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Permit 5978 - Shamrock Center - Building C - Addition
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. 5978 Shamrock Center — Building C 4650 South 134th Place RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode, Exemptror ; grief Explanatory Descrrpl roP Statute/Rule The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card Personal Information — numbers, electronic check numbers, credit expiration 48 DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. • 4/V1 ROCK BLDG C • IP#5977 SECTION 1- (to be filled In by developer / authorized by City staff) NAME OF DEVELOPMENT: Southcenter Plaza DATE: 8/28/90 DEVELOPMENTADDRESS: Strander Blvd. & Andover Pk. West PERMITNO.: CASH ASSIGNMENT NAME: Spieker Partners TEL. NO. 453 -1600 Y SHA REFUNDED BY MAILILI NG G TO: ADDRESS: 915 118th Avenue SE , Suite 110 MA (please print) CITY /STATE/ZIP Bellevue, WA 98005 DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE PLANS/DOCUMENTS WHERE ITEMS ARE DESCRIBED); Landscaping and irrigation for Building "C" per OTAK landscaping plan s 1. dated 4/9/90. As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 10,880.00 ($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: ( 12 / 31 / 90 ), 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 complet II work listed above prior to requesting inspection and release of these funds. / SIGNED Joel Benoliel TITL General Partner j e ... ... ... . . .... ... . .... ,:..., ., •••— - • •. s •.... • ..- ...: .. , .. . . .cc•.o:: .... ....:>. v,._ .. _;,eoxou v.a >::v<'........ 'rt : •at.....,..`a .-.. .r . • SECTION :2 Ieted b tstii SIGNED: ; r a •= 0 AMOUNT: CITY RECEIPT NO. !w b►o ci , CHECKED BY: CITY OF TUMID" L O � DEVELOPEI . PROJECT WARRAh. rY REQUEST FORM CASH EQUIVALENT SECTION 3 (tci'be comigetect by;:doi 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUN DEVELOPERS REPRESENTATIVE: CASH CITY CHECK NO. • AUTHORIZED BY: ., Z.. j _ Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD THIS FUND IS AUTHORIZE,Q TO BE ACCEPTED. DEPARTMENT HEAD: DEPOSITED THIS DATE: RECEIVED BY: All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I heresy re • est and release of my cash/cash equivalent. DATE: /I - q' -°IV I have review::' he above work and found it acceptable and therefore authorize the release of the above cash assignment. f ,V, i0 SECTION 4 (to.: by Completed by: AMOUNT: -) CASH EQUIVALENT - LETTER AUTHORIZING RELEASE RELEASED THIS DATE: • RELEASED BY: DEPARTMENT: , FINANCE DEPT. Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD 07/11/80 �7r� �y.. f1l I n: b da a :.� tom': ve�Jn r: �frt s NAME OF DEVELOPMENT: sha>umt_k_ r on 1•ej J n ildiag DATE: IA , 19 9 0._ _c__ _Jana DEVELOPMENT ADDRESS: 4 6 5 U . 13 4 th P-L . PERMIT NO.: 59 78 CASH ASSIGNMENT NAME: © `S cic.•c t vA■ Co ea5 7: - TEL NO, SHALL SE. REFUNDED .. —._____ I L. 4 AM e s cJ • BY MAILING TO: ADDRESS: 3 02. I T (plena print) CITY /STATE/ZIP SC_, - ,4 c,- A- ?& (2 `1 4r - ar: F7), O's u lL tS PTION OF ITEM TO DE COMPLETED (REFERENCE ! I IMENTSIKtIEREITEt ARED GAIBEW, �'olimelcsr Landscaping for Building C along 47th Ave, South. and S. 134th Pl. / C / — Pe-S f 0 .P02 R, 2e a72 (5 D'ea) . _.__..._. Vim g a _.. — _ As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $, , ` ©Q • 02 4..?-- - �.� ���_ „ ($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: 4 (� - � ._. . or risk having the Oily use these funds to carry out the work with their own contractor _ if or in -house manpower. f I fail to carry out the work, I hereby authorize tl City to go onto the property to carry out completion of the above deficiencies. I further agree to complet )I k listed above prior to requesting inspection and release of these funds, SIGNED: / %AG G 7/1( U�. TITLE: ` .e.. `'.r:. T . w `NT'wl ' » IZAT M x A. ... n • . , , c r+d?F sfie > t Ct' ' �"1�'i: I,= a'ma . .. " . aa• .. CHECKED BY; 0E- 12 -90 14: 14 T— HOLRDRY PARKS �( 11203 P02 RLCEIvr•r l� 4/ - 7 CITY OF T l i'.' v l V> ,iuii i II 1990 CITY OF TUKWILA DEVELOPER'S PROJECT WARRANTY RECate Y.., 'A ... ".. nt7' �.,'. I:{. ::.:.�1•7:al..:fi•.n{•f:a..:.. �:: i�`nA t4 >!{Y 'LS* y► �M 0. ....:...:,: y �} /� /� : :.