER & ASSOCIATES 61tharusi 601/77-IG6W77R /24 8'oq 27 s,m,, _INCIULCXXEMIIIIIIICE___ Job No. — 81_1_46, la Mode e.,4A,1 JULY 9d 5 ciaZ Y96 Of -‘ I i Remus= I . / 4 7.0.6 14.43 7rJAA, .5 164/s*g a y • i cd,p4; 77/43/e .4 -:3 . ; i . . • . i - 6TANI) ■ a Design for iftsigleiltial auildinij with ! / ongidit killed Floors . . . . -••.... • ow e .. • •••.. • = E(u X A) , 3_3 At ill.. le ■■•• NO •••■• • • • ••■ lilt • /4 erv/he. cp • (3e 4L.7 W4 44-ow.4 !aY 404 c,1)-1. A, • P . 3 /3 ••••10.••••••••■• ! WHERE: • • • ig Avansge tranamittanoe of gross 'Foof/waLliglazing/floor area hr • .ita Ai. •• Ifttasi Iwof . arms waLl & floor lama ift.X1 OTTO R63ENAU & ASSC .IATES, INC. JOB NUMBER: 90 -154 PROJECT: DATE: 31 May 1990 . I inspected placement of Miles Sand & Gravel Mix Number: 08 Concrete was placed via DATE CAST 5 -31 -90 5 -31 -90 5 -31 -90 cc: Owner 1— Architect 1— Engineer CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 REPORT NUMBER: 002 Southcenter Retail Building II pump Batch weights per cubic yard: 1820 # 7/8" agg. oz. Cast specimens # 2 A —C Cast specimens # Cast specimens # Weather: Overcast. 6 -7 -90 7 6 -28 -90 28 6 -28 -90 28 470 "` # # per 100# of cement. 2— Contractor 1 —Bldg, Dept. Batch Plant .CONCRETE REPORT at 20 cubic yards with a 4i at cubic yards with a at cubic yards with a Concrete Temperature: CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 6 -1 -90 Water was removed by pump and drainage from all footings as 2 —B 2 —C INSPECTOR: R. Bogle 80 cubic yards of 5 sack, 3000 psi concrete from , in the following areas: grade beam and footing for pile caps located on lines 3.5 to 5 on line A, A to F on line 5, and 3.5 to 5 on line F, also pile cap footings on lines 4 to 4.5 from A through F. and it was vibrated internally. Slump range 4" Type II COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE AGE IN SPECIMEN UTL. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 2 —A 29 1/14 oz. 29 #14 oz. 30 #0 oz. glAMM C11'1 Cil~ PERMIT NUMBER: 6039/6040 cement, 1480 # sand, oz. per 100# of cement. " slump. Del. ticket # 139705 " slump. Del. ticket # " slump. Del. ticket # much as possible. 128,000 153,000 155,000 STRENGTH LBS /SO. IN. 4527 5412 5482 OTTO E & ASS CIATES, INC. 7//, /Oi'nm##6" OTTO RCS 3ENAU & ASSC IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 JOB NUMBER: PROJECT: Southcenter DATE: 14 June 1990 1 inspected placement of Miles Sand & Gravel Mix Number: 08 Concrete was placed via pump Batch weights per cubic yard: 1820 # 7/8" agg. oz. Cast specimens # 4 A — Cast specimens # 4 D — Cast specimens # 4 G —I Weather: Clear, 70 ° F. DATE CAST 6 -14 -90 6 -14 -90 6 -14 -90 Retail CONCRETE REPORT Building II CYLINDERS ARRIVED IN LAB AND/OR REMARKS: 6 -15 -90 cc: Owner 2- Contractor 1 — Architect • 1 —Bldg. Dept. 1.— Engineer Batch Plant and it was vibrated internally. Slump range 4 " - 5 1t . 470 # Type II cement, # # oz. per 100# of cement. at 90 cubic yards with a 4i " slump. Del. ticket # 141236 at 240 cubic yards with a 5 " slump. Del. ticket # 141285 at 320 cubic yards with a 5 " slump. Del. ticket # 151345 Concrete Temperature: JUL. 0 21990 90 - 154 REPORT NUMBER: 004 PERMIT NUMB R: ! 6039/6040 CITY GI I Jr.vV i._.. INSPECTOR: R. Bogle 360 cubic yards of 5 sack, 3000 psi concrete from , in the following areas: entire structural slab on grade for Building B as well as sidewalk area in front of Building B. 1480 # sand, per 100# of cement. COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE AGE IN SPECIMEN ULT. STRENGTH STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS LBS /SQ. IN. 6 -21 -90 7 4 -A 294/10 oz. 103,000 3643 6 -21 -90 7 4 -D 294/14 oz. 107,000 3784 6 -21 -90 7 4 -G 301/0 oz. 104,500 3696 OTTO ROSENAU & ASSOCIATES. INC. OTTO ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 CONSTRUCTION INSPECTION REPORT PROJECT: Southcenter Retail Building II ADDRESS: 16813 Southcenter Parkway, Tukwila ARCHITECT: Lance Mueller & Associates CONTRACTOR: R.W. Huff INSPECTOR AND DATE `J INSPECTOR'S REMARKS AUDIO VI EXAMEN U l J'1 PERMIT NUMBER: 60P9/6 U !, JOB NUMBER: 90-1 54 �• ENGINEER: Engineers N.W. INSPECTED AT: Job Site D. Newman Inspected and approved the resteel and forms in building A perimeter 5 -23 -90 grade beams; (48) single pile caps; (4) double pile caps; (4) triple pile caps. Resteel is grade 60, as specified, from Seattle Steel. R. Bogle Inspected and approved the resteel and forms for Building A grade beams at 5 -24 -90 lines 1 to 4 and A to D (complete building), also interior pile caps; for Building B grade beams lines 1 to 3 on line A, A to F on line 1, and line F from 1 to 3, also interior pile caps at lines 2.5, 3, 3.5, & 4 from A to F. Resteel per plans and specifications, grade 60 as specified, from Salmon Bay Steel. R. Bogle Inspected and approved the resteel and forms for grade beam and footing for 5- 31-90 pile caps located on lines 3.5 to 5 on line A, A to F on line 5, and 3.5 to 5 on line F, also pile cap footings on lines 4 to 4.5 from A through F. Resteel as per approved plans and specifications. Resteel is grade 60, as specified, from Salmon Bay Steel. F. Rose Inspected resteel for structural slab for Building A. Short a number of bars 6 -6 -90 along west and north sides. Ran out of dobies for spacing steel. Dobies keep pushing into soft sand subgrade because of rain. Whole slab needs walk through when more dobies get here. Resteel is grade 60, as specified, from Salmon Bay Steel. F. Rose Inspected and approved the resteel and forms for structural slab for 6 -7 -90 Building A. All steel placed and area re- dobied before pour. R. Bogle Inspected and approved the resteel and forms for structural slab on grade 6 -13 -90 at Building B from lines A to D and 1 to 5. Resteel is grade 60, as specified, from Salmon Bay Steel. R. Bogle Inspected and approved the resteel and forms for remainder of structural 6 -14 -90 slab on grade for Building B at lines D to F and 2 to 5 and the dowels for sidewalk area in front of Building B. Also checked entire slab area for resteel clearances. Resteel as per approved plans and specifications, grade 60 as specified, from Salmon Bay Steel. This report is the exclusive property of our firm for use in producing a final report to obtain a Certificate of Occupancy. Use of this cc: Owner report by any other person or firm is strictly prohibited without 1- Architect written permission from our firm. This report may be a matter 1- Engineer of public record at government agencies etc., but it is public 2- Contractor record for viewing only, not for personal or financial gain. (y) JOB NUMBER: 90 - 154 DATE: 24 May 1990 I inspected placement of Miles Sand & Gravel Mix Number: 08 DATE CAST 5 -24 -90 5 -24 -90 5 -24 -90 5 -24 -90 5 -24 -90 5 -24 -90 cc: Owner 1- Architect 1— Enaineer OTTO R SENAU & ASSdL IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 PROJECT: Southcenter Concrete was placed via pump Batch weights per cubic yard: 1820 # 7/8" agg. oz. Cast specimens # 1 A —C Cast specimens # 1 D —F Cast specimens # 5 -31 -90 5 -31 -90 6 -21 -90 6 -21 -90 6 -21 -90 6 -21 -90 2- Contractor 1 —Bldg. Dept. Batch Plant CONCRETE REPORT ,•ELF' - • .•;i.!''i t;.:' "".' � REPORT NUMBER: 001 PERMIT NUIVfBEA: • '6039'f60 - 40 • Retail Building II INSPECTOR: R. Bogle 190 cubic yards of 5 sack, 3000 psi concrete from , in the following areas: Building A grade beams at lines 1 to 4 and A to D (complete building), also interior pile caps; Building B grade beams at lines 1 to 3 on A, A to F on 1, and F from 1 to 3, also interior pile caps on lines 2.5, 3, 3.5, & 4 from A to F. and it was vibrated internally. Slump range 4P-5 ". 470 Type II cement, 1480 # sand, # # oz. per 100= of cement. per 100# of cement. at 50 cubic yards with a 4i " slump. Del. ticket # 138820 at 120 cubic yards with a 5 " slump. Del. ticket # 138870 at cubic yards with a " slump. Del. ticket 11 Weather: Partly cloudy, 60 °F. Concrete Temperature: CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 5 -25 -90 COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE AGE IN SPECIMEN UTL. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 7 7 28 28 28 28 29 #4 oz. 29 #8 oz. 291/8 oz. 291/6 oz. 29 #8 oz. 29 #10 oz. C.1, 118,500 114,000 157,000 153,000 156,500 159,000 STRENGTH LEIS /SQ. IN. 4191 4032 5553 5412 5535 5624 OTTO ROSENAU & ASSOCIATES, INC. t7 ��. OTTO RCSENAU & ASSdf.IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 JOB NUMBER: 90 - 154 PROJECT: DATE: 7 June 1990 I inspected placement of Miles Sand & Gravel Mix Number: 08 Concrete was placed via pump Batch weights per cubic yard: 1820 # 7/8" agg. oz. Cast specimens # 3 A —C Cast specimens # 3 D —F Cast specimens # 3 G —I Weather: Variable. CYLINDERS ARRIVED IN LAB AND/OR REMARKS: DATE CAST 6 -7 -90 6 -7 -90 6 -7 -90 cc: Owner 1— Architect 1— Engineer Southcenter Retail Building II 6 -14 -90 6 -14 -90 6 -14 -90 2- 1— CONCRETE REPORT REPORT NUMBER: 003 INSPECTOR: 322 cubic yards of , in the following areas: JUN 25 199 GIlY ciI i'JF.v'.;,..1.\ PkRMIt NtJ.;JS� .fiL `.' =61)3- 9-/6040 F. Rose 5 sack, 3000 psi concrete from structural slab for Building A. and it was vibrated internally. Slump range 3i11_411. 470 # Type I /II cement, 1480 # sand, # # oz. per 100# of cement. per 100# of cement. at 57 cubic yards with a at 180 cubic yards with a at 270 cubic yards with a Puddles bailed out. 2" styrofoam around perimeter. COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE AGE IN SPECIMEN ULT. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 7 7 7 Contractor Bldg. Dept. Batch Plant 4 4 4 Concrete Temperature: 6 -8 -90 3 —A 3 —D 3 —G 30//2 oz. 301/6 oz. 301/2 oz. " slump. Del. ticket # 140367 " slump. Del. ticket # 140438 " slump. Del. ticket # 140477 134,000 129,000 130,500 STRENGTH LBS/SO. IN. 4740 4563 4616 OTTO ROSENAU & ASSOCIAT , INC. 4024T er4iA4010 OTTO ROSENAU & ASSOCIACS, INC. 6747 M. L. KING WAY SOUTH, SEATTLE, WA 98118 7 PROJECT: Southcenter Retail Building II ADDRESS: 16813 Southcenter Parkway, Tukwila CONSTRUCTION INSPECTION REPORT INSPECTOR AND DATE INSPECTOR'S REMARKS 1 JUL 0 21990 ! PERMIT NUMBER: 03q 4 r ji " •V/ `'�' Nt■fING DEP i,, . _. j JOB NUMBER: 90- .15'4 J. Hamm Inspected resteel for tilt -up panels 1 to 13 for Building B. All per 6 -21 -90 detail on S -9 except where changed man door from panel #10 to panel X112 - calls for two 415's vertical, 1 each face, full height at each side of opening. These end at 2' above door. height. Also, note #2 on S -7 calls for one #7 horizontal top and bottom of opening and extending 2' past opening. Both panels X110 and #12 only have 417 at top of opening and the • -one in panel 4112 does not extend 2' past edge of opening at either side. Will require reinspection before placement of concrete. Resteel is grade 60, as specified, from Salmon Bay Steel. G. Moe Reinspected and approved resteel and forms for tilt -up panels 1110 & 4112. • 6 -22 -90 Verified correction of discrepancies at noted in report dated 6- 21 -90. Also, inspected and approved the resteel and forms for three panels for dumpster enclosure to typical panel reinforcing specifications. Resteel is grade 60, as specified, from Salmon Bay Steel. OTTO ROS & ASSOCIAT 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 CONSTRUCTION INSPECTION REPORT PROJECT: Southcenter Retail Building II ADDRESS: 16813 Southcenter Parkway, Tukwila ARCHITECT: Lance Mueller & Associates CONTRACTOR: R.W. Huff INSPECTOR AND DATE D. Newman 5 -23 -90 R. Bogle 5 -24 -90 R. Bogle Inspected and approved the resteel and forms for grade beam and footing for 5 -31 -90 pile caps located on lines 3.5 to 5 on line A, A to F on line 5, and 3.5 to 5 on line F, also pile cap footings on lines 4 to 4.5 from A through F. Resteel as per approved plans and specifications. Resteel is grade 60, as specified, from Salmon Bay Steel. F. Rose Inspected resteel for structural slab for Building A. Short a number of bars 6 -6 -90 along west and north sides. Ran out of dobies for spacing steel. Dobies keep pushing into soft sand subgrade because of rain. Whole slab needs walk through when more dobies get here. Resteel is grade 60, as specified, from Salmon Bay Steel. F. Rose Inspected and approved the resteel and forms for structural slab for 6 -7 -90 Building A. All steel placed and area re- dobied before pour. cc: Owner 1- Architect 1- Engineer 2- Contractor 1 —Aldo. Deot. CONSTRUCTION INSPECTION & TESTING INSPECTOR'S REMARKS PERMIT NUMBER: 6039/6040 JOB NUMBER: 90 -154 ENGINEER: Engineers N.W. INSPECTED AT: Job Site WMOg 18 1990 F- T1J WILA D EPT. Inspected and approved the resteel and forms in building A perimeter grade beams; (48) single pile caps; (4) double pile caps; (4) triple pile caps. Resteel is grade 60, as specified, from Seattle Steel. Inspected and approved the resteel and forms for Building A grade beams at lines 1 to 4 and A to D (complete building), also interior pile caps; for Building B grade beams lines 1 to 3 on line A, A to F on line 1, and line F from 1 to 3, also interior pile caps at lines 2.5, 3, 3.5, & 4 from A to F. Resteel per plans and specifications, grade 60 as specified, from Salmon Bay Steel. This report is the exclusive property of our firm for use in producing a final report to obtain a Certificate of Occupancy. Use of this report by any other person or firm is strictly prohibited without written permission from our firm. This report may be a matter of public record at government agencies etc., but it is public record for viewing only, not for personal or financial gain. JOB NUMBER: 90 -154 PROJECT: DATE: 31 May 1990 I inspected placement of Miles Sand & Gravel Mix Number: 08 Concrete was placed via pump Batch weights per cubic yard: 1820 # 7/8" agg. # oz. per 100# of c Cast specimens # 2 A —C at 20 Cast specimens # at Cast specimens # at Weather: Overcast . DATE CAST 5 -31 -90 cc: Owner 1— Architect 1— Engineer OTTO R6.3ENAU & ASSO INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 6 -7 -90 7 2— Contractor 1 —Bldg. Dept. Batch Plant CONCRETE REPORT REPORT NUMBER: 002 Southcenter Retail Building 11 PERMIT NUMBER: 6039/6040 INSPECTOR: R. Bogle 80 cubic yards of 5 sack, 3000 psi concrete from , in the following areas: grade beam and footing for pile caps located on lines 3.5 to 5 on line A, A to F on line 5, and 3.5 to 5 on line F, also pile cap footings on lines 4 to 4.5 from A through F. and it was vibrated internally. Slump range 4 " - ". 470 # Type II cement, 1480 # sand, # o Z. ement. cubic yards with a 4i cubic yards with a cubic yards with a Concrete Temperature: " slump. Del. ticket # 139705 " slump. Del. ticket # " slump. Del. ticket # CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 6 -1 -90 Water was removed by pump and drainage from all footings as much as possible COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE AGE IN SPECIMEN UTL. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 2 - 29#14 oz. per 100# of cement. 128,000 4527 .�-�- � .5 c (31 / STRENGTH LBS /SQ. IN. OTTO E & ASSf� CIATES, INC, 20/: t I'ONiA00.00 PROJECT: Southcenter Retail Building II ADDRESS: 16813 Southcenter Parkway, Tukwila ARCHITECT: Lance Mueller & Associates CONTRACTOR: R:W. Huff INSPECTOR AND DATE D. Newman 5 -23 -90 R. Bogle 5 -24 -90 R. Bogle 5-31-90 cc: Owner 1- Architect 1- Engineer 2- Contractor OTTO ROSENAU & ASSOCIAT CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 CONSTRUCTION INSPECTION REPORT INSPECTOR'S REMARKS AUDIO fa L1LiT L I tizira. 111990 ���F 7 clK.VVtLA LANNIN . F,-r. E XA MIN4 T � ` PERMIT NUMBER: 6039/6040 JOB NUMBER: 90 -154 ENGINEER: Engineers N.W. INSPECTED AT: Job Site Inspected and approved the resteel and forms in building A perimeter grade beams; (48) single pile caps; (4) double pile caps; (4) triple pile caps. Resteel is grade 60, as specified, from Seattle Steel. Inspected and approved the resteel and forms for Building A grade beams at lines 1 to 4 and A to D (complete building), also interior pile caps; for Building B grade beams lines 1 to 3 on line A, A to F on line 1, and line F from 1 to 3, also interior pile caps at lines 2.5, 3, 3.5, & 4 from A to F. Resteel per plans and specifications, grade 60 as specified, from Salmon Bay Steel. Inspected and approved the resteel and forms for grade beam and footing for pile caps located on lines 3.5 to 5 on line A, A to F on line 5, and 3.5 to 5 on line F, also pile cap footings on lines 4 to 4.5 from A through F. Resteel as per approved plans and specifications. Resteel is grade 60, as specified, from Salmon Bay Steel. This report is the exclusive property of our firm for use in producing a final report to obtain a Certificate of Occupancy. Use of this report by any other person or firm is strictly prohibited without written permission from our firm. This report may be a•matter of public record at government agencies etc., but it is public record for viewing only, not for personal or financial gain. (( OTTO RGSENAU & ASSOCIATES, INC. JOB NUMBER: 90 -154 PROJECT: Southcenter DATE: 24 May 1990 I inspected placement of Miles Sand & Gravel Mix Number: 08 DATE CAST 5 -24 -90 5 -24 -90 cc: Owner 1— Architect 1— Engineer CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 5 -31 -90 7 5 -31 -90 7 Retail Building II 2- Contractor 1 —Bldg. Dept. Ratnh Plant CONCRETE REPORT REPORT NUMBER: 001 PERMIT NUMBER: 6039/6040 INSPECTOR: R. Bogle • 190 cubic yards of 5 sack, 3000 psi concrete from , in the following areas: Building A grade beams at lines 1 to 4 and A to D (complete building), also interior pile caps; Building B grade beams at lines 1 to 3 on A, A to F on 1, and F from 1 to 3, also interior pile caps on lines 2.5, 3, 3.5, & 4 from A to F. Concrete was placed via pump and it was vibrated internally. Slump range 4P Batch weights per cubic yard: 470 # Type II cement, 1820 # 7/8" agg. # , # oz. oz. per 100# of cement. Cast specimens # 1 A —C at 50 cubic yards with a 4i " slump. Del. ticket # Cast specimens # 1 D — at 120 cubic yards with a 5 " slump. Del. ticket # Cast specimens # at cubic yards with a " slump. Del, ticket # Weather: Partly cloudy, 60 ° F. Concrete Temperature: CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 5 - - COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28,3 SO. IN.) DATE AGE IN SPECIMEN UTL. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 1 -A 1 -D 29#4 oz. 29 #8 oz. 118,500 114,000 1480 # sand, per 100# of cement. 138820 138870 STRENGTH LBS/SO. IN. 4191 4032 OTTO ROSENAU & ASSOCIATES, INC. PROJECT: Southcenter Retail Building II ADDRESS: 16813 Southcenter Parkway, Tukwila ARCHITECT: Lance Mueller & Associates CONTRACTOR: R.W. Huff INSPECTOR AND DATE D. Newman 5 -23 -90 R. Bogle 5 -24 -90 cc: Owner 1 -Architect 1- Engineer 2- Contractor 1 -Ride. Dent. OTTO ROSCNA,U & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 CONSTRUCTION INSPECTION REPORT INSPECTOR'S REMARKS PERMIT NUMBER: 6039/6040 JOB NUMBER: 90 -154 ENGINEER: Engineers N.W. INSPECTED AT: Job Site Inspected and approved the resteel and forms in building A perimeter grade beams; (48) single pile caps; (4) double pile caps; (4) triple pile caps. Resteel is grade 60, as specified, from Seattle Steel. Inspected and approved the resteel and forms for Building A grade beams at lines 1 to 4 and A to D (complete building), also interior pile caps; for Building B grade beams lines 1 to 3 on line A, A to F on line 1, and line F from 1 to 3, also interior pile caps at.lines 2.5, 3, 3.5, & 4 from A to F. Resteel per plans and specifications, grade 60 as specified, form Salmon Bay Steel. This report is the exclusive property of our firm for use in producing a final report to obtain a Certificate of Occupancy. Use of this report by any other person or firm is strictly prohibited without written permission from our firm.. This report may be 'a matter of public record at government agencies etc.,,but it is public record for viewing only, not for personal or financial gain. INSPECTOR AND DATE D. Newman 5 -23 -90 cc: Owner 1- Architect 1- Engineer 2- Contractor 7 -Rhin font �r OTTO ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 PROJECT: Southcenter Retail Building II ADDRESS: 16813 Southcenter Parkway, Tukwila ARCHITECT: Lance Mueller & Associates CONTRACTOR: R.W. Huff CONSTRUCTION INSPECTION REPORT INSPECTOR'S REMARKS PERMIT NUMBER: 6039/6040 JOB NUMBER: 90 -154 ENGINEER: Engineers N.W. INSPECTED AT: Job Site Inspected and approved the resteel and forms in building A perimeter grade beams; (48) single pile caps; (4) double pile caps; (4) triple pile caps. Resteel is grade 60, as specified, from Seattle Steel. This report is the exclusive property of our firm for use in producing a final report to obtain a Certificate of Occupancy. Use of this report by any other person or firm is strictly.prohibited without written permission from our firm. This repart may be a matter of public record at government agencies etc., but it is public record for viewing only, not for personal or financial gain. mil� Mahan &DeSalvo CONSULTING ENGINEERS April 12, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Sincerely, etg4'et- feetke Cry tal Kolke CLK:4 cc: Lance Mueller & Associates 130 Lakeside Seattle, Washington 98122 RECEIVED CITY OF TUKWILA APR 1 3 1990 PERMIT CENTER Regarding: 90 -T -04 ( Southcenter Retail Buildings A & B) 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. We have no additional comments. Enclosed are drawings, structural calculations, soils report, and storm drainage calculations for your use. Plan Check #90-039: Southcenter Retail II (Bldg A) 16813 Southcenter Py THE FOLLOWING COMMENTS APPLY TO AND BE OME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER_ (o.Q.. - __. 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. This permit is for building shell only. Tenant improvements under separate permit and approval. 3. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296- 4732). 4. Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (872 - 6363). 5. All mechanical work shall be under separate permit through the City of Tukwila. 6. A11 permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 7. When special inspection is required either the owner, architect or engineer shall notify the Tukwila building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. 8. All structural concrete to be special inspected (Sec. 306, UBC). 9. All structural welding to be done by W.A,B.O. certified welder and special inspected (Seca 306, UBC). 10. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11. Readily accessible access to roof mounted equipment is required. Saut•hcenter Retail 11 (Bldg A) Page 2 12. Engineereed truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 13. Any exposed insulations hacking material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 14. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure). 15. A statement from the roofing contractor verifying fire retardancy of roof will be required prior to final inspection (see attached procedure). 16. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washignton State Energy Code (1989 Edition), and Washington State Regulations for Barrier Free Facility (1989 Edition). 17. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection, 18. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an approval af, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid, '•.�. Ate fig. SUaJ OCT 8 r7 W ( r' ' -W 1 H Irr' `` f'IN I &'1 Nf 1H1.0. til lrr ~$if 'i l -• ., „ Y,.,M„1011..„1,,,,1, 11,1 UP I , • l .I1,1. N.,n,r ENGINEERS — NORTHWEST INC. PS. MRfiA WQQDLAWN AVE. N.E. SEATTLE, WASH. 00113 TCLC. 200.026.7680 'riIrra r Wiy r ,) NM • •. CI►1: Pia • ft , • I 44 " .4 . 4.44...... " C asooc •r • RVssl1Lt cCraT Q P-Tar.1 DAM. 94 -CYa 1 Y�1 S SHEET OF I By '� V . 4. . COWj 1JJ • I. t ' 4La • PE • • • VA S /15C Al t 2 a.. 4/4 STS L 7 -2) Joe No.. 9()°7 ‘ 1 1.... Joe NAME SOQ 1L GE/� f ?rr 1 4"Z1 10 DATE SUBJECT APR 27 '90 1808 ENGINEERS NORTHWEST 522 - 6698 P.2 /2 (ZOO c CON) IV SHEET, Or t' By V ENGI.EERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. SEATTLE, WASH. 98115 TELE. 206.525.7560 • TS. Got. •, ; /lL PLAN 'C IMPio/J OFFSET Cdr 5 HAN6tre. APR 27 '90 '18 :08 ENGINEERS NORTHWEST 522 -6698 ENGI ,EERS- NORTHWEST(' 1NC;. P. S, 6869 WOODLAWN AVE. N.S. SEATTLE, WASH. 98115 TELE. 206.525 -7560 ~ JOB No. 9Q"1--Joe NAME 600 ( kkiZ R 10-1 DATE .._ 1., <+U SUBJECT_, I JC COY\) w) .1 SHEET 2, or 4- �4 CO L 3EC7 o /"1 - 7 ~- / ' O" IMPr4A./ OFFSE Ca L T S NANGCR. 1 /4 " f� FA s, r►C 1Av/ 2•. Bot..Tc !'► RCS it c,LsP1 PLAN P.2 2 SUBJECT c-11 1 1-1 t.1?-! I HI- I . 1-;"--", f1( 111' I 11• 11 '-', I ENGINEERS INC. P.S. fifiRA wnonl- AWN AVE. N.E. SPATTLF, INAEI I. 01111.7. TC1.1. 20I3 52.r, 7S3O C f ( X ) J t4 „ry, triLt C C r? - k 4'11-4'6 covu v■) .... , F3Y_ "X" REQUIRED INSPECTIONS PHONE APPROVED INITIALS CORRECTION NOTICE ISSUED X 1 Footings 433 -1849 X 2 Foundation 433-1849 X 3 Slab and/or Slab Insulation 433 -1849 4 Shear Wall Nailing 433 -1849 X 5 Roof Sheathing Nailing 433 -1849 6 Masonry Chimney 433 -1849 X 7 Framing 433-1849 X 8 Insulation 433 -1849 9 Suspended Ceiling 433-1849 X 10 Wail Board Fastening 433 -1849 11 12 13 14 FIRE FINAL Insp: 575 -4404 X 15 PLANNING FINAL 433 -1849 X 16 PUBLIC WORKS FINAL 433 -0179 X 17 BUILDING FINAL 433-1849 16813 Southcenter Py CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 SITE ADDRESS: BUILDIG PERMIT INSPECTION RECORD (Post with Building Permit in conspicuous place SUITE NO.: BUILDING PERMIT NO. DATE ISSUED: PROJECT: Southcenter Retail II (Bldg A CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE (INSPECTOR COMMENT SECTION ON REVERSE) INSPECTION PROCEDURES AND REQUIREMENTS Co 039 All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are in place. 3. SLAB • If structural slab or If understab insulation Is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7. FRAMING • Atter rough -in Inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place. 8. INSULATION - After framing approval, but before installation of wallboard. Battles must be installed to keep attic ventilation points clear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11. 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements. 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. OTHER AGENCIES: Plumbing (including gas piping) — King County Health Department — 296 -4732 Electrical — Washington State Department of Labor and Industries — 872 -6363 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 433 -1849. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. 01/26//9 ' REQUIRED INSPECTIONS ` 1 Footings 2 Foundation ;11 3 Slab and/or Slab Insulation 9 4 Shear Wall Nailing 4 5 Roof Sheathing Nailing 6 Masonry Chimney 7 Framing 8 insulation A . 9 Suspended Ceiling 10 Wall Board Fastening I11 12 13 ` fr414 FIRE FINALlnsp: 6 15 PLANNING FINAL. 1 �1 16 PUBLIC WORKS FINAL i► ' 17 BUILDING FINAL PLAN CHECK NUMBER I co . - (1�i q PROJECT: le THE FOLLOWING COMMENTS APPLY TO AND BECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER W (/j No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division, Plumbing permit shall be obtained through the King County Health Department and plumbing will be Inspected by that agency, including all gas piping 1296- 4732). u) Electrical permit shall be obtained through the Washington State t(//`� Division of Labor and Industries and all electrical work itll be Inspected by that agency 4872- 6363). liTer A1) mechanical work shall be under separate permit through the City of Tukwila. Pe y5) Al) permits, inspection records, and approved plans shall be V'� posted at the job site prior to the start of any construction. W hen special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. J/l ) li structural concrete to be special inspected (Sec. 306, UDC). y A11 structural welding to be done by W.A.D.O. certified welder and special inspected (Sec. 306, UDC). O All high - strength bolting to be spacial inspected (Sec. 306, UDC). A ny new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seienie lone 3. 1 1 Partition walls attached to ceiling grid oust be laterally braced i1 over eight 101 feet in length. O le Readily accessible access to roof ■ounted equipment is required. Engineereed truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. . Q� ) Any exposed insulations backing material to have Flame Spread �/Rating of 20 or less, and material shall bear identification showing the fire performance rating thereof. $ Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final Inspection (see attached procedure.). 1A 1.1°' A statement Iran the roofing contractor verifying fire retardancy of rook will be required prior to final inspection isee attached p edurs). 11A43 "er.Pc • . . All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washignton State Energy Code 11989 Edition', and Washington Stae Regulations for Barrier Free Facility (1989 Edition). All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296.4787, at least three working days prior to desire inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a sot of plans approved by that agency an the Job site. Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. otify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21 All spray applied fireproofing as required by U.H.C. Standard No. 43 -8, shall be special inspected. 22 All wood to remain in placed concrete shall be treated wood. x3 All structural masonry shalt be special Inspected pier U.B.C. Sectlos► 306 (al 7. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the Jurisdiction. No perait presuming to give authority or violate or cancel the provisions of this code shall be valid. City of Tukwila y FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 1 90E Fire Department Review Control Number 90 -039 Re: Southcenter Retail II, Building #A - 16813 Southcenter Parkway, Tukwila, Wa. Dear Sir: Gary L. VanDusen, Mayor February 27, 1990 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10 B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) (UFC 10 -1 (3 -1)) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinents, or set on shelves (NFPA 10, 1 -6.6), and shall be installed so that the top of the extinguisher is not more than 5 ft. above the floor. (NFPA 10, 1 -6.6) (UFC 10.301) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher," with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.301) 2. Exit hardware and marking must meet the requirements of Uniform Fire Code Sections 12.104 & 10.402(a). Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. (UFC 12.104b) Exits shall be illuminated at any time the building is occupied. An emergency system shall automatically City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 Page number 2 An approved hose station requires plans review. (Plans must be submitted to the Fire Marshal for approval prior to installation.) (City Ordinance #1528) Gary L. VanDusen, Mayor provide exit illumination upon failure of the main power supply. (UFC 12.107(a)(b)) Exit doors shall swing in the direction of exit travel when serving an occupant load of 50 or more. (UBC 3304(b)) Exits serving more than 50 occupants shall be provided with illuminated exit signs. 3. An approved automatic fire sprinkler extinguishing system is required and shall be designed, installed and tested. (City Ordinance #1528) All sprinkler drawings shall be prepared by companies licensed to perform this type of work. Drawings shall first be approved by the Washington Survey & Rating Bureau, Factory Mutual Engineering or Industrial Risk Insurers, then by the Tukwila Fire Department. No sprinkler work shall commence without approved drawings. (City Ordinance #1528 & NFPA 13, 1 -9.1) (UFC 10.305) Maintain minimum 40 degree F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (UFC 10.301) Local U.L. Central Station Supervision is required. (UFC 14.105) If the overhang exceeds 4', sprinkler protection shall be provided. 4. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. Page number 3 Yours truly, 4 City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 (UFC 10.208) (Buildings #A and #B shall be separately addressed) Every exterior portion of a building must be within 300' of a fire hydrant, measured around the perimiter of the building. (City Ordinance #729) Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the building. (UFC 10.207 amended) All hydrants and all surface access roads shall be installed and made serviceable prior to and during the time of construction (UFC 10.301) The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd Gary L. VanDusen, Mayor RE: Southcenter Retail II Date: April 26, 1990 CONDITIONS TO APPROVAL MEMORANDUM From: Vernon Umetsu, Associate Planner Department of Community Development To: Permit Coordinator I have approved issuance of the building permit with the following understandings and condition: A. Phil Fraser has assured me that he has no concerns regarding the timely accuracy of all survey data; B. Phil Fraser is satisfied that the survey data submitted demonstrates that there will be no cutting into the original slope, thus satisfying a condition to the SAO waiver granted by the City Council; and C. The relocated freestanding sign shall be submitted for additional approval once a specific location is proposed. 1. Plans and location of the relocated sign shall be submitted for Planning approval once a specific location is determined to ensure proper setbacks. Plans for sign foundaton and height also need to be submitted. 2. Any above ground vaults shall be approved by the Planning Division to ensure placement is consistent with B.A.R. criteria. R ZA RITTENHOUSE -ZEMAN & ASSOCIATES, INC. Geotechnical & Environmental Consultants 1400 140th Avenue N.E. Bellevue, Washington 98005 -4594 (206) 746- 8020 /FAX (206) 746 -6364 24 April 1990 W -6407 The City of Tukwila 6200 Southcenter Boulevard. Tukwila, Washington 98188 Attention: Mr. Duane Griffin Building Official Gentlemen: Subject: Structural Fill Placement & Pile Driving Observation Southcenter Retail Phase II We are writing this letter at the request of Mr. Robert Schofield regarding construction observation related to structural fill placement and the observation of test piling at the above referenced site. As part of initial site development, a representative of our firm monitored the placement of structural fill in accordance with the site grading plan developed by Bush Roed and Hitchings. Our representative monitored the fill placement on an intermittent basis and performed density testing. In our opinion, the existing structural fill placed on -site is suitable for the support of utilities and pavements in accordance with the original grading plan, subsequently modified by Bush, Roed and Hitchings. Our representative also recently observed the installation of a number of test piling at the project site. The test piles were driven at production pile location in order to provide an estimate for pile order lengths. The test piles were driven to penetration resistance consistent with the recommendations contained in our report as subsequently modified in project correspondence. The test piling were installed using materials and methods consistent with production pile installation. Based on the results of the test pile driving program, and observations by our field engineer, these test piles would be suitable for use and support of the building loads, in our opinion. The City of Tukwila 24 April 1990 W -6407 Page 2 We trust this letter is sufficient for your needs. Should you have any questions regarding this letter or other topics please feel free to call at your earliest convenience. Respectfully submitted, RITTENHOUSE- ZEMAN,� ,SSOCIATES, INC. '61' o� Kurt W. Groesctg, ii':Et�, ti i i? d ; " xF. , E, 5 Associate ix : : a a si 0 �' R EGISA t `: 4 ' -- cc: Mr. Robert 9 �IgINp\ • Rick Beeler, Director, D.C.D. City of Tukwila Tukwila City Hall 6200 Southcenter Boulevard Tukwila, WA 98188 RE: Building Permit Review for Southcenter Retail Building Phase II. Dear Mr. Beeler, • 1 The Tukwila City Council granted this project a waiver from the moratorium pursuant to ordinances 1544 and 1550, and I have executed the attached "Agreement to be Subject to a Sensitive Areas Ordinance." I hereby request that you immediately begin all necessary reviews to ensure the timely issuance of a building permit. I acknowledge the following: 1. That this building permit application has been submitted prior to SEPA review, approval by the Tukwila Board of Architectural Review and receipt of the City's fully clarified conditions to the moratorium waiver, 2. That this building permit application is vested only to the extent it is consistent with all the conditions finally established in the reviews listed in Item No. 1. 3. That the above analyses and City actions may require project design changes which may result in additional plan check fees and review time, 4. That the building permit shall not be issued until the proposed project is consistent with all final conditions in Item No. 1, 5. I agree to pay any such fees, and 6. I hold the City harmless for any delays or costs incurred as a result of project design changes due to the above. Sincerely, Robert Schofield Date cc: Beeler /City Attorney /file. 1 AGREEMENT TE SUBJECT TO A SENSITIV AREAS ORDINANCE The undersigned owner /developer of real property located at 16813 Southcenter Parkway, Tukwila, Washington, and more specifically described in Exhibit A attached hereto, hereby acknowledge that such property is subject to the moratorium imposed by Tukwila Ordinance Nos. 1544 and 1550. The undersigned have petitioned for relief from the provisions of the moratorium as provided for in Ordinance No. 1550 and in consideration of such relief, agree that if the City of Tukwila will process the following applications: EPIC -32 -89 - SEPA for Mikami Design Review 89 -15 -DR - Mikami Design Review (BAR) Mikami Building Permit Application to Implement Above Project The development of the property described in Exhibit A will be subject to all of the provisions of the Sensitive Areas Ordinance as finally passed by the City Council, even though those provisions may be more restrictive than any conditions or limitations imposed by or resulting from the SEPA, BAR and Building Permit processes described above. The undersigned agree that such processes will be continued solely at their risk and expense and that the result of the final Sensitive Areas Ordinance may be to require extensive project modifications and reevaluation or rescission or withdrawal of any approval arising out of the SEPA, BAR and Building Permit processes. It is also understood and agreed that continuation of the SEPA, BAR and Building Permit processes does not mean that any other application for this project will be accepted or processed unless the City Council approves a petition therefor. The undersigned acknowledge that the waiver was made subject to the following conditions which the undersigned agree to meet as partial consideration for the waiver. A. Fill may be emplaced to feather grades up to the existing 34-ft. contour; however, cuts may not be made into the 28 ft. contour west of the drainage ditch. Development may occur up to the 30 to 34-ft. contour which lies westerly of the drainage ditch as shown in Exhibit B and represents the toe of the 15% slope. B. In the stockpile area, the original 34 ft. contour shall be used as the maximum cut line. No cuts into original slopes above this contour shall be allowed. This maximum cut may only be done if slopes no more than 2:1 can be established between any cut and the existing slopes. No development shall occur above this 34 ft. contour line in the stockpile area as shown in Exhibit B. C. No rockeries or retaining walls shall be allowed in the northwest corner of the site. The undersigned further acknowledge that this conditional waiver was given in reliance on the accuracy of the information supplied by the undersigned, including the original and existing grades as shown on the Bush Roed & Hitchings survey as revised on March. 12, 1990, and agree that they bear all risk of inaccuracy of such information. The undersigned acknowledge that the covenants herein run with the land described in Exhibit A, and that this document will be recorded with the King County Department of Records and Elections and that those covenants cannot be released without the written consent of the City of Tukwila. STATE OF WASHINGTON ) ) ss. COUNTY OF KING ) DATED: Mares /41 MATT M. MIKAMI, Owner ROBERT H. SCHO L Developer /Applicant I certify that I know or have satisfactory evidence that MATT M. MIKAMI, Owner, and ROBERT H. SCHOFIELD, Developer /Applicant are the persons who appeared before me, and said persons acknowledged that they signed this AGREEMENT TO BE SUBJECT TO A SENSITIVE AREAS ORDINANCE, and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in the instrument. ,1990. .%2 Notary lic in for the State of Washington, residing at My Commission Expires: 9,9 53 DESCRIPTION: PARCEL A: EXHIBIT A, Page 1 of 2 THAT PORTION OF THE NORTHEAST 1/4 OF THE SOUTHWEST 1/4 (HEREINAFTER REFERRED TO AS THE SUBDIVISION) IN SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST M.M. LYING WEST OF COUNTY ROAD NO. 972, MESS BROTHERS ROAD, CONVEYED TO KING COUNTY BY DEED RECORDED UNDER RECORDING NO. 921233 ( SOUTHCENTER PARKWAY FORMERLY 57TH AVENUE SOUTH), DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE WEST LINE OF SAID SUBDIVISION, 1,020 FEET NORTH OF THE SOUTHWEST CORNER THEREOF; THENCE NORTH, ALONG SAID WEST LINE, 294.82 FEET, MORE OR LESS, TO THE NORTHWEST CORNER OF SAID SUBDIVISION; THENCE EAST, ALONG THE NORTH LINE OF SAID SUBDIVISION, TO THE INTERSECTION WITH THE WEST LINE OF SAID COUNTY ROAD; THENCE SOUTH, ALONG SAID WEST LINE, A DISTANCE OF 294.62 FEET, MORE OR LESS, TO THE INTERSECTION WITH A LINE RUNNING EAST FROM THE POINT OF BEGINNING PARALLEL TO THE SOUTH LINE OF SAID SUBDIVISION; THENCE WEST ON SAID PARALLEL LINE TO THE POINT OF BEGINNING; EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR PRIMARY STATE HIGHWAY NO. 1 (SR 5) BY DEED RECORDED UNDER RECORDING NO. 5524599 AND 5992105; AND EXCEPT THAT PORTION LYING EASTERLY OF THE WESTERLY MARGIN OP SOUTHCENTER PARKWAY AS CONVEYED BY DEED RECORDED UNDER RECORDING NO. 6343852; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. PARCEL B: THAT PORTION OP THE FOLLOWING DESCRIBED PARCEL LYING NORTHERLY OP A LINE WHICH IS 1,020 FEET NORTHERLY OF AND PARALLEL WITH THE SOUTH LINE OF THE HEREINAFTER REFERRED TO NORTHEAST 1/4 OF THE SOUTHWEST 1/4: THAT PORTION OF THE NORTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., DESCRIBED AS BEGINNING AT A POINT WHICH IS OPPOSITE HIGHWAY ENGINEER'S STATION (HEREINAFTER REFERRED TO AS BES) LW 2504 +89.33 ON THE LW LINE SURVEY OF SR 5, SOUTH 178TH STREET TO SOUTH 128TH STREET, AND 553.73 FEET SOUTHEASTERLY THEREFROM; THENCE EASTERLY TO A POINT OPPOSITE BES LW 2505 +00 ON SAID LW LINE SURVEY AND 590 FEET SOUTHEASTERLY THEREFROM; THENCE NORTHERLY TO A POINT OPPOSITE BES LW 2505 +75 ON SAID LW LINE SURVEY AND 570 FEET SOUTHEASTERLY THEREFROM; THENCE NORTHERLY TO A POINT OPPOSITE BES LW 2507 +15 ON SAID LW LINE SURVEY AND 515 PEET SOUTHEASTERLY THEREFROM: THENCE NORTHERLY TO A POINT OPPOSITE HES LW 2509 +50 ON SAID LW LINE SURVEY AND 500 FEET SOUTHEASTERLY THEREFROM; THENCE NORTHWESTERLY TO A POINT OPPOSITE SAID BES AND 428.97 FEET SOUTHEASTERLY THEREFROM; THENCE SOUTHERLY IN A STRAIGHT LINE TO THE POINT OF BEGINNING; SITUATE IN THE CITY OF TUKWILA, COUNTY OP KING, STATE OP WASHINGTON. .R , ---. Nees' 12 w_ 4 k' 9 • • • • ••■ • .... , . •• • 7 `0.0 4'• +• 5.. •.. s. � g° Ai • ` 1y i 4 bit / • •• •.• 0 • • Ar• I. 4 0 4 EXHIBIT A, Page 2 of 2 • 14 0 P. S' / w 4 O >> slew 4 ti Oh ry . Am ORDER NO . 3 - ' ESCROW NO. LOAN NO. MORTGAGOR PLAT MAP Vol PG Aat M � �li :ce L t A •1 • • • 4 M 321 0 1 I16{ I Ir1 I ' t • I �l lc 1 h i I ti his map does not purport to show all highways, roads or easements affecting aid orooerty: no liability is assumed for variations in dimensions and location t+ mu. S DOMESTIC. AAA,. SKUICIC # �C C – i d1 410 TIC 0 p R Y J uc�P o• ;��E�d waR�l C 6 C E' T0.'j s0n.0.0 W 0 i 1 ,ltL b 46 GROIN VALL C1DP )I.A) I 4 SA0- 040 waLL r N 8 • t GRADING. STORM SEWER SANITARY SEWER. AND WATER IlNES tor SOUTHCENTER RETAIL BUILDINGJI ROBERT SCHOFIELD TUKWILA. WASHINGTON ..