„ f:,xd' THIS FUND IS AU K�'�A; {�f�..'�� Yet N{ +/'. �4' ��A�/}�'r'v.•jTi�" s. DEPARTMENT HEAD: o BE ACCEPTED. pEPour v U2.r -t (.4j1-Lo).s SIGNED: AMOUNT : CASH — TYCASH EQUIVALENT' CRY RECEIPT NO. �^ P ,.YINWwY.V ' . 'V • .w.i W WN_n.Yi ' .YM„LY • " " " "— .... : .•YYi 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPERS FlEPRESENTATIVE: COMPiN t+ i ir f m : > I have reviewed the above o . and found It acceptable and therefore • authorize the rai;a• , he abo�v cash assignment. DEPOSITED THIS DATE: RECEIVED BY: arm 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. „AUTHORIZED BY:' DATE: 'H '�,::1.. {:v i. ^Y.ISV \vl. w..>. L•.i.741`�'TtC• .14. ' s rphr, rte °aR: at lr �►i ±or: y c�± � �!nf ; AMOUNT: CASH EQUIVALENT- LETTER AUTHORIZING RELEASE RELEASED THIS DATE: ' - cS 2— ?U CITY CHECK NO. 4 RELEASED BY: Write.. a Upon completion through Section 2, Finance personnel shall send copies to: -Developer DEPARTMENT: 1/4a--C 4. , FINANCE DEPT. Upon completion of entire form. Finance personnel shall send copies to: - Developer Bonnie O'Connor Holiday -Parks 616 First Avenue, #600 Seattle, WA 98104 RE: Landscape Completion Dear Bonnie: As we discussed, enclosed is the estimate to complete the landscaping on your project; also, the executed city form, as required, along with the check for 1 1/2 times the amount, as performance deposit. If you have any questions, please feel free to give me a call. Edward J. O'Sullivan SHAMROCK PARTNERS. 3214 16TH AVENUE S.W., SEATTLE, WA 98134 RECEIVED CITY OF TUKWILA JUN 1 4 9990 PERMIT CENTER 6 trees at $58.00 12 Rhododendrons @19.10 15 flats of ground cover @ $20 /flat sod - 800 sq. ft. gravel - 50 yds. @ $10.00 /yd. general labor - 30 hours @ $20 /hr TOTAL RECEIVED CITY OF TIJKWILA JUN 1 4 1990 Western Landscape PERMIT CENTER Shamrock Completion Estimate Building C $348.00 229.20 300.00 400.00 500.00 600.00 $2,377.20 EXISTING BUILDING C A L A 1 j V/ A P P 2ov --C-b (1) FIN / N - Ti - 11-:*4 4 t)er 4 01# 4 d aa. A-- (2. no . . , 4017 1,ALVIA—T1'6 •J) i) ( " ! I • t , • , ' • . A PP R-Q 1,Ani ttyz._O kr( s ve DP c y ei) The. N Se--A co CVO? M FO 7^ - 7 - 0/ 4 1. p elcc y c.,A ostb — Pi Lim rr P I?c 7 , was f-c L.l F coif/At 'V LU 14 ID A 1.- P oy . AT tO m 7;: -- -- --s 'Got 2 LAW A co c, RAIL( r Fdvzki rs AGT. P 0 Tr) PRA LAN (A-r cerdp) 0 r-1 e, 4 s. to:tut CA. S -ric A cils5° rgt›. ?".s. 1,4 cc. vo6t. !-• CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SI2E WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 3L{ R) -- /A - 1 0 Co .I c 7 '' /o- AT AT ) IL-105o LiOyn 7 7e2 ' ARCHITECT L TOTAL CONT CTOR ' /`c r / GV 5r ` 3 3 -to 28' *AT- 1 C72 C IL/3O0 59zo 33L - 3 1 - - 1 1 - 1 Co -(B TRUCK SAMPLED `i/ TRUCK TICKET No. •r/y,?` TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR /7p, f /'/ WEATHER ,., WEATHER R TEMP. AT AT AM PM 7 0 a 7e2 ' ARCHITECT L TOTAL CONT CTOR ' /`c r / GV 5r ` DA TE]: ! a L G I C CERT. N�O /`� 2 V M. MOIST :.R0.1,:////9 DEL / / /��� L z r/ L O C A, A/E_ 5 I i! 3 11 7 d BLDG. PERMIT NO. Si 78' OWNER /335 WEATHER ,., WEATHER R TEMP. AT AT AM PM ENGINE R � �;- '• � �- �'h V/CT�7a./ ! 7 2 WATER 7e2 ' ARCHITECT L TOTAL CONT CTOR ' /`c r / GV 5r ` r � BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS r M. MOIST ADJUSTED WEIGHTS CEMENT 6.5 if,z9"D /335 kA. . . 20 O WATER 7e2 ' TOTAL ` TO* TO• CASCADE TESTING L.4 OR TDF3S0100Gi' EE TESTING & INSPECTION / ENGINEERS GEOLbGIS' L' I O 12919 NE. 126*.. PLACE - .... . KIRKLAND, WASHINGTON 96034 J 2061823 0 1 I €251.66 90 EVERETT 60 / ,9p,- - 640 \5s 7r /� i 'k j'/ao ATTN• THE FOLLOWING WAS NOTED: PRODUCERS: AEA PLACEMENT AREA & COPIES TO: CONCRETE OCFY9//i NOTES ADMIX I FIELD TEST DATA COMPRESSIVE STRENGTH CEMENT S INSPECTOR: SIGNED: N 60213 CU. YARDS PLACED " as CAC1 °K DESIGN STRENGTH /"o 11.3s./ CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET No. 33 8g & ". "- ?d C -1Y 7 x /.Z 2^ `/2100 32 / 0 #1 73 � 7-9 0 -I 6 Cc) __ l 3�U 7- °I , y 2760 5 - 0 s r) TRUCK SAMPLED /C ; TRUCK TICKET No. 53 :vig°" TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR 3.:'a % `r AM PM ENGINEE 'i/S,.r 2^ ARCHITECT 70 570 0 7,4,5 TOTAL DATE DATE 7a CERT. NO. Pad a, DESIGN WEIGHTS PROJECT �y S� C IZR-- ADJUSTED WEIGHTS LOCATION 4 