__...- �Yin_ .D BUSH, ROED & HITCHINGS, INC. CIV L ENGINEERS 1. SuRVEIORS IlifiR , . . .t i. T +i. Gl o1.su ADDRESS 42.12 WA *Nr RP. $aL M) t c ATTENTION WE ARE SENDING YOU THE FOLLOWING X Attached (] Under separate cover COPIES DESCRIPTION � Ttscm Commuts COMMENTS SIGNED (23 /P4.LTRANS) City of Tukwila PLANNING DEPARTMENT 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 . - ,-- --T cfm____TeinulcommEmes, a wt to P�r X -039 .7rT271111rS� =..T2. sM714UTra -a r. .r-crc— rS:�+TttT�rYV rT�rF�r7 R�1lf►arl4'=J6T +��- • CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT prepared by: bl •AMMIM# 1 'n•, LETTER OF TRANSMITTAL DATE Z 03 REGARDING` C O S1 11 eux Is." ?au THESE ARE TRANSMITTED [� For approval For review and comment Q For your use and information Q As requested [J Other Plan Review t • PROJECT �OOTC L ∎• Ala \. I _ r ADDRESS , �'j 13 DATE • --�� -_ 0 PLAN CHECK NUMBER , -- o . mac --rDe. A CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT prepared by: PLANNING DIVISION O7/1• Tdeilkite.(14 "FieN CNfc'cKE,e T• SN tTtp, t_. gE D 1 Et.0 'F QRT7tN(ttJG CoM,K 44-s 1 .N 'Do WE Lc) rt 4 71-4ER l- -cw1 t C obilM t- %4Ts : 1. 0 t L t NCB „ 6\ 3 I -4E.L MOST M EEC' "REaMTS OF CDT ee. 33 ca1. Lo Ab c2. '31. Dte" 4 ._ .._., t • • U,Z,C. jaw.. 4.• •eS _ \ . 4.J - 1 (0. • t ( & . 15 UL _ e, Jam' 4• DICA • JO 12 . NC E. _ C, _ A _Ii .,_ • N s • 1,4E. CODE. "Z' :P,Sm 06E t t4acoe. C=OQ. - E.NE; CAL C's 6LTAai'r . - 1T-V6 c)r Ltc TLoM1 WILL 1.10c.Z 13E "?„(DOTE .D To Ft e c D 'r.. -10‘ I E;I.AC. t t.�CUta.K ISSN CrAAp Ttoc� Cdr- TNic�2 At-ih11 'RE )l E O M LI LC. g ED ATE= NSE. 'R - ME L1sT ao -'1 t .C.06G `` -W6vI1 T -- TCAX) Ccp l CIF i.E.G1U 1?-0.S" 1 t4FORMAr`ViC14 i Pte Kati 32 c y Z/7 _ _Am. 1.4. .4_ ..., ,.-- .. 2 , A , -_ , 4ge AM, a _ ., , '4 .. i Plan Review t • PROJECT �OOTC L ∎• Ala \. I _ r ADDRESS , �'j 13 DATE • --�� -_ 0 PLAN CHECK NUMBER , -- o . mac --rDe. A CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT prepared by: PLANNING DIVISION O7/1• Tdeilkite.(14 "FieN CNfc'cKE,e FLOOR AREA OCCUPANT LOAD EXITING REQUIREMENTS M r•cd Plan Review PROJECT/ - �. Er \L SE L � ADDRESS k 51 61an.A.c.E.t` _L DATE - q 0 OCCUPANCY GROUP -2 -, tie TYPE OF CONSTRUCTION Vi --'� LOCATION ON PROPERTY PROPERTY 'Exl G ' N = 4 � ° 2 E•5 ) 1 BUILDING HT. / NO. STORIES SZ_ IC 6 u. ' rrx,-k- torn — Slnedi CCCO 4 fAvv.citkA �-- CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING DIVISION c± pe - fat' ✓',tom., ViAo d ���. -+moat zo' C. �. DETAILED REQUIREMENTS ' C rRAet'S EG - tR.Lt) dle °V.k VIAN) OCCUPANCY TYPE OF CONSTRUCTION C 5 o,K. PART V, CHAPTER 23, U.B.C. W.S. >E.C. CHAPTER 51 -10, W.A.C.�Ur 0()15EOt s 2 ' ° .0 14c. -4 14 Ve1 O, K. prepared by: , PLAN CHECK NUMBER • via%) TO: FROM: DATE: SUBJECT: Cit of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 1206) 433.1800 Gary L. VanDusen, Mayor MEMORANDUM 1'Y1ah an e- De_ Sal v Sho ruor j 5, Icno � oo - t - hc n er I �I \c 6 d'k k '\ ()n . (10 /T2.MEMO) C sorrow OF TUB TO PORN A DENSE 1 CLASS "s" PER M 4 INCHES BELOW PIPE (CORRUGATED ) PLAN NO. D - 18e IPE SMALLER THAN LARGER THAN 27" LOTH SHALL BE 40 PLUS 18 INCHES, '.ACED IN 6 INCH I RECEIVED CITY OF TUKWILA FEB 0 1 1990 PERMIT CENTER LEGAL DESCRIPTION That portion of the Northeast quarter of the Southwest quarter (hereinafter referred to as the subdivision) in Section 26, Township 23 North, Range 4 East, W.M., in King County, Washington, lying West of the County Road and described as follows: BEGINNING at a point on the West line of said subdivision 1,020 feet North of the Southwest corner thereof running;- THENCE North along said West line 294.62 feet, more or less, to the Northwest corner of said subdivision; THENCE East along the North line of said subdivision to the intersection with the West line of said County Road; THENCE South along said West line a distance of 294.62 feet, more or less, to the intersection with a line running East from the POINT OF BEGINNING parallel to the South line of said subdivision; THENCE West on said parallel line to the POINT OF BEGINNING; EXCEPT portion thereof conveyed to the State of Washington for Primary State Highway No. 1, under deed recorded under Auditor's File Plo. 5992105, lying Westerly of the West line of that property conveyed by the State of Washington by deed recorded under Recording No. 8505150265. ALSO EXCEPT the East 6 feet thereof for Southcenter Parkway per deed filed in Volume 5083 of Deeds at page 553. ALSO EXCEPT the South 15 feet of the East 124.59 feet of the above. described parcel. Together with that portion of said subdivision described as follows: BEGINNING at the Southwest corner of the South 15 feet of the East 124.59 feet of said above described parcel; THENCE South parallel with the West line of Southcenter Parkway 15 feet; THENCE West parallel with the South line of said subdivision 124.61 feet to the Southerly extension of the West line of the above described parcel; THENCE North along said Southerly extension 15 feet to the Southwest corner of said parcel; THENCE Easterly along the South line thereof to the POINT OF BEGINNING. Together with vacated S. 168th St. adjacent. TO: FROM: DATE: SUMJECT: City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 1204) 433-1800 Gary L. Vanousen, Mayor MEMORANDUM anuarL 30, (q90 3D Ltle Le ritfe r & ±x 1 ZL - F"ek_ \l OJO ion 0€ C C)nt i on 'i.) boo5Q.d on ldin3 Ua1uc i 1TCL, Pcri l Riztaik 1 C-e 0 v - -110 X o. % = o,5yc Zvild►n N° I3 5 ' yfy, 5 (61 ev ila ∎ n9 1 3o. y - 1- 0 5 1, 5'3Q Fiv`► i d'(n5 : + L Lj % U ahv oa on P l o•n Cha_k Sur Chard r3ut ld'Inj Per-n34- 1, <6.a %. op F' 5) e_hod3.Q., . City ofukwila PLANNING DEPARTMENT 6200 Southcenter Boulevard Tukwila, Washington 98188 (206)433.1849 PRE--APPLICATION MEETING ATTENDANCE RECORD FOR STAFF USE ONLY Pre -app File # PRE APP - 026 - 89 Project Name: Meeting Date 9 - 21 - 89 Time 2:30 p.m. Site Address: Checklist mailed to contact person (date): 10 - 20 - 89 STAFF PRESENT Eby, Building [ [, Planning [Public Works ❑Parks & Rec. ❑ Police CO Other Permit ❑Other Center APPLICANT /REPRESENTATIVES PRESENT Contact Person: r (433 -1851) (575 -4404) (433 -1849) NAMES /TITLES Duane Griffin, Building Official Nick Olivas, Fire Marshal Rick Reeler, Director; Vernon Umetsu, Assoc. Planner (433 - 1850) Phil Fraser, Senior Engineer (433 -1847) '(433 -1806) 133 -1851) ( - ) Becky Davis, Permit Coordinator Name Bob Scofield Company /Title Address 4212 Hunts Point Road. Bellevue, WA Southcenter Retail II 16813 Southcenter Py Initials: BLD Schofield Enterprises Inc. Zip 98004 Phone 462 -0406 Others Present: Name Company /Title Address Zip Phone Name Company /Title Address Zip Phone Name Company /Title Address Zip Phone Name Company /Title Address Zip Phone Name Company /Title Address Zip Phone CHECKLIST PROVIDED ❑ Ell Occupancy Group City of Tukwila PLANNING DEPARTMENT 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433.1844 PRE - APPLICATION CHECKLIST BUILDING DIVISION (construction) FOR STAFF USE ONLY Pre -app File # PRE- APP - 026 -89 Project Name: Southcenter Retail II Meeting Date 9 -21 -89 Time 2:30 Site Address: 16813 Southcenter Py CONSTRUCTION INFORMATION 1. Comply with the provisions of the Uniform Building Code, - -Edition (as amended). [I 2. Comply with Washington State Barrier Free Code, 1987 Edition. /VW pl 3. Comply with Uniform Mechnical Code, 4495-Edition. pa 4. Comply with State Energy Code. Provide energy calculations stamped by a Washington State Licensed architect or engineer. g 5. Provide licensed Washington Architect stamp on construction drawings. t"4 6. Provide a soils report, stamped by a Washington State licensed engineer. pi 7. Submit structural calculations stamped by a Washington State licensed struc- tural engineer. 8. Obtain building permit. 9. Obtain mechanical permit. Roof top mounted equipment requires structural calculations stamped by a licensed engineer. 10. Obtain grading /fill permit. (,5a.f('P Ciutp lov U$cs [[ 11. Obtain separate permit for rack storage. Rack storage must be designed for seismic zone 3. A licensed structural engineers stamp will be required for rack storage 8' and over. [j 12. Obtain a sign permit (TMC Title 19). //�� 1 / g r 13. Special i ns ectors will be required 441- 0,5 siaAri4e,cf r m ct)hr� 366, 1 -504 pt 14. Notify Building Official of testing lab hired by architect or owner (not by contractor). 14 15. Obtain approvals and permits from outside agencies (see attached misc. and outside agencies checklist). • Electrical permit and inspections through Washington State Department of Labor and Industries, 872 -6012. • Plumbing permit and inspections through King County Health Department, 587 -2732. [� 16. King County Health Department must approve and stamp plans for restaurants and food service facilities prior to submittal to Tukwila Building Division. 17. Provide plan submittal per requirements on attached plan submittal handout. T, 18. Lp x i I'`, Oiler y f'1, RI 19. [ 20. Checklist prepared by (staff) : c0 v Date City of Tukwila Fire Department 2 1. 7 . [2(9 [�12. Er 13. (PREAPP3.A) Gary VanDusen Mayor E 10. Buildings utilizing storage of high cal smoke removal per 444 Andover Park East, Tukwila, Washington 98188 (206) 575.4404 FOR STAFF USE ONLY Control # %� - APP - vim, - 'q Site Address i C =' 1 S c . Py Occupancy Group ..rr? Project (2 CONTRUCTION INFORMATION The City of Tukwila has adopted the 198 Uniform Fire Code. This and other nationally recognized standards will be used during construction and operation of this project. (TMC 16.16.120) ✓[{ 2. Fire hydrants will be required. (City Ord. #729) 3. Required fire hydrants shall be approved for location by the Fire Department, approved for purity by the Water Department, and fully in service prior to start of construction. A fire hydrant must be no further than 150 feet from a struc- ture; and no portion of a structure to be over 300 feet from fire hydrant. (UFC 10.301 and City Ord. #729) []r/4. Automatic fire sprinklers are required for this project. Sprinkler systems to comply with N.F.P.A. #13. Sprinkler plans shall be submitted to Washington State Surveying and Rating Bureau, Factory Mutual or Industrial Risk Insurers for appro- val prior to being submitted to Tukwila Fire Marshal for approval. Submit three (3) sets of sprinkler drawings. This includes one for our file, one for company file, and one for the job site. (City Ord. - -H4t) Maximum grade is 15% for all projects. /5 [r/6. Hose stations are required. (City Ord. #1141) A fire alarm system is required for this project. (City Ord. #1327) Plans shall be submitted to the Tukwila Fire Marshal for approval, prior to commencing any alarm system work. Submit three (3) sets of complete drawings. This includes one for our file, one for company file, and one for the job site. [r( 8. Special installations of fixed extinguisher systems, fire alarm systems, dust collectors, fuel storage, etc. require separate plans and permits. Plans to be submitted to the Fire Marshal prior to start of installation. (UFC 10.301) Portable fire extinguishers will be required in finished buildings per N.F.P.A. #10. (Minimum rating 2A, 10 BC) EKi. During construction, an all- weather the building. (UFC 10.301) No building will be occupied, by people or inspection by Fire and Building Departments. Adequate addressing is required. Number size will be building from roadway. Four inch numbers are minimum. which contrasts to background. (UFC 10.208) l 21 14. Designated fire lanes sue be required for fire and requirement may be established at the time of occupancy is in operation. (UFC 10.207 as amended) piled combustible stock will require mechani- Section 81 of the 1985 UFC. access will be required to within 150 feet of merchandise, prior to approval and determined by setback of Numbers will be in color emergency access. This and/or after the facility �15. Special Fire Department permits are required for such things as: storage of compressed gas, cryogens, dry cleaning plans, repair garages, places of assembly, storage of hazardous materials, flammable or combustible liquids or solids, LPG, welding and cutting operations, spray painting, etc. (UFC 4.101) [I 16. Miscellaneous requirement i 2, ,Z2' J Checklist prepared by (staff): " d5 / Date 44, Lutes � .L.-�4 �i /�I PIG 76)4 a t - a'. /.GL•. City of TukWilo Mayor anDusen Fi re Deportment 444 Andover Park East, Tukwila, Washington 98188 (206) 575.4404 Control# -?aE - v - e.)24—e9 Site Address 16,2 t3 Sow pY Occupancy Group Project isteidR,Ttr E26. Underground fire line from vault to riser a. Thurst block and rodding b. Type of pipe c. Depth of cover d. Flush • e. Hydrostatic test f. Fire Dept. approved plans g. Materials and test certi- ficate l.G 2. Overhead sprinkler piping a. Hydrostatic test b. Trip test c. Alarm system monitoring test d. Fire Dept. approved plans e. Sprinkler head location and spacing Q 3. Underground tank a. Location b. Distance between tanks c. Distance to property line d. Depth of cover e. Vent piping, swing joints, fill piping, discharge piping f. Anchoring g. Hydrostatic test h. Separate Fire Dept. approved plans Q 5. Fire alarm a. Acceptance test b. Fire Dept. approved plans El 6. Hood and duct inspections a. Installation b. Trip test Checklist prepared by (staff): (PREAPP4.A) FOR STAFF USE ONLY INSPECTIONS REQUIRED BY FIRE DEPARTMENT Q 9. Q 7. Spray Booth a. Location b. Fire protection c. Ventilation d. Permit Q 8. Flammable liquid room a. Location b. Fire protection c. Permit Rack storage a: Permit b. Mechanical smoke removal c. Rack sprinklers d. Aisle width 0 Fire doors and fire dampers a. Installation b. Drop testing ("11. Fire final a. Fire Dept. access b. Bldg. egress and occupancy load c. Hydrants d. Bldg. address e. Fire protection systems (1) Halon systems (2) Standpipes (3) Hose Stations (4) Fire Doors (5) Fire Dampers (6) Fire Extinguishers 12. Other a. b. c. d. e. f. g. Date g / //0 1 Pre -app File # PRE- APP - 026 -89 Meeting Date 9 -21 -R9 Zoning 0-2 D Q 2. Q El Q El Q 7. Q 8. Q 9. Q 10. Q 11. Q 12. Q 13. El Q U Q 17. Q U 19. Q 20. S /Gn( P',4 t ' City a Tukwila PLANNING DEPARTMENT 6200 Southcenter Boulevard Tukwila, Washington 98188 (206)433.1849 lb. O0iife /?CD Time 18. R 0i12_ 1 - c; Checklist prepared by (staff): Qw. FOR STAFF USE ONLY Project Name: Site Address: 2:30 Compliance with the Zoning Code (Title 18). Obtain the following permits /approvals: (applications attached) Boundary Line Adjustment - Building Site Improvement Plan Comprehensive Plan Amendment - Conditional Use Permit ✓Design Review - Design Review - Interurban ✓environmental (SEPA) Planned Mixed Use Development LAND USE INFORMATION 3. Proposed use complies with zoning? v-- _ No 4. Structure meets setback requirements? —Yes ` No 5. Proposal meetings minimum parking space standards? _ Yes _ No 6. Roof -Top mechanical equipment screened? _ Yes _ No Site plan complies with landscape requirements. _ Yes ✓ No lof / 11, S FT [,A s•C STR.IP ,eGrQ , oA‘ o;-cff S /DC OF Sff // A• /M I /cA 1 PALO Pcc' T'Y I.-I At C 234Tw 6157•C P2oP T e_.Z 7e use T"o �CF /Air CA PRE — APPLICATION CHECKLIST PLANNING DEPARTMENT (land use) Planned Residential Development v/Rezone _ Shoreline Management Permit Shoreline Management Permit Rev. — Short Subdivision _ - Subdivision _ Unclassified Use Variance, for .ye-, geccxfM e Thee' S s re /, M /n!. A c 7 rcb G l i c uC,Ariont p. ESS Ci'7r.4 C . SvCfF n( Southcenter Retail II 16813 Southcenter Py c� -(mil TY T ,.c a CC €c--C A c M e..N/ r,. S2nAT2*7 1034 Fo 14. S /M /LMt. TO rtii / PMT, PE{, e S,4'c) ' D Lie' 15. AC T, FokM POS S (?GC'" c.s7 S /Ga / Pic AA/7 /M Nov, O' X l : C K o F�2r>NT 4 6 WO/'e74(- bFF -SrrS dr M Dat e MZ/g? (b /-1 o D c) A 77,V G City of TUkwila 6200 Southcenter Boulevard Tukwila, Washington 98188 Public Works Department 433.1850 PRE - APPLICATION CHECKLIST PUBLIC WORKS (utilities) Pre -app File # PRE- APP - 026 -89 Project Name: Southcenter Retail II Meeting Date 9 -21 -89 Time 2:30 Site Address: 16813 Southcenter Py CONSTRUCTION INFORMATION Q 1. Obtain the following permits: Channelization /Striping /Signing Sewer Main Extension (private) ~,, Sewer Main Extension (public) Ni► Fire Loop /Hydrant (main to vault) - Water Main Extension (private) '`W4F Curb Cut /Access /Sidewalk Excavation (public) Storm Drainage Flood Zone Control - Water Main Extension (public) Hauling (2,000 Bond, Cert. Ins.) `%v Landscape Irrigation Water Meter (permanent) Moving an Oversized Load - Water Meter (temporary) Sanitary Side Sewer — Other Q 2. Water and sewer assements may apply. and will be determined during the utility plan review process. Q 3. Provide sidewalks per Ordinance #1158, #1217 and #1233, or obtain waiver. Q 4. Provide traffic analysis for: - TRIP t?ENEKKI10� S y —c t . . w� DEVEtoP H ( 1 C, IL Zito-n (la A,A w) 5. Provide developers agreement for: 1 .C1-iAN)NEIRATIOW lSib t4AL1W1"F1Qt..t . El 6. Provide Hydrological - Geotechnical analysis.jc(?i.h _ To 'pto Q 7. Review traffic study prepared by Q 8. Provide- plan submittal per requirements on attached plan submittal handout. G 2 e FUL urHnu % u (? 44UH A NNtLl u•r: 9'Acta-sS ' INL . C.-I rlrlt_; ..f /1 • r . , ,,,, 12EFU SI tb 3+!^ 5 s'rUO(�S aHf1Lk /V w u rML. . Q 10. F N biv in I. NTAcT Pf T s ..3 : r C .F I.. / LT' 1(I` ) 11. PRovnF Acc ACII2.1UrnEl f 00 SouTHER 4 Q 12. ' Ct. So 1-4 64 13. DlT.fri r ` 1 Q 14. h .\::N I AL \I" y ,� ` r L r r) Q 15. u Q 16. IM C\f • 17. Q 18. L 19. O 20. I S C_ Checklist prepared by (staff): L_LJ l' "(' 1) r ".,., 7.„ Ft FOR STAFF USE ONLY p Water Meter (exempt) r.. 4-.1J r..L c u L N? to 1) 5 ' .s 2'i •NJ i1 a t .• r s v 4 3; \ P (\(L\ (, y . 1 N C Ll,1(O 11`+ k C. S S� c�� 1 \V Date `� /z /fr ri SiS PROPERTY OWNER Robert H. Schofield E - PHONE 462 -0406 A DDRESS 4212 Hunts Point Road, Bellevue, WA Yes Q NO ZIP 98004 CONTRACTOR R. W. Huff Construction I PHONE 244 -7495 ADDRESS P.O. Box 66779, Seattle, WA ZIP 98166 W ST. CONTRACTOR'S LICENSE # RWHUFC *287MI EXP DATE 12 - 31 - 29 ARCHITECT Lance Mueller & Associates PHONE 325 -2553 ADDRESS 130 Lakeside. Seattle. WA ZIP 98122 TYPE OF CONSTRUCTION: v _ N UBC EDITION (year) 88 SETBACKS: N - S- E - W - FIRE PROTECTION' 'urSprinkters 0 Detectors Q N/A UTILITY PERMITS REQUIRED Yes Q NO (through Public Works1 ZONING: C _ 2 BAR/LAND USE CONDITIONS(Yes CD No CONDITIONS (other than those noted on or attached topermivplans): APPROVED FOR i � a BUILDING ISSUANCE BY: /1 . f e l DATE: Q?C' A I hereby ce ' that I have rea. • /4/ examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance or work. I am authorized to sign for and obtain this building permit. SIGNATURE: `�� G . . die _.i / DATE: 4 -.) 7 - U PRINT NAME: c- 1) g .t • SCl Feti COMPANY: T I-! . Ff eFtG20 BUILDING PERMIT NO. D ATE ISSUED: CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 (0039 N -a"1 90 OUIL LJ I IWO rtr'inlnI (POST WITH INSPEI..110N CARD AND PLANS IN A CONSPICUOUS LOCATION) DESCRIPTION BUILDING PERMIT FEE PLAN CHECK FEE BUILDING SURCHARGE ENERGY SURCHARGE OTHER: TOTAL - AMOUNT _1.741.00 1,132.00 2.877,50 RCPT DATE 1904 4 -Q 5412 2 -01 -90 1904 4-a'1-9D 4. 50 PLAN CHECK #90 -039 FEES PROJECT INf ORMAT1ot 1 ii � - S U Soethcenter Pv U I rY V • •r:` -' 414,581 nn PROJECT NAME/TENANT Southcenter Retail I I Building A ASSESSOR ACCOUNT I 262304 up OF � New Building ❑ Addition U Tenant Improvement (commercial) U Demolition (building) L. Grading/Fill WORK: 0 Rack Storaqe 0 Reroof 0 Remodel (residential) 0 Other: DESCRIBE WORK TO BE DONE: Construct single story retail building. CODE COMPLIANCE USE4 FLOOR TOTAL SQUARE OCC. SQUARE Occ. SQUARE OCC. SQUARE QCC. '.a a =a ! I 2 ?3 it, • • II , SQUARE QCC. TOTAL TOTAL This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CERTIFICATE OF OCCUPANCY NO. DATE ISSUED: 7/' Y CARA as A. • t r1N+I.Iti 20, LANDSCAPE Sou bumf 'ry $hot ph►fl Co ps.► ELEC. sloe wALK 1 . I itfreq R/W ef. u tPmet4T w UTIL. ESMt i . 36' R/W Fa fkw aza 17 F ; ' ' ;r ' ; N ' m' f ;v° N 4r9 , /,ti "�6 SOUTHCENTER.PARKWAY R /W AND UTILITY LOCATIONS FROM CITY RECORDS , "11°, r e :1 J ,t�f!i'+�}....tmdK , l `:.1'.I M mow...... Idm .,.,.,.. ._. �•`""_"�+' .•'.: -i; °.` "^^''�" - __ a l b r te w +. . '.� 1 I 1 - A.,;• *6 j;e. t ; - r. _ _.., 1"'.-... _. M 1 u, , .•a;f: ,. j r • ._ .1...... ROUND : TAPERED ALUM. STANDARD PERIPHERALLY REINFORCED ACCESS DOOR 2' -0' } COi:CRETE FOOTING 4 - d6 BARS VERTICLE • 3 TILES HORIZONTALLY I.r 6' O.G. CAST ALUM. NUT COVER a ANCHOR BASE — r HON SN ^.INK GROUT • 5 i fa i2» �i I L.• c �' ,1 - w ..� 1 ! Ct1, t 0I i �t e ! q ,` O ! i r -..___ I` p � F, 'DfJ°' "rte c' V i 1 j /• ;sl+M, . c:4• °P/'•e � ,.• � _ .. Grtlr ifs GAT s . I 14' ' _ J 1 1 T =-- h" I rt Zo ties' Aft rIALTIC CONCRETE PAVING OVEr, COMPACTED GRANULAR FILL PER SOILS REPORT, - -=, . CONCRETE CURB WITH PREtnOLDED , 1/2" EXP JOINT AT START OF RADIUS POINTS a KNIFE CUTS AT IO O.�. TO A DEPTH OF I /2 ( TYPICAL) • 0 111ilill III, iI lIii11iiI 111iIiII11I/Ii .... ............ ... : :� ::, ':• - :' : '; IIII1I1i1III,III1IIIII 111i11111 -:: ><•� -: I j i j 1 I I i 1 1 i i 1 i ( �( I H II IIJII1 111 �I �I III� I�1I1�1 I�1Ii1III lII,41IIIII11Illl 16 T /q. "1". �li i I 2 6 7 "' 3 4 5 6 / $ 9 1 •� N4f�f fl I (, � � 2 N3T =s If the micrcfifrnad eocument is less clear then' this notice, it is cue to the quality cr the 'Oririnel c'oCUment. o hr-' t +e. Le. i GZ Gt hl CI Zl ll ( � 6 t3 4 9 G 7 ti 7 t ww U !! II 1 ff I Al I II!I III !! I II ! !I�! i !I�IIIII!I� iil!'!lIII ! f 1 I1! �I!I! VI I ►II I ! I! I I if II i III I i!IllI!Ii I 1 (I HIM 11 ( I 1 1111111 I I ; 11 ..;...;;,"."A' �! 2 1 it , . !III,III�II!!I. f.Ii�IIIIIi °� r{ iIl� Iili i lllll l! iIIl 1! I�tI , „ illflllllliiu1lll I I I II I I! .?'s ✓.:.n� x .}.,.,.- J ::C ":,.. '.'.Jl''' . . II 11 i+ • _;".: �,%.... /` vo... ✓.. .l�pr. rae" - t l •••f'• 5 ,s . P'•. .; f.Y. „ �.•.;' ” -, "��" r x 'r.- ":i ;. c. - 'J,v, r ,r,,....... •t•s - . rx ai wr :c �. r . ,..r ..,.. r £ "�;•Goe, . r . .,� . ...- i . ✓.; 4 - ' - � y.. J TJ•> ''•r. , • J, x. iJ 1 ... +J _ r1 . :c�' v: 7✓: Y . r ^W,i ^ ". .. �i` , ,Y"R" •.,:aim i�:. ❑'F.J. '`�� ✓,r�, ... ,°,. - • ti . ;� : ..� t . r' , +d r.., r ', .....: .. , v � ,.t �.r ..4'",fr -,,. r.�L li .t T^1; i'r' ,. !� , v`'!� • .., t !. � ' .r' . - , „ r t . r> � •.� ' �.�... .. ,'ls!} ,. � ..rGY•�= . , .-r :f" ..., , dr.:" r... .. !•. 4 \ ... ,., d't d.. . 9 ,g ..l e«. .' e. 'a it A, ri s�. ►•.. ! �'. ".. .!. N'' a,.o�.+t�':%:� '^'��" ..t.J". r4�' .i... �r+� � _ r'• � c.f" '�YSJ . ° h • � , .7 .*/ . >• 7 :.w� `£�5�•:���� _,. vu`.iL::� ".�m�l F" e f:.w r {. .;7.,.3� „.e J. �:.•l ..i�A.s ?y�iF'.^�.r .!N:, ...�i� ..,C.:.v,, .±v�'h�.. I': t::.. , - 1�,.J. .r. �ti�. „E r i• • :T•.;F+. , AYs�r�:'i ;S nr v .-.. iJSrrt.'v. K' -• 2^ n'a: ..! ar :. , Z C ) N 4 : G � ` L / P IZO r e i i e G 7 Z e 1.4 4 e rJ rS A Ro e,. = r t.17 A J t i fi, `v /+x ( �li.7�a - �y) .. 1 : � , c -"'' C-G” FZ0 `�" ' %;, e.-4 • C E7 , 1 �'� f�.-i� � ►-.i 6.� dy �+vw+ � � ;9 �xt � r -�' � � iJ — , r �> C�,,2 s �+k. - ,;., r~► i - "� , � E- er I'-C L-• 4 , I..-om'o a4 ~1- o'r -o.c � s � sIST• .Z4�J.b-i"s.F"" - J}FiV 77 !G' 7 `•r .72" i �'� .� C,..., le .kv Y, .,«•.,~,...., . ,z �.: Ar,u, .:.M",' "� `.k> . s. i,�i' � ,,;: ): - 11v ft Cr -0016 -- i lir/L.64 4 PERMIT CENTER RECEIVED CITY OF TUK WILA APR 2 7 1990 yf_• Date AsPIIJ*L:r i , NGIt1"W' �°r'+vit -us Oi t t' u- t-tr.� "i�� 6 -ANI1 b0. V1 N41er i - U U MI7 cla i-If. • Kra ? 4' 'rig.. eloNc. y h'r=E .! ®It tta�.' l ' . 6 1 ° 4 at italoer .I0IM"1 i W jM ^tP114f FILE COPY I understand that the Plan Check approvals are supjaci to arr and_or fissions and appromal of plans does not authorize the violation of any adopted code Or ordinance. receipt of contractor's copy of approvesd plans acknow edged By..£ ..i="G.. a7_ Permit No, . ,. .9) oL10 --131 p 13 UIL NG D VISiON RECEIVED Ctrl OF TUKWILA f J PERMIT CENTER • , r1.- t' • 'Y. ELEVATIO • • . r . ■ PO • I i • .6 Sal t ene. r,re -+ 1 • • t 1' 1 ! 1 le 2 '6 x *- k'-1 W ,&3.4 L N'r17. M'I L., ! f I1° 14f ai l /p l � l 41 ' ' L Cr -'o �`-- dr r f C J • -4 Pi a•PIH, M1'L- Es,'- / )!4r f ,vf . rmsr,r+IN AA-n, M, - *ry l ', r "- °Il-r :i-1476 - r (TYr) -- Irynul..aTL�7 4-eoiz Pe -941' 1"n WEST E 1 o sa • iNORTH . 1- P.C. CONC. WAUA PLAN - DUMPSTER SCREEN vin r -u 3116' x 6` x 6' GALV, 511.. R wl 2 -1/2"0 W.I-1.S. of 3' o.c. CAST N CONC . 2 -3/16' x I 1 /2". GALV. F.B. WIC D TO Tl - PA NT 3I4'0 x 4' rat. 3. w/ WAS -ERE 113 x 3' GALV. PPE SPACER BTWNI. - PANT 2 - 3/16' x I I/2' GALV. Sri.. F.O. WELD TO PLATE - PANT 114' • ( 1, I (me l3O1T w/ KEEPER AT EA. GATE 1' -o. It • T" 4 1/4 ROO w/ TUMAYME _ a . • Ol.l J S1TR - N.I.C. 4' CONC. SLAB WI IVCOM ELEV - DUMPSTER SCREEN 3/16' : I -p• - 2' x 46 x 1/8" STL , TUBE FRAME - PANTED 18 GA. PETAL DECKNG PANTED • Mechanical, eleotrieale• ant' + . plumbing . drawings are" bidder design portions of th ahowii on ,architectural are ` to be 000rdinated with meohartical drawings. 2. All utilities to be a part of this Contract. 3. Verify lenation of all utility stubs. 4. All dimension lines to face of stud and centerline of beams and columns, unless otherwise noted. 5. Drawings are not to be scaled. Contsc:t Architect for resolution of any conflicts or discrepancy, A. Contractor to verify all field dimensions and conditions any discrepancy between' plan and actual condition is'to be brought to the attention of Arebitect for resolution. 7. Curb heights:max. 7" and min. 4 ", max. step at doors to be 1/2" or as shown an details. 8. tax. ramp to be 1 in RO for handicap., 1 in 12,for all others. 9.. See Civil Drawings (site development) for grading, Site utilities, catch basins, etc. 10. Each Contractor to inspect each sheet of drawings insofar as it may apply to his portion of the work. Contractors to coordinate so no conflict occurs. . 11. All site development,, building construction and handicap provisions are to meet or exceed applicable portions of Washington State Handicap Standards (WSBF Design), O.S.N.A., W.I. S, H. A. State Energy Code or locally amended counterpart, U.B.C., U.P.C., (J.M.C., N. F. P.A., etc., Local Zoning Codes and Local _Amendments to these. codes and standards. (All current editions as adopted by local authority). 12. Building address to be clearly visible. 13. No occupancy prior to issuance of Certificate of Oeotpancy, 14. Special test laboratory inspection required for all -site welding, high strength bolting, and all structural concrete. • 15. Pour no concrete when the anticipated site temperature will be below 34 during the first 48 hours of curing. 16. In the event of field errors or omissions the Contractor shall notify the Architect and make no repairs without his approval., 17. Contractor shall co- ordinate the work of all trades` to . interference between divisions of the work. 18. Contractor to provide all work, services, and materials necessary to construct a complete operating facility. 19. The Contractor shall apply and secure all occupancy, sewer, storm, water, electrical and other permits except building permits. He shall pay all necessary fees and post bonds required. P0. The Contractor to provide energy budget calculations as required by Washington State Energy Commission. 21. Concrete walks to meet the following criteria:- a. 11" thick with expansion joints at 20' -0" o.c. and score joints at 5' -O" o.c. ,b. Slope fo drainage - 1% min., 3% max. 22. General Contractor responsible for all cutting and patching. 23. Repetitive features may be drawn only once, but shall be provided as if drawn full. 24. Portable fire extinguishers per NFPA 10 and in construction shack. • Permanent extinguishers by Owner. 25. Suspended ceilings to be designed fo'r seismic. Zone III, submit talcs . to local building authority for approval. 1 26. The Contractor shall call the structural engineer for field, observation prior to pouring of precast panel and `prior `to applioation of roofing, and as specified, 27. Geoteahnical Engineer to verify soil bearing prior • to pouring, of footings. 28. Geotechnical Engineer to inspect and approve building pad prior` to pouring floor. 29. Geotechnical Engineer to inspect and approve paving areas prior to , paving. 30. All roof mounted equipment to be: a. - Curb mounted per plans. b. Approved by Structural Engineer for any beefing - of structure because of mechanical unit loads. 31. Provide meehanioal ventilation per Uniform Fire Code Chapter 8 32. Provide draft curtains at 10,000 s.f. or less. 33. Required hydrants per City Ordinance to be operational prior to combustible building materials delivered to site. Hydrant locations shall be approved by Fire Department. 34. Storage, handling and use of combustible liquid per !article 15, Uniform Fire Code. 35. Provide approved monitored alarm system per Ordinance were required. 36. Provide approved hose stations per Ordinance where required. 37. Fire sprinkler drawings are bidder design and shall comply with NFPP • 1975 and be approved by Fire Department. (":) GENERAL NOTES CITY OF TUKWILA AP. PROVED APR 9 7199 BULL DIVISION r. 1 t. 3- OI h.' �L G I!I!!i!I!! ills ! w . -.... r w 4. t - �' : f ..., r' �. .'.': i' . i.,. / f,•r r.. ; +. ...dry ! 1 , 1111 1111ll 11I 11`III`II1111111111111111111111 I111111 I1( 1111 11111111111111111111; 111111ll1iill,I)llIi lIl I 11111 liil!II!+ 11111111 11111 I I l 0 t .T,c Li: 2 : yi 5 C 8 _...._ _..._. 9 10 1 NonemoF MAW 12 IIII r� NOT" If the microfilmed c o s i cumcnf is less clear then this r s n t u notice, it is cue to the euelity of the oripinel ..'ocument. ea i e - 17 - 62 - 7,1. f?t ..- Gt» 9l 9t 'L CI ..... - Zt tt 0� e e G 9 sf 1 11 ►il �I�I� II!' !!IIRII;IIII!!