f 7'414- ,S X 13.E 7 Li CEMENT �0* BLDG. PERMIT NO. OWNER 13s FA. WEATHER eligs€C.7 TEMP. AT AT AM PM ENGINEE 'i/S,.r 2^ ARCHITECT CO ACT�LO VAS/ ( 3 0 7,4,5 BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS Li CEMENT �0* 13s FA. / gC.A. 2^ WATER 0 7,4,5 TOTAL TO ATTN' CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE 126... PLACE 5 --- KIRKLAND, WASHINGTON 9603k ) f �� fiaC6 r123,9600 1 EVERETT I ; L �;!;I�' 2 0�1 7k-s JUL 13 1990 /0" I /sr THE FOLLOWING WAS NOTED: CONCRETE c FIELD TEST DATA COMPRESSIVE STRENGTH CEMENT 5s�c PRODUCERS: AEA ADM ��� �� `-b J� CACl ` PLACEMENT AREA & NOTES S ' ' 4 J (7 k INSPECTOR: COPIES TO: L.I v W �� ( SIGNED: SEE FIELD REPORT No CU. YARDS PLACED JD N2 60212 DESIGN STRENGTH .rte / . /. - fir Mo 1 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET No. L)01 6 91 Co -01 7 6,x/0 a 7 306 ZC 30 G L ) 02C,) - Z �� � 1 �� 'd 4 Z v yowl - 7-/ Z 28-' ► c scr�� � n '7 0 2 TRUCK SAMPLED /(-1 TRUCK TICKET No. 55-& TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. WEATHER 5010/ AIR / `/ / 5 f( V CONT TOR KO.RA Bn!/ /£ y e T.A. a ' CO � NC 7 G 0 i 6 G 01 TOTAL DA TE / CERT NO. / %// PlOJECT - 5 444,4 /ROC/( -- C/ l LOC ION I Y 7 / e 7 v S s ' / 3 N- • IILDG. PERMIT NO. 5? 7,5 OWNER WEATHER 5010/ TEMP. AT AM AT PM ENGINEER /' / ,(4 ' M ail:Tr /F17 ARCHITECT CONT TOR KO.RA Bn!/ /£ y e BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS 16 MOIST ADJUSTED WEIGHTS CEMENT 17 990 pi L/ T.A. a WATER 01 TOTAL T I 10 TO: ATTN• 12919 NE. 1267.. PLACE q KIRKLAND, WASHINGTON 98034 t! 823.9900 l I l 11 I t EVERETT 1? �2'S JUL 17 1997 /i 77 I _ ‘/,6 /7 A./L SL GO . 9,700 THE FOLLOWING WAS NOTED: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS / GEOLOGISTS FIELD TEST DATA COPIES TO COMPRESSIVE STRENGTH PRODUCERS: CONCRETE C il CEMENT AEA ADMIX CAC1 ' S C,� �J PLACEMENT AREA & NOTES `� / / �LJ v 77! L INSPECTOR: SIGNED: SEE FIELD REPORT No. 5 , N_ 60338 CU. YARDS PLACED 9i DESIGN STRENGTH - Y 5J JUL 20 '90 11:32 ENGINE( NORTHWEST 522 -6698 TO: ATTN: RIOT �,ysP FAX TRANSMISSION COVER SHEET C. 1T vF 7'UKW JOB: S/ O7 0C.L C. �1b0AJ NUMBER OF PAGES 3 (COVER SHEET INCLUDED) C,4tc..C. i c.Cr7r . ) cj a' . rflAr w A t IF YOU DID NOT RECEIVE ALI, PAGES INDICATED ABOVE, PLEASE CALL f #h CL L A/l 4. _ AT (206) 525 -7560. ENGINEERS NORTHWEST 6869 WOODLAWN AVE. NE, STE. 205 SEATTLE, WA 98115 FAX (206) 522 -6698 Sf zr !r1r UT) JUL 2 1990 DkVE. L SPECIAL INSTRUCTIONS: O4vE f-/, i / s /tiE vtvri., NOR Liu I 2���' 0 1 gNGINEEE 4 NORTHWEST 522 -6698 P.2/3 f�. U ll VV z z June 28, 1990 rca Dave: Sincerely, City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 Attention: Dave Larsen Reference: Shamrock Center - Bldg. C - Addition 90 - T - 02 It is my understanding that the inspector for Cascade Testing was unable to observe the grade beam reinforcing and concrete placing along Grids E & 1-2'for the above referenced project. The inspector was able, however, to take two test cylinders (Report #59359) which gave 28 day breaks of well beyond the design strength. This concurs with Report *57157 for Grid A- 2'between Grids B & C, where 3 cylinders were taken and tested. Grid E has piles located at each end of spandrel jambs and one pile intermediate at openings. The panels are "dock high" and the lower panel sections are capable of spanning the openings independent of the footings (see attached caic.). Since the footing is not required to span horizontally, and other portions of the footing were inspected, it is reasonable to assume the footing will be structurally adequate for anticipated design loads. Daniel M. Lake Project Engineer ENGINEERS NORTHWEST, INC. P.B. - coisuLTINO ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 99116 (206) 575.7860 FAX (206) 629.6696 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98115 • (206)525•7580 • FAX # (208) 522 - 8898 Joe No. C1817- SL. ad 1 JOB NAME /At1 fOCX C E,v 7 Jf f3 496 DATE z.S ^.9 0 JUL 20 '90 11:33 ENGINEIU NORTHWEST S22 -6698 ENGINEERS-- NORTHWEST INC. P.S. SUBJECT c.Nec.le Aeuk Hr H .f7G ?MAW et_ /ALL FR J L4J LCJWJ e ur w� Z 1.873' lets • 6e.c$? K LF ('. eQr; 6•o0 )6 z )`. M - • =143k ft `o/ L K •/I ) b sS d• 6o " / 96,2 As= as < 2 = Z rJ ry ". 