�itll i lIII11!flf!11111!II 1 IIIIIIti1�;'!li i {!! I!I!i!�!IIII!I�!I!I ( i!II�IIII I ii'lli!I! !III1I,II 1 il.l1illl Illl1i.i! i 11111!IIIlI!I,�,III t ll!I!iI!I III r•- .. r : J> .!'tic �., �i �- t . r . sq., •r• - s rf ..?. r Yfi!'1:� t K /!r •e C� ..t r 1 s• ^+ r tX, a x r ! e t s : " � f �z• <j" f `f'�'u r r ^, d Y•i' ,�.r• ,^�;: �" �, Y 1 ..: / � �'a� r� y,',r'` �. „� A� • � ... �. ..?.x.:�r,.... . <i... .,.,r,.7.?.'<, ..'.:.> S. t. ^•:; -t� ;....N;h.�. ..;..� /, .. : _ .. .�''"...! .. �. ., . !',.. �1. t.. �.. 1„ .� /r ``�: 1r:, . • • i' c�srril sb''� t t ` ' _'(I�tytxaw Ih� ep;•t laL ild'G. . '• —'"`- I4ri9`. ='- Ga�iG. plc Nr,'.i.s -'� j'F 1 Y'S •." r' f�• ? ' ti I111IIJ1t111l1JIIIJIIIIIIIIII11 11111111111111111W111111111 11111111111 I II I I�f 111111111 !1111` 111111111111 I I 1 11 1 11111111111 111I11111111111I11111111 0 m nI5 INC., 2 :-:: / MAi1F 1N FP r ua NOT NOT =:'If'.the micrcfiimcd d ocument is less clear then this notice, it is Cue to the queIity of the orir'inei recurrent. OE; E.,• tie Le 9c' se ve ee ze iG 42 61 et LL 9L .4L wit EL et t Ai s B t 1 !!!! , 1 I I 9 C-; + E: L v.'s O 1, I!iI�!!I 11 '0!!111 ;!'!I!!!!I!Ill il�!I rlhi!!Il!!i1 !!! IIIII!!{IIIIIII!!I!!II!i! ll {!!I!! {`!II!!!! {!11!!1!!!! II!!i{!III!I !I ! i�� I I �� I I I ,� ( �� I II i,�!Hi l 1 I I , a , i l l . I .•,. Il I nll n ►! !! Ilnulilnnll i!I !!! ,�!�. .... I± �! I! �! !�!nlilnll1111!lulll�nlll ii�!Ii „ , 111, _�... l r!„'✓ f!it , r•,..;y .- :irT'�;' / r�'�.; • . {;:'s , n.'1.”' �,,.. . /., l +' �,��r. r �,.. ,.N.. .:,/ .—.,,. , .� r. ` - - r ;va >: - ''7. '.k. j +'' : =1 e '. J Ss.1 . �.:.... _. I.,, ..,..,.. '.i ,.. • .... r.. r l..r., o .. r� � ul w.'J✓ ,•. .�� K• v f .: f , �Q� f'. ,>�+e +t✓. J .,� 'n , c . �T,r .h'�._ f� �e•.. . � . � • =.^^i ��.._ r„I� Y " ..:. .. 1 : , . .. .. rr. , .. .. .. . •,. . <,, .7 ✓ .. v , i • y e•y . . s : - ,: r N . s . r �'" � � c � .r. • .. _ ; r ,�",.! �� �t��. ,,yly' ` +i•,. 1 ,,r� .. 7Y ' .N �,.�• .± s ffi, ry7� - ..w '.+, ✓ - ,. i. 3. n,t . t.,..q,�' -1!:.� . ., ,..., »...7 r •C�,.r.,y.c... , na ._,/ 4 .. ,¢�` it .SCI` Y` r.*.. .'• ..^� .+ }+� .,d v.A i.? rS- D. I. eS.. •r!.:...r'.�.f ?tl•..Y....:..ra. ,s�!'....3.' - Y�.*i: � k,fr "'�r. �{' K r} Y ��/ .. .:, t ,.�'.. ,,- l,,,e�,u, : �:: w ":,.,, !,. f: f '°, 't.rx: i; � ,.^A,N.: �:r'.� . h�- v' '•;"� f��•.r.``�i. ..y ./^./��� v ?�..' 2`''f j �.. 7� y 1 ..... -.�.e v 1=14 r E,r yr CP4 44 M SFr,. or-1'v I'fi" o.,/ix �c!t"T"�; ' ,off � h-tG✓ 4 lx*OrAN‘ 617, 1LV r* a t4I30l� 17 , x . til,rc i?. , , Rc'CEMED CITY OF TUKWILA APR Z: 7. 190 f ERMIT•CENTER 't. • taF RECEIVEIBENA IIMENERINBEEMOMMEENSMINIONNES 1 ...: L_ �irw' �aFdIN A Gff ` i10 OF01` Pt rib ( " j " - , .r LAY= +`lhl A6yT s'G,�L G Ils;1j�; i'i1.: ., *ULoPl.r•P �D t4IXO M ...�eW�► '3" it LJ * 4 c:r p) ,. Ps N'i" •It.4 . AP o) r1 ' rot . 5 t'+'" 1'..'' u 1111 1111�I111I11111 # 11 1111111111[11f111f 111N�IlIN1(ii�lfliiN�11111 r.! -f<hh � r� l paL' IL - UP OOI* w1 _ 1 • h'irraieAL 4,4r FiEi T ov5 t " - 'DO r' 16'11 . irl*ULArioN ' t 111111111111111111111111111111111111111111111111 iii -40 57 �w %7/412• &\ % /.!fi wiz M U -r�t- • Pr'\4GI� a-/o IZ w & r' L'�• IN/ ruizO• iur2 TF0M; 121-A IN - 1 _ 0 T pV Cs /lo►.a`i Get O�/ C �.a- ©vp -ie- i. •�.ao V , f A I t-1 r ( r--r r A I°°� 191-4 I EP trA {.� C7 -� ;4.I 1-- hs Atom: III \INS \.4 KArn ut � s� �f rviH r . L.L. WA 4 Gr'";oN ..,:� -77 er' A'1„" .. "t 11111 1111 1! IIIIIIIII1 !► IIIIIiIIIIII'i11111 I 1 ylll If1111111 +' . I,�ii 11 11l 1111 / 11 J 6 ! 7 II 0 TM INC.. 1 2 7 / e 6 / 8 N3T7: if the microfilmed eocument is less clear thou this L ___ � notice, It • is cue to the quality of the cripinel eocument. 0E: r.< El 4c: y,; SC. 9e Ee ee l4 0G bl at a 9 9I *it £t ZI " °..' ._._ 9 G I + ! i I 1 I f 1 l.'111 11 111 11 !1111!111!III►11'1 1!uf,I l` 1I Ii 1111 I 111t ill /!!IIIi 111 I!! i!! i! 11 !!!I!Iillt!I!IIiIIIIiIIli11111! 1111111{ 1! Ililllllll! Illiilllll����ill !!•,II!IIIIIiIIIIIIiI!;IiI!I I .�•. r7??i tt:rllei?SL: 1 . P ` / `, +.✓ ! ,.. r�i n!!! {' t . >:.:.:. yn.. , yr / . s p..:J ^a , x ..., , ✓ , �.. +" x. .. J ._ . , _ .- ... -... _...- v ,1. <p ,:�� .r � •C.a r �.l� �F ' � F S r 1: sY ,� r +� { .C'L}J. G' ,, l2. ` x,1 :C: S' . • •:. v�.�;. ' ...�. ...r r'W -✓ ,. r, .v • • ,,,,,,t „,,,,t if r., , F ^ p. 7 + _✓ A � . "? ' '�' ..' 5/ j ' f`'yti .lr .'i .iii; :. . ...,; ..� ,�,..�+�? s” _). y... ,. ;, �.�o-! �!":;y ; . C' . ,',;r.. f• :n. `,r. 'a: r'Tr W ar • 11111110 f 1111 1 1 1 ! 1 1 1 III 1 1 1 1 1 II�il ►li( 9 in mAnf "orPumn 1: r 4 it.O ri r . %SO AV 717 A • isr je2I II" (1 t?og 404.4.4 bU1.,e L . • � sG/�p'� 60 t t i 1 trI regir. 'IN4IIt,ATION ;'# ' ) 111111111111111 0110 . y , Io, I. ,FtNI 14 rt -aOIZ ' REr-aRIi p/1/41"U f 0.40 S. ALL PARAPi~t"" el::.werboN4 At?a. Tp 'T r 01 1 " P4v ALL ;, Kaor 04- 0vAllot tAFe to - rot' ar , ;. 1.116,441.1t-ikg ALL ooNAII-r4oriaLl .4 � 9'f"1 4 UG'f`tl2-4 ( evfi''ToM /P" pizfYVOBIa .P0GKIN.b) • 1GS' 16.1 14414 �, J+o'.nw3•t1J:i. .�,YJp�'y'.w+�b`t�+!wj4c - . wy:y+v.�sw�t�•^�+.rr..r pia. r. rr. �oYsYarahr5rSeT .rK:'ut =r�rr.....�, ._,;..a�...a�*6.+„�:�ir�'Y,':- "tee,:. X47 tie-5,11!r, a -tT' I'r 4 woor? y1'/gr 064.64d4 ? Ao it L It' Err (TYP ) �..— /;�'' e C-re Ieety 6'WP ; reA IN'i' G Gtvv- NSt40t(r 4, pfr ;HT , 09" 1 LLZ:r141; , •�" ' l 0444,4 &lip) eau' LT: JP wiz o•r61:4 !�4 wcr T¢'iro S IN Perm : , i4 x 3 °xi° ANO *'. ALUM. M . y.AF Y 6, a -` D� 130010 I �' G'x I"icAr•016: 2 x l e Cvt5L. RAI5PETE'rO 1 rlf ALUM, . INevUL/bI t 4-- LAY iH9 41.1hPeNPet, - tUhrI G'pr-11,.. - 11I...L — capAir IrIGj11L/L.T1Ar- t ' # ' - : raver. 4'�7u s . +:r -•,; s. y.+�'•', r, s.,;,'o+: rt .Y �", ^i.r, t r.• ".'p' _ f ._ �� f . ': A , . �, :+:f"wY .�, �, ' 'h �r 1 111 1 111 1' 1 '1 111 1 1I I I I I I 111 111111111' 1i1111111111l ►11111l111111I11111I111111111 111111 1111111I111III111 I� ¢I711�i1111111IIIII111111 1111111111111111111 111111111 1Ii1111111111111l11II`I,r 1 , 2 • E I ` 1IAhE , „GE„NAt2 • NOT"-1: If the microfilmed document is Tess clear than this notice, it is cue to the ou2lity cs. the orilnel document. of �z ,4 E, Ze 1 6 OG in Et zt a pt G 8 G 9 t, c e t I h.. U ! ` 1{li I I 1!I!I�1 I!I!t!►111�lll l !''!iiillili I .IIHo ;I'd liiiii! Iil! II !f!IIIJI1111!!11 111{ III!! 111!IIII11111 +!!II11111T11!I! 1il ! U 11 I I I+ ! !' I 14 i I I II i , Il,il.t 11 l lllli,lll,111111i1I1, 11111 !IIII►�•:1.I.I.fitiil!I!I� I�!I!I�i,1111,l,ll.WI IIII, ,1 l I I I I II III !I ,...� s - le.:= � -•. :1 r!'��.r r3 /.hi!':. �y�7.4 �; ...: .'• {.. .�� ”` .5r lr�. -! /' Fir ;i. /.'.�. � +, ..y.._�^. °, ,; .r •'.J'� 'ab !r ., 1!. �,,/ ,.�,ri ru r? ^+, ��)�. .� /,.. -� .}✓•: w .i ' +]:.\ ;r. � ✓r ! f" 'i J. /�i .. a". �,L � r`�• r•' .r ._ . ...:. r. •,�, a.. .+!'vi � 7r.. •CS'. .. _ J ^ � °,.$� - ...•y�r ' � ,.d ..y.�.x�"' f � ,,�' rat`. t., / 11� S ^ J. a. ii ,. -.. >. f-:..: + ._.:-•�.:.?x,w.:�Jf! /, a..�f ; -�,rs, .r �,'.,•. rsr ..1 ..Y�%!,: `'�., ..;�+' -�1 iiw. r..; 1,<,1. C�j: �/ rs; `.r3;'f-'.Craf�� +: /.•w " "3+��'�, ass*; : »�'...5'*.'S��!'.'�,- .. +✓.'.ti ^".- z",•�"'}1•. ,. :,:�,r.� ...� _:'^'�`,. ,4.... .... _..._.._.. . . -... N. 41Nit riIuL.I.-10 -1 a C•t'L.•.Ltr -lH -- r'ool.: 1�� x �. °,, l'L.0 *14 Hc?LLow CORD wog, .j'rAlrt rRAM*: 3/ x• VOL- RAM,. Wooi2 h 61 - 3 41 `!H HeA:Aui ED ur.ir2 1 . ViMa - FILE COPY I understand that the Nan Check approvals arc subject to errors and omissions and approval of Mans does not authorize the violation of any adopted ode or ordinance. Receipt of con- tractor's copy o ` pproved plans knvwledged. By Mate Permit No. .,` +► 1204; 17.20K LANDS Osrmee bu'kwoocF / Frgwant Osmaree £'scatlonia 'Frades' / EscaA ,nia Ilex aKrwta'Bucfordi' / Sudan! Holly c:7 J 2 I c ) Taxus ousptdata 'Densiformis' / Japanese Yew Spires° 'Mpponlca' / Snowmcund *llama Prune I. 'Otto Luykens' I Otto L uykens Laurel Sarc000cca ruscifoNa / man. Cotoneaster microphyltus I Rockspray Cotoneaster © - Abella g. 'Sher wood's / Dwarf Abele ; ;Y 1 9ROVNpMER: iva re". /. CooAL, /Nf1 �' S FSD�t/. 'i Cz4 -e/'v 54.4-e N / /rH aiiiii.exe 1 ,q' / 4 A 7 p!r 1955E Z As Cl„&56 e uru..ax ; amuse *sass -= 4" 'd Q a 441 P 1 L.L . M 1"!, 41,frOActi6i.44 1 . >< 14.1: 2" cat, 10*-1 2' ht., Matched Simon street trees, well branched, B&B. x" oat., 10' -12' ht., Well branched, ernmefrical craws, B&B WIN-bunked spedmens tnin. (3)1 -1/2" Cal. !Mao, $'•10` well branched, full and Vigorous foliage, B&B. 24" spr., Well inched. strong • bud development and clean foNage, B &B. 24" ht., Well branched, fuN, B&B 24" ht., Well txanched, full, B&B. 24" ht., WeN branched, fuN, 8&B. 10" ht., Well branched, full, B&B. 24" t4., Well branched, full, B&B. 18" ht., Well branched, full, B&B. 12" M., Well branched, full. B&B. 15" ht., Weil branched, full, B&B. 15" ht., Wes branched, full, B&B. 15' Wee branched, full, BIe8. 1 pal. cont., min. (3) 12" runners ea. plant. Spacing Ee 24" 04. triangular• id wav 12" Inside curb or edge. Provider L.C. beneath ail shrubs and trees unless noted otherwise on plan. Full bushy 4" pals a. 8" o.c. triangular spacing: 3'veriebes. Color scheme:. red, white and brae. A1.T:S. S0'UTNCENTER . PARKWA Y E1tiD "UTB[� LOCATIONS FRQIV! CITY RECORDS • Plantin 10' WATER . , .. yak' a i 1 .: 4i I f ! ' ; ' . , . PERIPHERALLY ritiftf ORCE.D ACCESS ' DOOR +i' i:r"+ : i•✓ t .. 5w' r L # r'" it' 1w'" a�i :a, "lril'fY.M %T�.a�+.:' r.' » r y CAST AI,U:i NOT COVER a ANCHOR bA;ie -- .; I" NON SHRINK GROUT " . creti.As , to; ZO - /ri '11 4SP 0.02.046. Q � :k 5ry lv ""' Vz„!.Act ) LOA., 011-FLuirtAft f. i 12. 4sargi of (61-174;, A) ) 4,122.or►' (/ i.+ 4► v 601044. a i"` 100 d* rrr i E eAC +U rfr •l rr re CONCR CtiRB , WIT PREMOLt3ED I/2 EXP. JOINT AT START OF RADIUS POIN 8 : NIr E ''CUTS AT JO O . 0 To A rE PT'H OF 1/2" ( T YPj(A .. ) '-:-) ASPHALTIC CONCRETE PQVIN,G OVER GRANULAR FILL ` PER SOILS. REPORT. - - t...0‘940 p ►UIW121 top - 731-46 4e-role I `r, -sue eye. e t ww O WI)!iiit fIII! 1I IIIIIJI IIIIII1111ii';IIil111l11111i! {Bill f { i 111{III1111I 2 III+ 111111111111`111` +II /1 11 11 J I II1 1 I { ' IIII) I {f( VIII ! 111111 {iII1I 111; 1f11{ l; i l + I+ { +I + +1IIi + { I+I 1 I + {'� � 8 9 n Mang �++vvkr+a►rr 2 NOT if'the mlrrcfiime eocument: rs less clear thontiils neticc, it Is cUe to 4 the /futility tr:the "orirrrltl c'otur rent. LL 9c sZ Z CZ eZ l Ii{ IIIIIIIII {Ill Z _ & a 8l Lf 9 . u 0 (, 6 0 t. 1 I(IIIIIIIIIIIi II!!I!ii llIPI11i1lrli!lillIhrt ii? 1111 IIIIl flllll{ {1111 111111 {11 11{11 d I ll 1' 11 I I' ! ! i ''s"r' :.FY -:':` t .. ,x /_ ,: a' f Ly.;j...'.�,`k':t`S�✓r'Y .:x..,�,... Y; , . � .: . I ' ' ' �A ` '� r _ /. .. » G.., vo.. J' 4.,J., �FLa „..i..A,r- r &1,...+t..�.[��'. .'"x.- �C.?,�v"'�`,. -T .N, _�,.,�w�✓_ek. -.. f_ �a.- �3..`J.� i.,- .. "P .144 r�+tJ � l ..�T✓ .. l s%.[ I I ..•i Ili Iii , II ' �" t . ,,�* I f� l� .�►N0vl4' � Ii 3 � "�t � 1 ° )"'1 1~.�►�"t" �1► Net, 4 l+ alb G i ' 1c� r i . eta �S.1 .r r.» ...... •V v •) V' 4 ‘ ithef ” ►.1-!4 kirJ' ' .1 r;t ttyS c 26 algat49-1 01/4,40+ remto '910 '1.w.M. PERMIT CENTER -_ w w �L' `. flhryl+ai .?"'ice.. Nc;,PCiG►"f"6'+ r"v1P4 Overt c: '5,010.. 4 le,4r- A.,I6I:'N , Jt?t' tai CQ' = =' 241 = •v'.+a. $TAtt _OF 1/N�ta liNG f1 EGI STEP D �,�,�' AECi$tTEC tr ior , EE .a; %rte 7±,31:`": [,:'n•.c.� :... ry J +/ T • E -'a /Q a' C.) /3_ 9 C) (. / „T.YP, S" C434" CaPC1�IM - .-- 0 /7- u:" A3' 91' fr O. TO 11NN Al 4- L t.• • ) COX.. 1403 -CJ.'' () 2.3R9 3'-ta" t :) 7 GF F'/ _ ; CAA 7 / Cs/REA Cs 415P.-AAe1 C P 5 ) 51.--4‘ T74 l C /tens ° 7' /y' ■ RE./r.l A . ri S - S 0 J FO L / Y 4."/ AT 0/N/ PL. / { , W 54._/1/.— 4.r./ // . L ;4 / '-•U ") 7TYF ►, ; ,- .;, f:: '0 • (t` • /7'- /0 / '1 '„o •u 0 • 9-0 /7 '- /f " '' SU.SPEHF Er CEIL-IKIC3 ( i BE1 - lci�air! Moei: Sec. 47.1805. The manufacturer shall determine the load - deflection performance. The structural members tested shall be identical to the sections used in the final system design: All cutouts, slots, etc., as exist in the sy,stcrn component. shall be in- . duded it the sections evaluated. Load - deflection studies of structural members shall utilize sections fabricated in accordance with the system manufacturers' published 'metal thicknesses and dimen- sions. ctian Performance Sec. 47.1806. The performance of structural (members of suspension systems shall be represented by individual load-deflection plots obtained from tests performed at each different span length used in service. CITY OF TUKWILA APPROVED APR9 7 1990 } DIVISION WINDOW WALLS . •a t... T T F Se FpyLl., tai= ' Sti t'5 TO 'THE CITY FR(1M rNr l Nt :ERS NOR'IT WEST .STATING 1HAI TUE SHOP LiRAW D fl5S - AND 11 LCULA'r' I'.)NS FUR T E WINDOW . WALLS HAVES BEEN REVIEWED AND ARE CEIMI'AT M8LE W I T91 . THE BAB I C; , STRUCTURE. 'E.E,:E E,E.: LIVE LOS , ROOF 25 PSF FLOOR 100 P$F RETAIL WIND 80;M PO, EXPOSURE 6 SEISMIC ZONE 3 V ZIC W /RW = 0 W/3 = 0.1375W OCTOBER, 1989) ON 25 TON CAPACITY t•4Ut12,E-ZEM�4N . � ASSOC. SS (SOILS . REPORT � >�W-L3447 .. FOUNDATION IS TO 85 SUPPORTED, PER RIT TEN TREATED TIMBER PILES, WITH A MINIMUM ' rip DIAMETER OF /P PILE TREATMENT AND PHYSICAL CHARACTERISTICS SHALL.. CONFORM TO 1988 , UBC ' STANDARD .,.� NOS. 25 -12 AND 25-14 RESPECTIVELY. INSTALLATION PROCEDURES AND INSPECTION TO BE PER SOILS ENGINEER. PROVIDE PILE BANDING AND SHOES, ETC. PER SOILS ENGINEER, CONTRACTOR TO PROVIDE PERMANENT POSITIVE DRAINAGE OF THE BUILDING PERIMETER AT THE,FOOTINQ LEVEL; • UNIFOR 4 BUILVINO c OOE __ � 9Ba ' i EDITtc AST - THE FOLLOWING, NOTES APPLY UNLESS. NO1 ED OTNERW ;SE' i'� $` .ATIeST: E�!�7`Tdld . A) I. WORK IN ACCORDANCE (U STRUCTURAL. STEEL FOR -I1AIE CONFORM TO THE FOF STRUCTURA(. STEER TUBE COLUMNS EstEEDHEAD STUDS MACHINE ROt.TS ElitiC .t:1.ANEOLIF:_ SICE_l. INSPECTIONS ARE TO APPROVED PRIOR TO S FOUNDATION: r'.ONCRE TE : REINFORCING: eoNC ANCHORS: ROOF' & SHEAR WALLS: WELDING: anc/AL....UND1Ilate., r CONCRETE F'c : 3000 psi FOR SLABS ON GRADE, FOOTINGS AND ALL OTHERS. . ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF ALL CONCRETE AND-SELECTION OF MATERIALS ' SHALL BE ' IN ACCORDANCE WITH THE UBC AND ACI CODE 518. PROPORTIONING OF AGGREGATE TO ' CEMENT SHALL BE SUCH AS CAN BE PLACED WITHOUT SEGREGATION OR , EXCESS FREE SURFACE WATER, FOR . A0MIXTURES', , SEE SPECIFICATIONS. 3/4" CHAMFER ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING SHALL BE USED. AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER WITH 3% TO 6% AIR BY VOLUME. PRECAST WALL4 PRECAST PANEL LIFTING STRESSES ARE TO RE CHECKED BY THE CONTRACTOR AND ADEQUATE REINFORCING STEEL, AS REQUIRED BY THE CONTRACTOR'S METHOD OF HANDLING AND ERECTION OF PRECAST PANELS, SF -TALL BE PROVIDED BY THE CONTRACTOR, USE STRONG BACKS AS REQUIRED AT EXCESSIVE PANEL. OPENINGS. CONTINUOUS GROUT BETWEEN PANELS AND FOOTING SHALE,. BE A NON - SHRINK TYPE GROUT. RE I.NFOBSIN ALL CONCRETE REIN:'ORC:ING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 60 (fy =60O00 psi) LAP CONTINUOUS REINFORCING BARS 30 BAR (DIAMETERS, 1' -7" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1'--7" BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE E: STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD AC] HOOKS. COVER ro MAIN REINFORCEMENT TO BE: BOTTOM OF FOOTINGS 3 INCHES FORMED SURFACES. . WEATHER 1-1/2 INCHES ..INTERIOR FACE.. 3/4 INCHES ..EARTH FACE 2 INCHES k F LNESMI N u L.E EL W L L D TNLi AIt wELE)EI) REINFORCTNG STEEL TO BE ASTM A615, GRADE 60 (fy= 60,000 psi) AND WELDED PER "ANSI /AWS D1.4-79 STRUCTURAL WELDING CODE - REINFORCING STEEL." PIECES TO BE .WELDED SHALL hi- PREHEATED IN SUCH A, MANNER THAT THE CROSS SECTION OF THE BAR OR PIECE SHALL BE AT OR ABOVE 500 DEGREES FAHRENHEIT. AFTER WELDING IS COMPLETED, BARS SHALL BE ALLOWED TO AIR COOL TO AMBIENT TEMPERATURE. QUENCHING IS PROHIBITED. ALL WELDING SHALL BE BY CERTIFIED WFI HER=: S 11 SF ONLY FRESH IOW HYDROGEN E90XX _ LECTRODES (AWS DESIGNATION A5.1 OR A5.5). IF wr REINFORCING IS TO BE BENT, RENDS SHAI I CONFORM WITH ACI STANDARD BENDS AND NO BENDS ,,FIOUL BF WITHIN A" OF WFI F). PROVIDE SPECIAL INSPECTION PER UBC 306(A)4. WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION BUILDINGS AND THE '"CODE OF STANDARD PRACTICE". STRUCTURAL STEEL .LOWING STANDARDS: ASTM A-36 (Fy =36 PSI) ASIM A -500, GRADE B tEy =46,000 PSI) ASTM A -108 (Fy =46,OOO.PSI): ASTM A -307 PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER UBC TABLE 26G FOR CONCRETE. APPROVED EXPANSION ANCHORS MAY BE USED INSTEAD OF ANCHOR BOLTS IN CONCRETE. CONFORM WITH 'ICBO APPROVAL FOR EXPANSION ANCHORS USER). ALL WELDING TO CONFORM WITH AWS 61.1 "CODE FOR WL::LPING IN BUILDING CONSTRUCTION'. WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS 'FILLET h1UNIMUM. ALL WELDS BY CERTIFIED WELDERS. USE FRESH 70XX ELECTRODES. SEE SPECIFICATIONS FOR ITEMS 10 :3F GALVANIZED. . tAdOP DRAWJ SUBMIT 2 SETS OF PRINTS OF S` -(YZ E)RAWING,S_ AND •'1 SET OF REPRODUCIBLE SEPIAS OF SHOP'DRtW .INC$ TO ENGINEER FOR REVIG*a AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND. PRIOR TO FABRICATION FOR GLU- -LAMS, STRUCTURAL STEEL, MISCELLANEOUS STEEL_, 'R EINFORCING STEEL 0W) TRUSSES, NQTE. 0.. t.A • ( ,,r. L C.] i. RA1)E . CONTRACTOR i � SEiA► t_ SUBMIT T • PLANS SHOW NG L4CA;F ItJFvI, ' , LOAD . AND ANCHORAGE OF Ar L - H*N(3EP SUPPORTING ANY' MECHANICAL, .E .._CTRICAL, 'L1IMSTNC fit SPRINKLER LOADS IM EXCESSOF '50 ' PQUN . ANY ROOF; MOUNTED EQUIPMENT SHALL:; BE. INCLUDED IN THESE PLANS AND SHALL, SHOW SHCSS LOADS AND LOCATIONS. THESE ' SMALL BE SUBMITTED To ENGINEERS...'NORrHWEST FOR APPROVAL i'RXOR `I TO INSTALLATION .OF ANY or THIS EQUIPMENT, T. MISCELLANEOUS STEEL SNAIL CONFORM TO ASTM A - (fy= 36,000). WELDS NOT SPECIFIED SMALL BE 1• CONTINUOUS FII LI =T MINIMUM. ALL WELDS TO BE BY WABO CERTIFIED WELDERS. USE FRESH E70 ELECTRODES. M I SCC: I OUC HANGERS TO BE S I MPSON OR XCBO APPROVED EQUAL. ALL HANDER, HOLES ARE TO BE NAILED l R MANUFACTURER'S NAIL SCHEDULE, UNLESS INDICATED OTHERWISE. PROVIDE F! IN rMLJM EMBEDMENT FOR ANCHOR BOLTS PER UBC TABLE 26 - G. PARABOL.TS WITH DESIGN VALUES PER CB(' RECOMMENDATIONS F` 1IXVALENT TO ANCHOR BOLTS MAY BE USED INSTEAD' OF ANCHOR BOLTS. INSTALLATION TO CONFORM WITH TCBO APPROVAL OF CONCRETE ANCHORS USED MACHINE BOLTS TO , SE Er-0 A.i1H A-307. !PAMItta_LUMfiU i . GRADES CONFORM WITH WC:t_ B "STANDARD GRADING RULES FOR WEST COAST LUMBER"'• OR WW0A,EGRADINOE. •; PW,F3 FOR WESTERN I_:1P•ilik R " LATEST EOTTION. ALL LUMBER. S4S OF S-DRY .UNLESS NOTED OTHERWISE' EEL: SiLAQ .�L tyESdIES P.i6,I.S ABLE 'BEND$t�� '�YP11.:A'. UNLF=.-S NOTxr) OTHERWISE.. . I I (;a1 E I "RANI HO t I ,<4 TO 4X4 1 STD & E3TR DOUG FIR F=b= ' 675 PS1i � FtE `, -t 4. i f'S i 2 DOUG FIR. , . ' . , ..Fb=1'25O. PSI (f) t n'E)S & 2X .101ST':'; x RAFTERS...42 & BTR DOUG FIR Fb 1450 PSI (REP 4x EI{ AMS 01 D(7UC;:KIR... PSI 4. t Pt A "f t S & i L {1(ak't'`'r 1S 2 DOUG FIR Fb125Q PSI I rt f, Nt.. SPEC t F T'"A t.I_ ' HO I ED . ;' FIL-/trit: AND OUTS BEARING PROVIDED. T �1 r SC F"aI . (REP.. ) x JOISTS & R41 1 , ... if 1 DOUG FIR F'b t' R G AGAINST WOOD• Sr4At,1. BE WITH ` STANDARD CUT ;WASHERS . 4E ''fit x r. N . CONTACT AC;T •W1 T CONt:.-;CL"T -' OR MASONRY SHALL. BE , PRESERVATIVE T REATED USE,;.' STANDARD LEN(.: Wt '''•i (UMMON NAILS PER UBC TAME: 25-G FOR' ALL NAILING EXCEPT ,WF F'RE :ESH(7RT 'R . NAILS PROV%QE` TUC', REWIRED PENT 1PA.T IoN ' It/ PLYWOOD DIAPHRAGMS. " PROVIDE AIN. 'I AIL'ING,. PF,R URIC TAStE', ,2547.Q UNLESS NOTED ,)'FHF RWISE . ALL ' HANGERS, TIES AND CONNECTORS • AF7E` . SIMPSON OT} R MANt3F'AC TURFRT3 WITH 1 CBO APPROVED LOAD CAPAC•I' T ICS EQUAL TO OR . GREATE '• T HAN THAT' SPECIF1EU• MAY RE USED. NAIL ALL HOLES W I T R NAILS AS 'SPECIFIED BY MANU ACTUREP CUT NO HOLES '.IN. ANV ' Tf"tt,Ic1't,iR:At_ FRAMING WITHCt)I EN(INEERS APPROVAL., EXCEPT TRAT 1 -.IN(H • TEER . HOLES MAY•-.BE.: i ER I t _ E U T N :'X STUDS AND MATES - - NN4) MORE: THAN ON H(1L.E EVERY f,- 'INCHES.; . • '. &1 L.1.:. - .L,.AI'3 L 1..f L ._.WX,?I)....PI E,MEE E , . . c3LU WOOD BEAMS, COAST PLRION -()OUCL,A,S FIR CONFORMING .WITH ANSI /AITC A190.1 - 'AMERICAN NATIONAL STANDARD FOR WOOL( PRODUC T.a STF•(UCTURAL GLUED' L:AMINATEO TXt4REfe AND AITC: 1 17 - 05 DESIGN AND MANL FAC.TUUING. 'USE. . COMBINATION 24F• -V4 (t?F /DF) : Fb =24Qn. PST FQR :. 5PA 9 $i' 4 t a COMBINATION 24F--VS (CF/OF) Fbs24.00 PSI EOR CANTILEVERED BEA S' , ; SOTTOM tW ;F TO r r FRt E E - UNSOUND KNOTS' t.AROER. THAN 112I 2" DIAMETER 'MATERIAL MUST MUSTEBE.ObtAiNEDIEROM APPRCVt I ) FABRICATOR. ALL.' Crt_U -L.4H 4F=.At+ig sHALL4TY SNUU AND 1IG3T IN It4EXR'',ga:O4C IOI S AND OEVELC)P FUt.I SEARING AS I.UO PROVIDE 'AX f C STAMP EACH - mOipER•. RND U8t4IT' :;A. TC• .AE RTI L EC;ATf . At)FHFSTvF ' TO BE ''LET USE INDUSTRI-AL':APPEARANCE QRADE. ' i, /1 COX (5 PLY) ON ROOF (UBC .IDFNTIFICATIOp ; 3.2!1E)e' P4INIMUM' NAILING N , . 0 L E S INDICATED OTHERWISE ON POUF PLAN, IS 1Od 0 o/c. ALL. PLYWOOD '; ,EDGE 'AN .j 2" way: AT',_. IF$TERMEDIATE SUPRORTSE CONTRACTOR TO , NOTIFY ENGINEER FOR . NAILT)IG :', IIf"l PRIOR Tt . RO TiNQ. • UMW,. TRUSSES SHAL_t. BE TRUS- .1QISY AND SHALL CONFORM' TO THE MINTHUM STANDARDS � REPORT' r4ER-° 1 18 , f4F RI C:A1 OR SHALL SUBMIT SHOP DRAWINGS AND CALCU1.A"CIONS STAMPED, SIGNER AND . DATI? f al' AP ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS BEING MILT TO THE STRUCTRAL !HorNrr.R PRIOR TO EARRICATIOA SHOP DRAWINGS SHAt_t INCLUDE TRUSS LAYOUT PLANS., ( t SHA1. INCLUDE TRUSS END SPARING. INCLUDE MECHANICAL. LOADS TN TRUSS DESTGN AND PROVIDE ADDITIONAL TRUSsES WHERE NECESSARY. : PLYWOOD NAILING INTO TRUSS. CHORD > 6HA‘L ,. NOT BF' CLOSER THAN 6' IN ANY ROW OF NAILS. SEPARATE ROWS BY A 1/2 TRUSS` BRIDGING • AO BbtX:KXNG SHALL BE AS REQUIRED PER FABRICATOR'; SPECIE IC'ATICNS THE TRUSS ENGINEER OR 'HIS AGENT IS TO VISIT THE SITE 'TO VERIFY THAT TRUSSES HAVE BEEN FABRICATED AND INSTALLED IN ACCORDANCE WITH THE TRUSS ENGINEER'S DESIGN, VFITIt'Y ALSO THAT SPRINKLERS, ELECTRICAL, 'L , , MECHANICAL . 7 PARAMETERS. THE TRUSS t Ut4$[3v+� AND F+IE..!••FAhTt'AI.. UNITS HAVE BEEN PLACED ACCORDING 1''a DESIGN. PAFtA ENGINEER SHALL SUBMIT A LEITER TO THE ARCHITECT STRUCTURAL ENGINEER AND BUILDING DEPT: CERTIFYING THAT THE ABOVE INSPECTION OCCURRED AND THAT THE ABOVE REQUIREMENTS WERE MET. BE PER tJBC SECTION 3O6 ' AND ARE 1'O SEL BY AN :INDEPENDENT TESTING LAB' TARING CONSTRUCTION BY THE BUILDING DEPT. AND THE ENGINE INSPECT" PILE' DRIVING. TAFiF CONCRETE CYLINDERS AS .REQUIRE , VERIFY STRENGTH. VERIFY ALL REINFORCING. IS PEACE!) TN ACCORDANCE WITH APPROVED PLANS.. EA CHECK FOR REQUIRED COVER, SIZE AND GPIDE. • AiLl. FIELD .INSTALLATION rpFECONCE,ANCHORS IS TO BE IN . ACCORDANCE : WITt! ICBO :aNO TS TO BE CONTINUOUSLY INSPECTED. Z:CMET'RACTOR IS - TO HAVE A COPY OPEIGBO EVALUATION REPOOT ON .SLTE FOR CO NO ANCHORS USED, . CAl L BLDG. DEPT. AND ENGINEER FOR NAILING. REVIEW PRIOR T©: ROOFIN INSPECT ALL ,FIELD `WELDING. VERIFY CERTIFICATION OF COVERING ..aLLS. - " wt~Lt3ERs CONTRACTOR SHALL PAY FOil3, REV ELDING:• AND REINSPECTTON OF ALL WELDS NOT: MELTING SPECS. INSPECTOR SHALL :NOTIFY STRUCTURAL ENGINEEV WELDS NOT MEETI1'IG SPECS. CONTRACTOR SHALL VCRIEY ALL DIMENSIONS IN THE. FIELE! .AND SHALL PROVIDE ADEQUATE-SHORING, NQ_ IS ERACIUG OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION4: CONTRACTOR SHALL NOTIFY' ENGINEER OF ALL "FIELD CHANGES PRIOR TO YNSTALLd'TION. IIIIJIfIIIII III(l lljl!! IIJIIIjIj 'IIII�III�ijI`IjitllllI II IIF 'IIjI - IIIIIJIII1III�IIIf III�III�IIIIiIIIIII�IIIIIJIIIIIf ill�l {If jIIIIiIIllliiilljl ! llllfII!'jlI 0 ,6,r,•, ,r. :., 2 !� 0 E �': F;� G�: gar se 94 �l; II I 1 1 11 .,l!I�IIII +.I',I! I!lilllil,l,!II, 1 „I II+ It! 4 5 _.._- h "/ 8 9 in NOTE: If the rnicrcfllmed cocurhent is less clear then this notice, it is cue to the quality or .the orisinei rocument. EZ e i G (� Gt Hl Gt 9l St • in £L • ' ZI it dl 6 r3 4 9 S; 10 II' li!II;III II!! ! I 'I !l!II ll I { 1 I tl I !I 1 11 1 1 II I I Il II I' I II 1 Il 1 t ell ;l ! 111 I I I { IIi II11 I I Il I -- 111,1, Illl,i III, II ,I,! i1,IIlII Ifli, llli! Illilllllll111111 1 !lilllllll11,.) !III111.11111', II ±IItlllll liilii I 11 1 UA(,E.E. UAH• 12 ;14 • • • 4.4 ® ttotgo 0 CA1-.10F:N 1 VVIc 4 a tll W101(12. •••■=11.11.14,001110 Z t4 (A) 0 0 f/6 ,z, VD @# Cia C:teZti OF 151 11bl / .4.001.44.10.64INCIr tt < - "Jar 1) 41) z gts """-• .4" Icoc-q"3 I9? ,S1/sel ski') < '-(7.:1" t i col-oll 14. -110+4,--•••••• 0" P -Ca f.5 s. 21 ( " ) 5 cc.. A. . /'7 - (:)" 5 Zier- (*/8) /-t/C.7 114/01410/1 f.5 '/t /5 ( LOW) <2.0 0"› A E. 1 ro" F -4 0" e3 1 I ( ? 1 " 0- 1 5 /4. 4 0" "*/ LOLA./ (. 13 1 ... frii JO li , ! ,.) 7: .11 S'S.44.<2%.0.--Ae Vii `'-.7- I fili 4"1",...-41#6k\ 6" GOA. Pl.- Y vvoop e ',lore 51.-or,,x.wy 1= /".-1 a 1 014 - $ ROQP L/V\-1 /•• • ot.. 2I ( ' Ye A. 24- ij • vermenammumasumerf ...r.::/1111 ••■•ISme / . • ( Loc•rOVV) r CPra --5 / / /z. 1, • Co o (:.)",/ 5 Hc..nevAi TA /cifc,.. re, - roc-- .F3r. Fz...y• woo ar.r) • at....e.1/44cric,"4 OW/ - rt-tU.f.51 < " > ARE. 7 710 F 01= F'-- Pe - N1<-, F 1A/00 C? "/ /Cs d COP-IMO/4 A//cti,c..-ez (.1-415 4. ) V- " /A7" . U Z. Row ex. - sca Fib4 A of:? 4 1-) PROW c a /(/-\ A) oni /7 4.00c,"7 4 61 7 E '‘N 4g. Y' e, c-c:,,Nete. .C. (.4 F-CZY'R 1::;IR I ac' R res.,1‘ "rt, 51 - 7 - 5 - e f'"C.:) FRAM $ ( 5 /6 i ) t-11:4 r.4 tj '/I3 o t s /Co i/ z < cD" <41, / 2. C4 4 -. 7- 6 2 0 - 62 , r Z-' 1 I (a ), 1/4. .„ 1 cos] < S 1.9 -1 N SOO FILE COPY NIIIMIORN.0,1=4.04■7.441.4111111.111•111104•4114.,crwomoommorroun.1.1.argo 44■14.0.4.1.1t understand that the Plan Check approvals are subject to errors and omons i.inc, „ of Wm, doe:.; ilot eutnory- i' violanon cq any adopted code or ordlnance. Recept tractor's cop approved p ans . 110ktkitUdi..4("d. i BY r rabit Date . -........1:1 :LI Dc stiti.0 ,"--) 19;EC ENO CITY 05 94 911 JUL PEPMIT (;tNIES L ...........,,........_. • : - • • • • ,.• .- • • - .- • • •-1-,•" • " • •§4•;-- 99 9- 99-9'.:-7 97.?‘ 1 " ' " •'` , ;•■•• 97 - L iXitt? ,. ..6 . 4a■-• e,"; gif&e... 5C r" f 4 f 0 • L.L:. t•' 111 0 IC. TH., int o. .. , .. '. 1 .,.." - ' :'" ;-42,•'.•:,/,., ,,.., •. ::': ' .3,. I ''.- '',IPr.'x'. "1'1...1."....:7';'' .; 4,:,..!.• IIIIWIIIIIIIIIIIIIIIIIIIIII1111111111111111111111111111111111111111111 1111111111111111111111111111111i111 2 . .. 1 /, 5 6 7 e , i NOT: If the micrcfilmed document is less clear then this ! i nctice, it is Cue to the cuelity �T the oricfinel c'ocunlent. , ,l q1 . : 4 IH ET° Iil f d el ifi l 11 111 1 6 WI 1 1; °11 ; I 6 1 111 :1 1 1 1: 11 1 dl Et hi 11 l :i1,11■ 4 1, 11 i;11 191 Hi 11 n 1 I CI. Z1 It C. 6 Iii / ' ' 1 ' I I • 1 . 1 1Iir 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Iiillill 9 1 () vi r '" f r" 2 L 9 S; I I I I I I I I I I ; HI • •L •• 11111621111 • -"""••• . • - -'' • , , • , I r 4 c s' v rea/44/N7, 7 4/Al "C4•,1e; } • or • { 5 F?G • /5'- I" J Q ,58- /,. L • 9 1 Q •r -_ . tom _ .. J-r .i. L.J L11 • 0- 4-5 " L'J r L 1 L_1 ld -S 14J /9' 0" / / -- Co L'1 [ L 3 " °G. ID �yP A - r [� 2,8'- 0" //9'- v ,1 LI 1 - 0 „ ••••11 • L 0 r�1;1 L r /5'^ Z" /9'- 0" r 7, - 1 L- _J L1 4 ' - r ;1 Ll L_ /9 ' -o" 1) - 1"7",P Op • Pi — . CAP C� fZAiD . PS'•r'l ��.•E.V ( - / •' 0") TYP; G E xTF R /o g VN/rli . Z.) P /c_E c A P 5C... HE t_..E. 0n1 5/ S :) 5L.A8 T1 4 /* ' S , = 7' /y' , 3 - 5 L � 1 s '— / , -~ . 41.4 1A1c) 8 d e..li\J D A 7_I ON PL A A..! E3U/ L D/�!�..�► L:11 E ] F:71 L o f 4.5' -," (.) 1 — ( 7 1 • /91- 0" 91'- O" L�J /9 - 0 11 S I r re. L_ - J L J • l9' -p" g' /Z' TO C. OF 7S CoL. • CITY OF TUKWILA APPROVED AIDS. 7 0 i 1, ;� • ;4,- G • lill�fHJilIli ijH: ..G .. r .'• r'- •+Ce l•' � r:. � �'' 1 w' ri t �'' tx ... e C l.•. �� • I1111111111I1111111111111IILL +I11'IIIIIIIIIfIIII IIIIIIIiII 1 1 1 1 1 1 1111111 1 1111111 llll11111111 1111llill` 111I1I1111111IIIII 1III111I1 1i1111illilillllllllllil) ° I 5 I l . J 7 8 9 1 l / 1 1 •' "PI UC PU4111 12 NOT 7: if the micr•cfilmed document is less clear then this I l nctic€, it is Clue to the Quality of the oripinel c'ocurnent. I £L et It OL 0e UL i OE t ,,' S1'; /. 9' 5Z t/Z c ic', ie. $L Ll 4l II 1 . l ++ in f o I , L 9 c; ` t E: z L v1. U �I�!� I I II ! 'I" ! !f'I !il!illii I� •liii!''�lil:l!PI'�i�11 ill,�il!t l' i; {!!!IfIIII�tlllliilllllil,ljl !Ill 1111:1111 J1' i filfllj11;1iI!liifilljlli4!i ,II ( I f ! '11'1'1 I ! I I! II I' ' !; It ill '� I I I 1 I� I. 1111 • Iiljlli 1111 I!li�111111111 111111111i11iII11IIhilll ich Ii II Wni !�Ij;lUli,i; ;d1�1111 „I -lit 1 •11'11111i111i.11iIIIIIII ,.I • A: r -'- a'' j 5 r , /e Co 5/4 (t' / 1/4 " t.5 Vs A. 10 (L.o w ) ' /e 'K /3 /x. ( —ova/) P - Cn •1411 N'!E Z. ' /a i< 18 (t7 / EL.E VAT co VI. x 24- ( ' /a ") 5' /5 K /8 (9- • /4.") DG7 OF G.°1 N OP Y PF?C? . ∎/C-#11,. 101%1 4 A V# /r...fat a. . t /(.7 "! TIQUSSAS O?R L /I=T . A ./ v C:) R Pc,. 77 SHEET .5 -5 FC.)/;? ON Ca/? /D ' /e, A. /5 ( H 1Ca H ) N•a /L. Pt—N(1/V° 0 ''Y / /Oci C-Ot t 1 Ohl ,V /4 . /'f x Z. ' /q." �. Co''oc. �.��+ 5 , ✓ z ''c�c.. /Nre /.q r , u5E 2. R ©w S € ' ' oc. , , . ovJ e,, c..E L Ed e �[7C. �E•41, nor S . Z -3fr -r Ot'J Ho co )4 x e..3 %/c - '/B x 18 (+- 5 /4 " ) R00F F "RAti1A. IC PL /Q . 5 CJ1L. -D1N ��_. ......, — 7767: E 7 uHOWN T1-/Liz r C 3 ,4RE. TC..) T'pt� OF 7Z:l-1 reiFL.YvVc'oO. .5MOW/&/ THUS : < ...... __ > A RE. 777 r - OP' 01- !��T' —,ye, x /5(+ -" +I + +I + ++f +� +l +l +i!I+I+�+i+ 1 + 1 1 1 1 1 + +l +1 +!!I+ + {+ + I+,+ I+ 1+I + { ►i +1'I!;! {+ II!1Illl;1i { +1I� {11'ii 2 0 lb / �� 1 i� N1.f,C I/I C 4 LfALH' 12 . ! NOT 7: If the microfilmed cocumcnt is leas clear then this �E! notice, it is c:ue to the cuailty cr the ortcinei c'ocument. J y Ur; t , ; tsl; Le, 9, S ve ce ze 1.6 0 (Jt 9 A 9t St +n t t Z `` t tt p1, 6 it 0 L. ; 9I ; t; Z l WW � f i , �i;�ii ±;!!!!!i;ill!II II Iti! I!! II ��thiUI! II; !!II!�Il11, +IIIII;11I11I111! Ill! i!l 111i11i Illhl !II!I111111!III!1111111111!11t 1111 II I If! i I ! I I � ! . III 1:;ll! IIII I I�I1'1111 11 I l��i;',; IIi !i ! 