7//y, •S9 t'L , ' I.- • 4 GILSVefoS7 Lij O. . v• , J. ,124 ./o5 i•5 ( vc , /69(3.444)t, .38.4 43.6 VS * O.dy ,..VI, its la /2, 8y o. 5 G : co)(CO') , •Sse > /2■45k P.3/3 SHEET OF t 4•• ' 04r t.4/ - ••,r - -, , . , JUN 20 '90 15:12 ENGINEERS NORTHWEST 522 -6698 DATE ?.,o j LA) 9 v TO: / u k ATM: _D A i /C cog/ JOB: SPECIAL INSTRUCTIONS: ENGINEERS NORTHWEST 6869 WOODLAWN AVE. NE, STE. 205 SEATTLE, WA 98115 " FAX (206) 522 -6698 FAX TRANSMISSION COVER SHEET .51/ k o c. k Cgw Tett 40 d .4 ,p / Tid,u NUMBER OF PAGES . (COVER SHEET INCLUDED) IF YOU DID NOT RECEIVE ALL PAGES INDICATED ABOVE, PLEASE CALL Apy Aga., 4.0 iG .. AT (206) 525-7560. .P.1/2 CASCADE TESTING LAB. TEL No.2068232203 June 20, 1990 Cart No. 904 - CASCADE TESTING LABORATORY, INC. 'I E$TING 6, INSPECTION / ENGINEERS / GEOLOGISTS 12910 N.F., 1EETH PLACE KIHKLANU: IWUt+J Eld I- i.1LiUU KIRKLANU, WASHINGTON e39034 f AX: I20e) 023- 2203 Tukwila Building Department 6230 Southcenter Boulevard Tukwila, Washington 98188 Attention: Dave Larson Dear Mr. Larson: Dennis H. Stack President DHS:lal Reference: Shamrock Center 47th Avenue S. @ S. 134th Street Permit No. 5987 NIA 2 01990 PERMIT CENTECA Jun 20,90 15:20 No.012 P.02 r IirA I I LFs: IWUUJ t,WL'a -U •UU EVERETT: (208) E50 -0017 This is to advise you that special inspections are completed for the above referenced project. Special inspections were performed for the following activities and copies of reports have been sent to you. 1. Welding inspection on panels connections All work inspected conformed to Tukwil Building and Land Development approved plans, specifications Director's Rules, SBC and related codes and /or verbal or written instructions from the Engineer of Record. Our last report is dated 6 -2 -90 and is number 59346. Respectfully, CASCADE TESTING LABORATORY, INC. r 1( V Jlu ll 20 ' 5„ ,7,8 ,ENGINEERS NORTHWEST 522 -6698 P.2/2 z June 20, 1990 Rsc TUKW CITY O 10 2 Q \"° City of Tukwila PEWIT CENT 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98199 Attention: Dave Larsen Reference: Shamrock Center - Bldg. C Addition Dave: I visited the site on four separate occasions to review various aspects of the roof diaphragm. The following is a brief synopsis of my observations. On my first visit I reviewed the three zones of nailing for nail spacing compliance with the contract documents. The heavier zones of nailing were complete and the third zone which required minimum nailing was in the process of being nailed. The nailing I observed was correct. Perimeter nailing along Grid and spot checking of the her walls comply with the con ract documents. Along Grid wall tie straps were added underneath existing ledgers and complied with the detail sent 6- 19 -90. Continuous perimeter ledgers appear to have been properly spliced per Section E -3.2. The beam seat fix at Grid B - 2' was in place and completed with the detail sent 6 -18- 0. If you have any further questions, please don't hesitate to call. Sincerely, geek‘•? 4 Daniel M. Lake Project Engineer ENGINEERS NORTHWEST, INC. P.S. • CONSULTING ENGINEERS 6869 WOODLAWN AVENUE N.E. sIArrL /, WA 98115 (206) 626.7660 FAX (206) 622 -6698 CASCADE TESTING LAB. TEL No.2068232203 Jun 20,90 15:20 No .012 P.01 k-E'11.0 From: To; Voice Number: Comments; Date: CASCADE TESTING LABORATORY, INC. TESTING 6 INSPECTION / eN NEERS / GEOLOGISTS 1291$ N.E., 128TH PLACE KIRKLANO: 12081 623 -6900 KIP KLAND, WASIiNGTON 98034 PAX: (20811323-2E03 FAX TRANSMITTAL CASCADE TESTING LABORATORY, INC. FAX PHONE NUMBER: (206) 823 -2203 VOICE PHONE NUMBER: (206) 823 -9800 Pages including cover: e -96 Of: Fax Number: 4 /31 "" 366n Time: _ •r d'� J SEATTLE: t oul Q `h -0700 E VEPIFi7Y: 1.061 259 - 0817 T CASCADE TESTING LAB. TEL No.2068232203 PROJECT S / /Am r J.: A/ J LOCATION A /.. Ia" S A S. 3 f s7 ATI N: /. l.. ENGINEER .� &44: y /111/6"/4/. K( 4 4 /.1ifi ARCHITECT (2) INSPECTION PERFORMED ._ RESTEEUCONCRETE _ RESTEEL ONLY RESTEEL/MASONRY � 5114,81/WELDING OTHER — STR.ST /BOLTING L 4 OCATION(AREAS) AL)�/Tio 7(.1 :1 I.1 6 1 Lam. /� t'k /�/ I /A�i"T / • ?U .' Ai/Z) 4 T , 1 CONCRETEIMASONRY ~ REMARKS: rncu AWN e.T .110.l CASCADE TESTING LABORATORY. INC. TESTIN 3 p1 INSPECTION / ENGINEERS /GEOLOG#STS PREVIOUS REPORT No,. C 12919 N.