1 •r • Iii .II II ;ii 1 +J; I , �I� IiI l • Ii . I r , i I, 11 , t,l�:�� l,:ll I.I !I 1111111 Iiff P.RAM 1 1 ON 5 'i x its S' /e, pc /o Vz (C...© P -Co Co 3 /4 x. Z 7 powerrimmuesmeareurseogn /'/4 ") 5' /g ,c /ol (i—oW) < ' e' /g x /8 ' ) £ .r rs • ati.. f• rr " "V - / t 111011111111 RIM #5x z.aj'�i 2 *" SF SG,'-1L.L7. 3E.C. T l Q/J G 5 / �1'y / l-� " II • • • • +_4 �u a e" 4.® �r 4s'- cp'' 1 2�'J'- c)" D/A(.7. BrRAGE.�. "JO IE= /' �A /`J F27URE 5E pH tZ •"► r �.Y PRc7M SUFc F.AGE 7O O/ 4a" UflIaER51A /II a". // 3 E2 C T7 OA/ C -- / • ►II� i~ III // /c. /// 5ECrICAi - I N III �' S P/ 3 I C T' I c /�.! �1 - 5 t'-o" P R / l°L..A� SC �E a ,�.Oh1E_ O VER C,t�L- RE- I/�1 F4/KG //JG� A LAG V E S 7 - ! I P v 0-' # � /L "mac. & /1 5 e b 4- Gam'• /2 "oc. M/,9 STR /F' -COI— . �jrRI F' am f...0(- SrF{ / P S O III' '7 -Q" _ _..� ECG EPT WHERE /Qom /Qom � r . T .r /c, "c t 'jsa'' '7=0'' o� WC) J am:+ P `' " Z APO I *'S 5 p4 $ � /z'I M /U- ..57 it p / , COL__ R I --- C..01.- . STR f 5 U /2 oc. 1OL STR / S I 1 T T '� L�.xG V./HE.RE /NISI <I t7E I i ? t t T T t T i ---11 i 2 'yl�f-" Co' -O" 9 *� ! nom 9 z5 17) '`4• @ 1�+ "ac. s /-7,0 STRIPS �iL.L. - .NE S ClC33c... 5T':' I F'S tr t- T T ? A • /.I O r•� ra $ c: ; 6 t { � I 1 JGyxr+ 3 ® ® �� / '/4 ' Co` - 9`rts ) c3' 1 `4� YP. /o'�e7 LJ rTo/ 1 l E I _ PL..AI J 5G H Q . 1 31....24. 7 - A ` ° F3 p mt "3' �. /CpGr o " 0 1 2'' 7' " f � 5 � ' S A C) C r ; GC7L ..r aTf� t ,,,100 �.' 4 c `=f Al ;?1;;) 2.* 4 C1� V 1 'f - C,'- Co' S �. c�L,.. C.-Jh/ G'G?t... G:. /N E, .;5 • 4 (_ ie "mac,. +! ar TYf' - R E..I� z�tila O . ' ® - t F-17-- . '� -` S. /'' T: I Bent bars of ,tlarioo su9FQrIa poi ba used 4I pot• -e:l annl,Is:i iz Erode �T /Q/%/ K \ -0/5L... ^dor wEL�a�e> rr� Rv `J " A. '(4. TES . 8Rd'tG z• *co �P EA. WAY I - P/ L.� 3' -O" x ,' -o" . 1 ; w/ , S ►. VJAY '' • �t K 4.,,c,../0 4.,,c,../0 �►Y �T: c, S SHORT WA }' for • c' 3 - P1 L. ,S WA OT'. �. . •"•- CITY OF TUISw,LA / \PPROt/rp / �, j � aO or E S Clear £part -t C :Clare;pea -i 1 Ioce Q! support � ' . --Foci nT ;wait --- �- -Conlin to ceaar -1 4 C+ *f to tanter spas -4 2 • Exterlvt support ; 2 Ente ?fat euppoi E!.rrio. t (No Metz continuity) r (Cbntlrusit) 'Na td) No MO Gor•:thulity4 DAN FRIM FACE (F .3t1 '. T M1MlPWM LENGTH Ili#'lttJ!lA6 !+1(T MARK o !# o t LENGTH 014l !020 0.22/. 0301. 0331 001 ,0141 a 'RECEIVED CITY OF TUK.WILA' APR 2 7 MO PERMIT CENTER JI AI!�MFk4e4itNs•46� �..' ki • • /1 L 5+, v:�5y!Vt F. k•otot t/tri U -sin .qk-�, a4 ."", /earGt.'404r,G`::M.1//a.. !C: ,5 - 5r.'Ie^.... .arS4?l�!JCMkY Y , 1 f1l f1f lIl f�l i I ;i I � lll g c jl lI 'I I l l i l!l I l I U 1S tl1! Nf r. 2 • ti I jlll! 11 1II�IIfljjl c-. jl!II i)J11.IIII Il;jjII 11!11,•' itsigiehiciaissikialtatatiestaiiiiisageta 4 5 6 7 8 I NOT 7.: If the microfilmed document is less deer than this notice, It is cue to the quality et the oripinel c'ocurrment. ^ III{�I,IIII'�li(�IIi�!,i�lll�l� 9 1, ) 11 MAP" rfph,A,,( 12 61, St LI 91 81 hl EL ZI It Oi 6 f3 L 9 S h >: Z 1 wW U + 1 1 „ ""I , , Irr''Lr +rr"I""I"rr1""I""Iri"1""I""1 r l I ill0lllllll IIIIIII ?'IIIllil'lll1lllill0111++ .. .w4a. .. •'��:. t 1+r4. h!Y M1L'1 I�w.,_._SsaaM ... - es. Y -- 3 Ec rIO F -' Cv /1 1 4' PL. kI e Ai Z• O IA/ Z — IOd �. • Co "o4. E"at . / O1s/ . CAL.. • o FF A M'E -- I /4-" E.4 . /DE W/ Z - 3 ,f e3caz_T5. [- c:7G�1TE STS 7 O,c 2" v/E R 7 - . 1 ©L,. C. S . _. -. ../ 5 E C Y/ O A.J `J - gl6," G /Z x Zr, 7 .'c. / -Z" 4 - - % /s" 0 4" W. H. 4 Z >< 3 G s`Y• RECEIVED CITY OF TUKWILA APR 2 7..1990 PERMIT CENTER ` � 45' e let a. 't • A ! . i.e 9c yc 7 e. E e Z, II lG oe 61. 8l Lt 9l St $71 Cl Zl It c 6 0 ! 1111 :I11 fij: I ;Illllil�ll;! flljl 111; ill 1!!!I!I!!III!!!!1 -1 .!!! 1 't ! ,1! !! !1!11 li j It i I I I I ti t ! I I' I j t tl ( t I litl illlllltllll 1 .•.i.' .. 1 1111 !" ! 11I1111�11. 1IIII III►I! ifli!TIill H.IIII IP's! I! �! ,110111.ajlI'II� , I!!!!! 1111��!Iil1lllit!1!IlililhHihnd ,F' � ?',..' / 's t � �`:. "-;l ..� . " /.v,7� e f • � IjIIiIIIi�ll {; �Iji�Iji�ijl�ij ljljl�ljl�l ;I y l��llill l l�lllj! 6 7 8 9 NOT =: If the micrcfilmed document is Tess clear than this notice, it is cue to the quality of the oripinei document. 111111111111111111 1111111 1•1 MAfl" NIRAM 12 L 9 c, fi : I. rtW t .....v: f.1..+..... .«.�.. J..<: w,. ....� .,i i,s ,r7 t w� .4 ?.... ;— - �-. - 71e�7. rr_ }%!.YVr N�h W %YwIC�y,^Y:< YC`✓jtY'Y4•l+,Iw.... • ,/ f :* ■ • 1`•; Y'':'?:. t.'t • 1 l- •r, SECT - /O/V A - 7 GL.. 3 .. D€ T'r1 = Z .) I..0 ft No71Z : ' ( GrE3 t-- /JOY rol OC 4...C11 ti W / r-1 //•J l L Co" ' OPP A ?‘..• • P/JL .SO s -rr Z,.'k ;�L.14G4 -- z AZOW5 /Od /-/AI c..5, 57 6. aRZ,9 4 G[:: >c. P4-.N(KI002C7 a 5 /rM1P O/%4 /-10 9 v /3 -1 " # e204 rs , Z e.. G7Rr[j 3 1 64-5 ©/e ca C [.. - 4 •eL/c.KLir..7° FR Se - % G..'�: • ° ' : OP • W es. • � . S. vq/ � svce 1 /4" 5 x '/4 TS HO#V . reletele.CR Of K l3l^1RG� z , eo .. v� 3 5 E. C 7` 1 C /N1, 7 5 E C,17_"/ OA./ Cap - 7 COL.. - S IMPo1U OFFSET c 5 NAN6r4z. 1 /4." �'t FA S 11, - 1N/ 2- 3/ " T3OLT 32( W GoL (a te 2 aPLAi.) ,..------ ---,`\ ECTWN /\1 7 O, C OL_, Ov J (- GLS PER J PLA ►J , W { I r - ', 0 Cc" 4.-7'S 3 x.. - 6 Vico - 77.5 . GOtr• • / ' —o " / /a ,' a / 1 ••• " r T. 1 / P' Co" :s x I / /r x 0 5 /4- 1‘ S 1tii A:4 r1" Ge"+-i r R 13/v7 . , J4 /st/ 7' ova.‘ cot.... vhf,"- le.itdx C z)r - ti- 4 1/4 c E 4' VA'/u, SGT. \ (� /63 "x */6" K !o ` ORG.. (rte .At� CT4'r? Q. L.AnJ OF 1r' 8r ?, re ilJ • C.On•M 1 C - „3 $!Jpi- ( � .S.w/ - 5 /4. 1 ' 0 eOt_.rr w14-x 38 •55rletAUsA. AA sits FULL PeMM 3 /c - * -- Ai — -- 1 %4" /41,_ !e 5ECT t' Ca7 - .5 W 1 t#1 E.. S . F0f t5M ':b . OF" 4!:: VV /pTNS . / .''r3Rl.7• r.>q e. DAP 7zaP . [;.'k 42C ,T". /F' C.7.. 2 5 14-E: cJA ✓✓ (:) PTH , SECT 1 O N H-7 6x '/2 X - 0 KEiZF rt. T S. PER. F12lh1 -4E S-IEa - r s-- 8 [8 aa -o - 1'o �~ r i -. S. PER F 2AmE - •,JIFF % 5 - 3 E C 77 O/`l !.0 -- r7 ECTION J - 7 S /C/F' o%./ /*%IS7'/ 4-8 2dl /AJ 0711 ,- $r.x. : & TR USS i`?A, JU/ . /■.107 PR,C7 V/ OE. cys.J .5/ -1C)P OVC/U S . \s, 44x 3Pa x'/ K Z O" 14E42F 0_ E/`.• Sim CEE SL'G7; 1.1 -7 roe Re vr2.X rp csosP a7Kriak, (,r- F?Arve. r 4 1FPi tyzifZ 11 PLA'% V ,F�a/, 8 '_ o " LE UC7ER FA co: r • ' _.... •.... ,... .. ! - .. fir' IS ge. 1 -'%. .p G.AXtA 4t 10 - /a•t GI-- b ORAC,7 BEAM v E C 7 Al -- '7 CITY OF TUKWILA APPROVED APP 7 9O D BMW 'G - IVISION RECEIVER clrr OF TUKWILA. APR 2 7 1990 PERMIT CENTER /- a d .G'• � � i ii . A � f ?�o 3 � :.�h I• �r . R' ,1a r !ji111,11 HIHj! 1,i jil ijiii111111111 11111!1111j1j11111j11.11 11111111 iji1ili( iliiiji (ili1!;!;iji {Ili(iil 1111111 (ij!i!jilijl +1!1!ji( 111 (i11111111j!jl1!(Illiiji ►!jl1 2 4 J 6 7 8 9 1() 11 MF(Fi11 Gf4MAf /Y 12 NOTE: If the microfilmed document is less deer thcn this notice, it is cue to the que!Ity cr the oririnel document. o ; F'.: 1,c E ze is O tit 81 c1 91 91 a1 et z1 LI 01. 6 u1, (;��!jIIIII ihl. I!IIIII1ii111;!I rIIIl!, i iihr:�.:!iillll1,,!1,l 1 . 11 !!jil t ! 11 1 111 !f1 1, 1 1i1I h1 1 11! 11! 11!! 1 1 1 1i 1 1 !II 11111111 !!IIj!1!i(III!IIIII ill hil11111I(IIIIIIIiI!II!11,0 I 111, 4- .: xCB: r:n.�.....C4.:r,I t.... �.. .: ..::�:1.:Gi'`.c'•. ,....«.,. s.. -:.r: 5Yri n /d S'/ x 22 NOT 7: If the mlcrcfilmed cbcument is less clear then this I � notice, it is sue to the Quality Cr the oripinel c'ocurnent. 0. E. ti, Le. (:: t/e ce ' cc Zt !t ' lc QC Ul fll • Ll 9l 5l bl oL 6 fl I ,11 1 1 1i1i i1 ll! ! Il11I111!i;iil! I6I;; HI!!!HIIIIII,Whill I, d..,, .... ,.., I.. .,►....I....I....l....I....1... I....I....I i...I...l...;....1.. i.. I I I1 I 1 1 i ' 111111IIIIII I III IlI illi! ll�lllilil�ll i�ill�lllilllllllilll�lllil I�Illilll!! 111111111111111 hi 1 1 1 Iill i l` 1 II �{ ll�illllli�i 11 .67W."4" I 2 1h O 2 , l �� 5 6 7 8 C,. 1 1 NFGF IN GF �ItR41 G 9 y C e t ww IJ !"I.' I �! II! i�lllllil'I CITY OF TUKwILA APPROVED YR 3 y 45 f "a4 r �, OAP u ...,.114'.'aS n. r...• �.. �a. i+:+' N r: Ial 'a�fiiFkAC71Wri?P+K/¢Y'.l7NlTY. . •, £ w..o.. Y..' ..Y!j sw :.+J::!r�•+�YiJ:wiA.'r+%i. • i % fit;' }17.7 ;'t x >. • r >_ -y.' ,r:- rr - ..: • dl.`�, _ A N' _.!l_ 3 x 5 ri 1 /4 X O' -G," "`''/ Z 15 /5'' eA x Co" v4,14. 5. Q. 4 "QG A " 5 x 3'-- GA O E. ;ti < II!I! 1 1 1 1 1 1 1 l►I!I It1l► ►!i�i ( !I!! 11! ! !sii1!Ililli IIIIIIIiI1111 !1i !1! 11! !1! !11 MITI! Ili II! 111 !11 111 Ili Ii111111111 111 11 1111111111111 11t1t!IlIl11! 111 1 1 1 1 1 1 l 7 l l l i► l 0 tr,rur. 2 l'' /� .. 5 6 / 8 9 �n NOTE: If the micrcfilmed document is less cleer then this I y e! eocum notice, it is „ cue to the �r,LUaii 5L er the er�air� ent. � O Etc' 0.: Le +c �e hL EZ ee.. LG ` fit $l LL I 'et Zi ll O� 6 Q 1 ;1'!! 1 ; I' It! i!! i!1U1(IIIjIIII!'II!ICI11Joi :11 10111;1!Illl!II!1! 11.11!!110 11 !II! II1 1 0 1111111 1t!ItI!tI111!I1 I I1 1111 !II!I ; • 1 '1 1 1 i ' I ili 1' I i �I I 0. .. .�. ,. •. .. / ., ... ,..,. ...✓ 5 .,: -•..J, .Y'.•..�' !�' .. i. ?:. ._... �i .l.!.., J-�.. !i!Y ,. iri...I, ..... /, III' di. nry IJ t I! III ! i 11 NAni.N(dtPAAN' 12 L 9 i c, t: e L " ' t " 1 !II! !i!; 1'III I !ill ill I I I11! IN! II !!!!1!!!I;1 - ,AVI�Ir H A Pa 7 _ I N : 4var, ,,, TYP. va R..r WAccl, gal NFe, a 1. CITY OF TIIKWILA APPROVED i.. ' '7 1 SEE FOUNDATION PLANS AND ELEVATIONS FOR PRECAST PANEL THICKNESS. TYPICAL TRIM BARS: ' 2 -15 VERTICAL AT EACH EDGE OF PANEL AND EACH SIDE OF OPENING (O.N.O.) 1 -17 HORIZONTAL AT CENTERLINE AT -TOP AND BOTTOM OF OPENING O.N.O.) 2-15 HORIZONTAL, ONE EACH FACE AT TOP AND BOTTOM 01 PANEL, PROVIDE ADDITIONAL HORIZONTAL REINFORCING PER PANEL ELEVATIONS AT OPENINGS WITH HORIZONTAL TRIM [TARS EXTENDING 2'0" BEYOND EDGE OF OPENING. VERTICAL °TR!N OARS TO RUN FULL i`NGTIt. PANEL CONUEC', SON TO SLAB ON GRADE SHALL BE PER SECTION A - S 'OR PER PANEL ELEVATION',. PROVIDE 1/2" CL`!AP1FER AT ALL EXPOSED CORNERS. UNLESS NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS. PROVIDE 3/4" HON- SfiRINK GROUT BETWEEN BOTTOM OF PRECAST PANELS AND TOP OF FOOTINGS. PROVIDE 1/2" CLEARANCE fETNEEtt PRECAST ELEMENTS UNLESS NOTED OTHERWISE. . . SHOP nnilL (1/4" fIAP4f:TER) AIR RELEASE HOLES IN EHft13ME!ITS AT 6" O/C AS REQUIRED IN ORDER TO DISPLACE ANY VOIDS IN FORMWORK. PROVIDE 3" MINIMUM CONCRETE COVER AT ALL CONNECTIONS EXPOSED TO EARTN. WHEN STEEP_ IS NOTED EACH FACE, MAINTAIN I -1/2" CLEAR TO EXTERIOR FACE AND 3/4 CLEAR TO INTERIOR FACE. VERTICAL STEEL IS TO DE CENTERED In PANEL AND HORIZONTAL STEEL IS TO BE PLACED INSIDE VERTICAI. STEEL. CONTRACTOR TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PAHEL5. PANEL LIFTING STRESSES ARE TO BE CHECKED BY CONTRACTOR WHO SHALL' PROVIDE REINFORCING STEEL AS REQUIRED FOR :fANDL1NG AND ERECTION. USE STRONG- IIAiCKS AS REQUIRED FT ' EXCESSIVE PANEL OPENINGS. 1.7" . / - W P A .il x,f tr y r {k • r.. n:';.. JJ t....'... r,'.: fw«*4+ �':, r. �o-YnGii�..: ra• i��. � �:,., e.. wa...... n'. �- s'. �wi ..%�'+.:- racN�+.�r•.+.w.- �...,- .. APR 30 '90 00 ENGINECRO NORTHWEGT 22 GG90 • 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 • FAX # (208) 522-6898 Jon JOB NAM F.' —CI- C.)(.477.4 erkYrF: 4N-1 :71. DATE jSun No. JOB 6143 "Th Lir SHEET OF ■/,./ 1 9 )(.:.? 1 19 k 4 ENGINEERS— NORTHWEST INC. P.S. . es) GIL To z • g '7 . -3c A /..;-/ 2,1 c._ , -_— , + • /-r. 7 1 2 , 0'7 Nom ZI 4h." (/$ Ph= 12.,081[JI 2!:,..7 ;n Le• c rl 12. • .7:77-4 F5774: 4.4.) VRY (ZIA D z.9)) RECEIVED CITY OF TUKWILA' 2) ‘.q r. AK) rf.ef.s 4.. • 12.04 2 " 15, ) 4- . - 2 Tod 0.7" ( - 1 - tA y y 4t1 cs w _ . APR 30 PERMIT CENTER 014 :7/ < , ,..0 _ - „,,,,,,,,,...,-;.,•:,--- . , - --<*- -1 '; -,- - .--- :' - -77.x..- ••• *,:-', '5:?,...- . , , " - - I I I 1 I I I I I I I I i ' 1 1 1 ' 1 I I I I I I I ! I I I I I I ' I I I ! ' I I I 1 1 1 1 I I I 1 I 1 I I I I I I I I 1 1 I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I'l I I I I 1 I II I i 1 I I I I i I I I 1 I I i I I I I I I I I I I I I I II I 1 I I I I I 1 I I 1 I I 1 I 1 I II II I I 11 II II 1 Ili II II 11 1 I 11 1111 ;III III ,.... , - •••":":: 11 ,,Ek..., i -- 0 16 nis ''' .. 1 2 3 4 . 5 — 6 7 8 9 1 0 - — , —, ‚. ..- .nei., , 2 :• NOT". If the rnicrcfilmed document is less clear then this nctice, it is cue to the cuslity Cf the'orivinel document. I —_ 00 .-?... -1 OC hc' t..46 LZ E , ze 1.6 o 61. 8: 41,, 91. .cd. *;1. £1. ei. IA 01, 6 8 ' L. 9 9 C 2 l vw+ 0 ',.*, IIIIIiIIII WI , IIIIIIIII 1 • APR 30 '90 08:54 ENGINEERS NORTHWEST 522 -6698 ENGINEERS-NORTHWEST INC. PS. 6869 WOOD LAWN AVE. N.E. SEATTLE, WASH. 98115 TELE, 206.525 -7560 4: ° ° JOR NAME �?U�1t C _: ` l Joe ISO. ,, F pp SUBJECT_ COP' ?1,) COL UMtLJ GATE + 9:1 ' 1° SHEET of BY `} 0 0 1G 'Rif, INC,. 1 O he Uc LZ 9C III +IIIIIIIIIIIIIIii11111111111111111111111111111110,1111h111111111i1 .•^Y <� ....�. n.•` �a. {`. r_.Ax�. It Ii�il l�I�I�I�I�IIltfllilll�lli�Ill�lll�l `l I II�III�III�III�III�I�i�IIIjIII�II lilll 11 111111111111 III111111II1VII1III1111; I1I1I1111111 111 111111111iliji111111111111111111111 WI NOT If the microfilmed cocument Is less clear than this notice, it is cue to the quality 'Or the original cacument, SZ 37e £Z ; ZZ l`.. OL C >L 8l CA 91. S! 4l —£! I111IIII11111! IIIIIIIIIIIII IIIIIIIIIIIIIIIIIiilli I1j1111ii iI { 1111{ 111 !IIV11111III{1IIII111ii1I11111 �rv;ldS?�:•.: c.: / 3w�.' �° �:«.., �� ° rfi_'�'��ETli:�...'�"�r.,.i�� .� ` ^_*� �':J' , Zl ll 0I. 6 8 L 9 S +i t: 6 l wW () Iiii�iIIII JIIIIIill�il{ ILIIiiII! lIIII! IIIJ� ►I_IIIIIIililllll(1{iIIIIIII�II Iiil��l!IIII{ III, 1IIIilill {IlillV{iIl{lIII{VIIVL {1� ("La PEIZ PAA141 \ v/ 7qx LT. ... 'CITY of T WP /2/4; +.,, AP 3 Q 1990 Pgg. Fyn PERMIT CENTER I Vimim ?)4 3iD aDH INS ,k T,7 � F - � . •, 1' 49 • • I r r z'- 1 7 I 8 1 I I I I I I I I i' I' I' I' I' I' I' I'' I' I'I'I'I'I'1'I'I' 1+.�'I +. +Y. I :lilil;I �I ;'1',i I , i . l .l. I I . �. ��. I , i , 1 , . .�. 0 1 2 3 4 5 6 I■ 1 OE 6Z B6 L2 9Z SZ VZ CZ ZZ 1Z OZ 61 01 LI 91 9I VII CI Z1 U OL Illll1lllllllll1llllllll111111lllll1lllllllll1llllllll111111111111llllll111111llllll111111111111llllll111111lllllllillllll III FLEXIBLE RULER -302 AWa .n — iiz ,,= IF THIS MICROFILMED DOCUMENT IS LESS CLEAR THAN THIS NOTICE, IT IS DUE TO 4 THE QUALITY OF THE ORIGINAL DOCUMENT I rr Pr • • I • Or: • •, !L • Pr - i I . Ji1_._...2., —1--_____—____ _ 7, • I — — 1 -; - 1 i ,•; , • i i ' • I •. ' '- i " 0 rf / " 1 '1 I iii / _. 11.1 I , 1 1 , ' 11 0 ! ' I ; , 1 ' --;------- ----. ,.,• i,-- n --7 _ ... 0 1 , , - D 0' 0 O I It) , 11 ---- — - - I C. ...„; 1 '!'-‘•.: ,.., rFf. \ 4-,./...,—,-_-____2-___—___■---..-,-..- .- - -.. -- :=--:::-..,. --- .7 - - - I! ,-- •—•- — ------... - . - - ---_- I 1 i 1 ■ 11 ! 1 • I H "-- 1 I i II I • 1-5'— r / / 9 •' 7 ------„, \ . ... I r". 7 1 .1. T I T I t i t i T i T i T i t /. 1 . 11 '0. 0 .4 i . iti ... i ' 144 .; Fl i l ; iThi .' I'i . 1 . 1 . 1•1•1 . 1 . 1 . 1 I IT1 l'il 0 1•1H• INCH 1 1 2 3 4 5 6 7 8 FLE RULER - 302 OE 6Z Ele £2 9Z CZ 72 CZ ZZ LZ OZ 61. 81 Z 91 Si •q. et zl LI ot, . 11111111111)1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111k IF THIS MICROFILMED DOCUMENT IS LESS CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT 1 " -