[. 1243,., PLACE KIIIKLAIC), WASHINGTON 91300A EVERETT SUPPLIER SLUMP (INCHES) AIR CONTENT WO HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY COPIES TO: 220.111221.S0212 1 :oel se9•oe17 MIX NO. _ DATE CONTRACTOR Jun 20,90 15:20 No.012 P.03 � (3) ITEMS INSPECTEECCCIVEP UE - "" CERT. NO. C� •)L _ FQOTIN S � 2 0 \Q _ AUGER CAT PILES •,_, COLUMNS 1,2FFi�33MI`T C(;to° — WALLS — DRILLED Prttlb Np 59346 SLAB — BEAMS DESIGN SIHENGTH (VC) TOTAL CU. YU, PLACED SPECIMENS CAST SEE CYLINDER REPORT NO. INSPECTOR: cY FIELD RF'ORT I /� YES — NO _ ITEMS INSPEC I tU W EHt IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO..— SIGNED; June 20, 1990 Cert No. 904 -24 CASCADE TESTING LABORATORY, INC. TESTING G. INSPECTION / ENGINEERS / GEOLOGISTS 12919 N.E., 126Th PLACE KIRKLAND: (206) 823-9800 KIRKLAND, WASHINGTON 98034 FAX: (206) 623 -2203 Tukwila Building Department 6230 Southcenter Boulevard Tukwila, Washington 98188 Attention: Dave Larson Reference: Shamrock Center 47th Avenue S. @ S. 134th Street Permit No. 5987 Dear Mr. Larson: This is to advise you that special inspections are completed for the above referenced project. Special inspections were performed for the following activities and copies of reports have been sent to you. 1. Welding inspection on panels connections All work inspected conformed to Tukwila Building and Land Development approved plans, specifications Director's Rules, SBC and related codes and /or verbal or written instructions from the Engineer of Record. Our last report is dated 6 -2 -90 and is number 59346. Respectfully, CASCADE TESTING LABORATORY, INC. lA Dennis H. Stack President DHS:lal S SEATTLE: (206) 525 -6700 EVERETT: (206) 259 -0617 ER NM CITY OF iUl(WILA PLANNING DEPT. .\ CITY l�F 7U1CW1! A P�AI�lNiNr DEPT._ JUN 251990 JUN 19 '90 13:19 ENGINES °S NORTHWEST 522 -6698 MATE. ,, i9 -Jima 5 b TO: FAX TRANSMISSION COVER SHEET '-y OF 01(A.111. ATTN: DAVE: L All d t.." JOB: Smm c . 8&D6 1 4%W NUMBER OF PAGES (COVER SHEET INCLUDED) SPECIAL INSTRUCTIONS: • ENGINEERS NORTHWEST 6869 WOODLAWN AVE. NE, STE. 205 SEATTLE, MA 98115 FAX (206) 522 -6698 IF YOU DID NOT RECEIVE ALL PAGES INDICATED ABOVE, PLEASE CALL etigoi/eZ.. 4 .04 AT (206) 525 -7560. RECEIVED JUN 1 9 1990 .WiLA PUBLIC WO 'F.1 /2 OATS I4: "jUyE -90 JO$ NP. 8 iz �s�'7 PROJECT I $EAM Rer.l_ c A/T R aLa; c' LOCATION TUk 14/1L14 IA/A I CONTRACTOR 8A /LA E Y Ct»IJ14 OWNER h& Al DA Fidel weAr►Iru cLEAA TEMP. ° at AM 75 °, 'zoo PM PRESENT AT SITE DANIEL,. LAKE - EAItld/ J(cd AloAm',,. Esr BOA/A/Y OCcN iEE(- 1161A DAY PARK TO JUN 19 '90 13 :20 ENGINEERS NORTHWEST 522 -6698 • ENGINEERS NORTHWE ., INC. 6869 Woodlawn Avenue Northeast SEATTLE, WASHINGTON 9$115 1206) 525-7560 Mc LA DAY PARKS hsr .5E4 THE FOLLOWING WAS NOTED; IN A _rag ,lninF .STRAP P1 AC:EmF1./T AT LAID 2 ' . 7'/e ST7CAPS AP,E(R 70 13E' P4A(4 C.LI4AEC.TLy RE'R RE F.2/2 XT APfEAks 7NE ROOF HAJ BATA/ COn/.fr2Uc.7 A,. A X T IS THE C vn, YAM ci A S RE3 FeA/S,B/41 ry TO 3 Ir'E THAT ALL WORK I S C' aM JaLETEL) M/ AGGORf. gilCE wiTN TilE COPIES TO LAS L EY Gd 4/J 7 CJC rid") G/r y eF rL1 [ 1IL I/ SIGNED JUN 18 '98 09 : 10 ENGINEERS NORTHWEST 522-6698 DATE TO: C./ DP- 7 t-ti 11-A ATTN: p)ii)E 14,Pe ■111■1111••■■■••••■■■•■••••■•••■•■•■•■■••■■•••■••• FAX TRANSMISSION COVER SHEET el* F. 1/3 JOB: /v (- C NUMBER OF PAGES 3 (COVER SHEET INCLUDED) SPECIAL INSTRUCTIONS: ) 77 ENGINEERS NORTHWEST 6869 WOODLAWN AVE. NE, STE. 205 - SEATTLE, WA 98115 FAX (206) 522-6698 C ir) 667.r P AJ/9*.s' IF YOU DID NOT RECEIVE ALL PAGES INDICATED ABOVE, PLEASE CALL D/94 i ez. c AT (206) 525-7560. MBE JUN 18 1990 CITY 67--TI-JKVVILA t ee44 1,9 _ 10:— yoa Ma/ It ..s /001- /V/64J, 7 Ai ri) htc.,A 4. pi/2 yo 1) C62?-41 .2 ere- X Zi oF. de .r7-g4-/ 6-21 T z1,) e F74E cop, 7M. 54'E 1.1■Nrol es D ATE JUNE tritr 1 JOS NO. FIR V: PROJECT SHAMROCK CENTER NI (1; LOCATION J1::(, WA CONTRACTOR BA YI-EY C1::)N f.:i '1' R . OWNER 1-1111 AT ).\Y y wekrion SUNNY ' TEMP. . 0 et AM (.1 22 ° 41t2. 00 F1'Ast PRESENT •T gorge hi F 1;3 01\JOI _LIILL“ DAN jFt I AK 1:: ( r Nat' tilvErpf-1 NI 14_ ) - - TO JUN 18 '90 0910 ENGINEERS NORTHWEST 522-6698 • ENGINEERS NORTHWE INC. 6869 Woodlawn Avenue Northeast mane, WASHINGTON 98115 (206) 525-7560 HOLADAY—PARKS INC. FITLE. WA ■11.I.1■00008. 616 1 SI' . THE FOLLOWING WAS NOTED: VISITED THE SIVE ON FRIDAY aUNE TH5 WAPIIW)1..;M :It(')) RrPh1RS ANff TIE WRAPP■, I PRI CIPA r ON MY PREVIOUS VISIT (31—MAY—W4 ralor NI II COMPLPIE. 1H1. !:MFAR NA1LINF, RE0115RFD AT CONTINDUS PANEL EDGES F 12EIIIIL211912112112D-2—LIELELLIIL11.14:1111MiLiisLLUI--- CONTRACT DOCUMENTS, WAS UNABLE 10 ovmwr ROOF STRAPS Al 61 Y)Lr: TO RC PLACE, HOWEVER ON MY PREVIOUS vrmf s HAD SF , a0B 9TIR AND REVIEWED WITH 1HF CONTRACTOR THW SPArT I moF LEDGER SPLICE PLATES APPEARED TO BE THE GW—LAM BEAM SEAT AT GRID 2' WAS v11 EtWED.. ATTACHED 1Fi THE REWIRED F WH1LE 1HIS REPOR1 MAKES REFFRPNC" WORK., COPIES TO IT SHOOLD, NOT E COWTRO ACC:FPTABLF OR 1:iVFN ONSPRVEN” COMPLETED IN ACCORDANCE WITH THE PleKR 14 J 1 IC. SIGNED 4.z P.2/3 •• ; L I Ty IsLoLE.zida;LALLLaaaLLaL________ .1■MI..0•WebOMM■ININMENII■ •••••■.•••••.T..M1 ITEMIM MIEN= c `".. JOB NO. 86)2-,L, L1 7 JOB DATE IES - 4U/41 JUN 18 '90 09:11 ENGINEERS NORTHWEST 522 -6698 ENGIL1 ERS— NORTHWES1 INC. P.S. 6869 WOODLAWN AVE. N.E.. SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 622.6698 SueJECT_ Flet -D ADD Ex 64 ex1' -d PL.Rr( 4170 o'-O ,iJ C a? rG 61.0. 1.11m laeitAl P P /Y1 MC CttA'd ErnC?E0 Fae. Jo/ 7 coA)I/r/a,✓ I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of contractor's copy of approved plans acknowledged. By Date 'A Pormi f,'r�.... SI' ��Y: •tl �t� ::� SHEET By D!h L e 4 " 1.-14°J 1 \ . A..s_ But i -r 6,e 3 /€ I ' -d i, e ,k 61 F'. P.3/3 f' 672 - Pe_ 4..) OF I ,s fl ,t1 GE PAZ s C G'? /i -2, 41 F' / A "' 2. 3 FILE COPY 414 l - _. CITY OF TUKWILA APPROVED ' 2 11990 BUILDING DIVISU N )IITE 17 J)Jt/ - 9 TO: U F• ruK G / ATTN: JOB: NUMBER OF PAGES SPECIAL INSTRUCTIONS: gri Eat D bl,S C c.fs,S�Q�✓ >'e Z,.., H ,4 CA�� �,� PL AN✓ dc.:- t E' LTi OA) , olZ ._ 0 3 FAX TRANSMISSION COVER SHEE"' _DA J (COVER SHEET INCLUDED) JUN 19 1990 (;fly CF �f J 'vVtLf1 PLANNING DEPT. �. FILE COPY /. • I understand that the Plan Check approvals are approval of tr.... V ErQife G� G A2i � L,>N 2 Plans does not authorize the violation of any adopted code or ordinance. Roceipt of contractor's IF YOU DID NOT RECEIVE ENGINEERS NORTHWEST 6869 WOODLAWN AVE. NE, SEATTLE, WA 98115 FAX (206) 522 -6698 ermi o... ALL PAGES INDICATED ABOVE, PLEASE CALL L,AX STE. 205 trate -- -- - - " ' AT (206) 525 -7560. acao_ »c i c•anw I > . r kI 4N1 '4I I T F J R : RI I PA. AT war ENGINLERS- NORTHWEST CAC. P.S. 6869 WOODLAWN AVE, N.E. • ,UITE 205 - SEATTLE, WA 98115 - (206)575.7560 - FAX #(206)5224698 JOB No. 9(3 a 2_Jos 4AME NAMRoLIc . P-d 4?t goO, G ,40 SUBJECT _ _ SHEET OF BY W4a rye A2g cF F? = 0130(1)(0.95)(() t 15,5 PS,, /S. St ( 2,5- ' 2 0 1 J 212,Es P F S7 41 . 4 %0 c / 6 2 Lb tr r IJEL.i.' .12 3 769(7 ?) 1,3.5 ft• 6 0 !(6V,Vic)(4) C 45510 GN‘Lk [ c - P6EVZ M 1/(:04d ) 9.7! 71 ? ? 7. 1. 7 7 1 7 7 777 - 6 (0 7) — C.h , k 404,0ro fi#e /61 0p 4(4g. ,o) ,• 1..31 K d1' ' Q C 0� 2 - y7 77.757- . 8 1 !i �`— 6 < y7 DATE 1}'i —JU U CITY OF TUKWILA APPROVED JUN 11990 BU D NG DIVISION Xrr/7(.+'1 .S M/PP Di2Ee..ny r, c e7) 4 t,Z G ^ ' ' 4 1 < ) * * , - . .S A 7~!6/61$ 1 U(6 /G/ k4J74 /x IL9 . 9699 -22 .S er1HiNON 5833NI:N3 6S:60 06e 6S Nflr • 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX #(206)522-669$ Joe No, ....a.212-' Joe NAME g CE; 31.0 1 D!2L rfrYjL.. DATL 51.113J E CT elpo SriZA Pi eic-c"t. CrYf. CITY OF TUKWILA APPROVED JUN 11990 BUILDING DIVISION ENGINLERS NORTHWEST Sc. P.S. I • ••••• ..... •-• 2.1D ze " T r - r - r 13L06 cC /900/4, Roof: i SHEET OF BY /OM (7 13 ) 2. G, • T r la =.4 ac !am ma. CT unr 06/14/90 14:43 FAX 2063437728 Facsimile Cover Sheet BRRERT E. BAYEEY CONSTRUCTION SERME OFFICE Please deliver the following pages to: Name: T 4 w a.`r441g- C t Firm: allK :Lrk "a,»L Itet4 Fax No: ( -) 4 }�l - - Le (05 IF 400 DO NOT UECEIUE ALL OF THE PAGES, PLEASE CALL (206) 621 -8884. Comments: t..-a ►� tA5,14c> Bayley Construction Sander : "" Alt , e BAYLEY CONST. -►-+ -► TUK PUB WORKS 121 001 Total number of pages including this cover sheet: 3 J Confirmation of Transmission Name • Time: Date: ._. "Quality is never an accident; it is always the result of high intention, sincere effort, intelligent direction and skillful execution; it represents the wise 'choice of many alternatives." Willa A. Foster Ctimo tLIKWILA JUN 1 5 S j IF'E IUI I ENTER 06/14/90 14 :44 FAX 2063437728 16 June 1989 C SURVEYING INC. Mr. Robert Benedicto .Building Department City of Tukwilla 6200 South Center Blvd. Tukwilla, Washington 98188 Dear Sir: BAYLEY CONST. 444 TUK PUB WORKS a002 C &T SURVEYING CLYDE CLUTTER. P.L.S, FRANK TARVER. P.LS. Per your request, this letter is to confirm that C &T Surveying, Inc., has performed the foundation staking for the buildings A and C located on parcels 1 through 5, Tukwilla Short Plat No. 81 -39 -SS as recorded under recording No. 8204280545, records of King County, Washington. The foundations have been staked per the site plan provided by Commercial Design Assoc_ (Carl F. Pirsoher, Architect). The foundations as staked, conform to the site plan and all property -line setbacks as shown on the site plan. Enclosed is a sketch showing, the building layout, the setbacks and property boundary. If you have any questions regarding this project, feel free to call me at the number listed below. Sincerely yours, Frank Tarver \, P.L.S. 018926 was6 i., . .ea\' x *\ •.. - 5 1994 f.Mi i i::.wit fl 1239 120th Avenue N.E. Suite G • Bellevue, WA 98005 • (208).454-3934 - Ua /14 8 Ala 14:44 MA LUUJ40(YL8 ..J. iw U x�. .4• 0 \a M 7X rr' so.00 SURVEYING INC. c. ".9 a 32.00 4. , • s .•o. o 0 x or - 00 Z1 1 13 i so. oo 74,a 40b C &T SURVEYING CLYDE CLUTTER. P.LS. FRANK TARVER. P,LS. 130.00 0 0 O DALLGX LAJ001. 0 0 r `"* , s S'.o� 404 Z. f4)• 27.2 ?$ ` 5 A c.$o - r-► - LIJn r p nvnn. yavvv ,__ L IQ° 11' 00'I:= IZS.O 1 RC` , YU CITY U % vtLA JU� 1 5 i990 PERMIT CENTER A. 1239 120th Avenue N.E. Suite G • Bellevue, WA 98005 • (206) 454 -3934 Post-It" brand fax transmittal memo 7671 M of pages ► t_. To • G(‘DiSsta r"." IlQU G..aiwt..c.I' Co. ► o t tike Q A11.d.� (taw Co ' LO VA w FS ' i.aa f 11jb Dept. Melee ' 3(3- 7 Fax N 391.. live Foxe 16 . 1" 13? 1 N JUN 15 '90 11:42 TO:13437728 t WAYNE'S ROOFING, INC. June 15, 1990 Robert E. Bailey Construction, Inc. P.G. Box 4567 Seattle, WA 98104 -0567 Attn: Steve Grasso Re : Shamrock Expansion - Bldg "C" Tukwila, WA Dear Steve, Sincerely, YNEIS R0 1 0, INC. Donald D. Vice Presid DDG /wp Encl. hrie FROM: WAYNES ROOF I FIG T -750 P. 01 ROBERT E. BAYLEY JUN 15 1990 RECEIVED RECEIVED CITY OF TUKWILA JUN 2 0 PERMIT CENTER I am writing as per your request to provide information relating to the roof on the above referenced project. The roofing system utilized on the project is a Malarkey Roofing Specification /frNS -3 with emulsion surfacing. This specification maintains a U/L Class "B" fire rating. I have attached a copy of the Malarkey specification which indicates the rating that the system achieves. The initial membrane portion of the roof was only recently completed. It is industry practice to allow the newly applied membrane components to stabilize or cure for approximately 30 -45 days before installing the emulsion roof surfacing. Therefore, our company will be installing this surfacing as part of our current contract obligation sometime during the month of July 1990. If you have any questions, or require additional information, please do not hesitate to contact me. 13105 Houston Rd, . Sumner, Washington 98390 Sumner (206) 863 -4455 • Seattle (206) 575 -0078 • Fax (206) 863 -8311 JUN 15 '90 11:43 TO:13437729 4 Malarkey BUILT-UP ROOFING SPECIFICATIONS ALL ZONES SLOPE — 0" to 6" FIBRATED EMULSION U.L, CLASS "8" — Up to 1/2" slope "CLASS "A" — Up to 1 /2" slope with ISOCYANARATE PREMIUM 1 SBS BASE SHEET NO. 501 Materials Per 100 Square Feet Rosin Sheathing Paper (If required) 1 ply 6 lbs. Fiberglass Premium 1 SBS Base Sheet No. 501 1 ply 30 lbs. Fiberglass Premium 1 Ply Sheet No. S00 2 plies 22 lbs. Asphalt between piles 50 lbs. Asphalt, surface (min. /max.) 15.25 lbs. or Fibrated Emulsion (min,) Malarkey No. 751 3 gals. 24 lbs. or Fibrated Aluminum Malarkey No, 726 2 gals. 18 lbs. or Malarkey Rhino•Hide Ti -Cute 2 gals. 18 lbs. " or Non - Fibrated Emulsion (min.) 4 gals. 3 lbs. APPLICATION: Over wood boards only, lay one ply of rosin sheathing paper. Lap each sheet at least 2" and nail sufficiently to hold in place. Apply Malarkey Premium 1 SBS Base Sheet so flow of water Is over or parallel to the laps. Lap each sheet FROM: IJAYHES ROOFING T -750 P.02 NS3 NAILABLE DECK FIBERGLASS PREMIUM 1 PLY SHEET NO. 500 ASPHALT, EMULSION, ALUMINUM OR RHINO -HIDE TI-COTE SURFACING 2" on sides and 6" on ends. Nail each sheet 9" on center through the laps and 18" on center along line 12" distance from each edge. Turn up 2" above cant at all vertical surfaces. At a uniform rate, solid mop In hot asphalt two plies of Premium 1 Ply Sheet In shingle fashion lapping each ply 19" with a 17" exposure. Sheets shall be applied so flow of water is over or parallel to but never against the laps. End laps shall be at least 4" and adjacent end laps shall be at least 12" apart. Each ply shall be lightly broomed as it is applied. All piles shall be turned up 2" above the top of the cant and shall be solid mopped to the cant and vertical wall. Coat entire surface with a uniform solid mopping of appropriate grade hot asphalt, emulsion or aluminum surface at rates specified. Malarkey recommends the use of its SBS Mineral Cap Sheet No. 601 or SBS 3 -Way Type Mineral No. 917 as a base flashing material. Malarkey recommends the use of its SBS Walk Board No. 916 for all traffic areas. 2M4/67,11. June 15, 1990 Cert No. 904 -24 S CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS / GEOLOGISTS 12919 N.E.. 126TH PLACE KIRKLAND: (208) 823 -9900 KIRKLAND. WASHINGTON 88034 FAX: (206) 823 -2203 Tukwila Building Department 6230 Southcenter Boulevard Tukwila, Washington 98188 Attention: Dave Larson Reference: Shamrock Center 47th Avenue S. @ S. 134th Street Permit No. 5978 Dear Mr. Larson: 1. Reinforced concrete 2. Structural steel and welding 3. Auger cast piles • SEATTLE: (208) 525 -6700 EVERETT: (206) 259 -0617 [JUN 201990 CITY OF 'i UKWILA PLANNING DEPT. This is to advise you that special inspections are completed for the above referenced project. Special inspections were performed for the following activities and copies of reports have been sent to you. All work inspected conformed to Tukwila Building and Land Development approved plans, specifications Director's Rules, SBC and related codes and /or verbal or written instructions from the Engineer of Record. Our last report is dated 5 -23 -90 and is number 58992. Respectfully, CASCADE TESTING LABORATORY, INC. AL A.,,Lto Dennis H. Stack President DHS:lal '3;LTADE TESTING 1_1 T.! LU CASCADE TESTING LABORATORY, INC. FAX PHONE NUMBER: (206) 823-2203 VOICE PHONE NUMBER: (206) 823-9800 / From: ( Of: !my( ,a9 Comments: -• •• TEL. No .2068232203 CASCADE TESTING LASCRATORY, INC. TEL:; t !Nu 4. IN$WECTICIN / ENGINEE141 GEOLQGISTS 12919 1"1E 1RET1-1 PLACE KIPKLANO. (eoel 823-VE300 Kinvi ne-n, Yin. IlFi794 FA X If7fl fltn-P.5 FAX TRANSMITTAL To:, L. . #‘ ... Fax Number: Voice Pages including cover Date: 1 • (34 Time! Jun 15.90 14:1? No.008 P.01 BEATTLE• 120131 s'aS-0700 kl`/FrIerT RECEIVED CITY OF TUKWILA JUN 15 1990 PERMIT CENTER 1 CASCADE TESTTIIr, LAP. TEL No .2068232203 Jun 15.90 14:17 No . 008 P.02 C , CASCADE TESTING LABORATORY, INC. r F°TINO M IN pr-_cTI N! r-_r:OINFFI i / C ;EOL1)rIsTs 91:991=i N.E., 98Ci 1 t I PLAL E: ∎-:sit ,LhNi:r Gs:4 iJ`_il=.:f UNO, w,-'' 1 ON :Jt ■t rAy.. (rivq O'0 I-L'r OE I June 15, 1990 . Cert No. 904 -24 Tukwila Building Department 6230 ;out.hcentor Boulevard Tukwila, Washington 98188 • Attention: Dave Larson Reference: Shamrock Center 47th Avenue S. Q S. 134th Street Permit No. 5978 Dear Mr.. Larson: This is to advise you that special inspections are completed for the above referenced project. Special inspections were performed for the following activities and copies of reports have been sent to you. 1. Reinforced concrete 2. Structural steel and welding 3. Adger cast piles All work inspected conformed to Tukwila Building and Land Development approved plans, specifications Director's Rules, SBC and related codes and /or verbal or written instructions from the Enrj i neer of Reco . Our last yr -port. 4 dated 5 and is number 58992. Respectfully, C .\ cAnE TPSTTNG LABORATORY, INC. Dennis 1-I. Stack President. DHS:lal EvEr 1E • RECEIVED CITY OF TUKWII.A JUN 1 5 1990 PERMIT CENTER JUN 14 '90 13:26 ENGINE9F.S NORTHWEST 522 -6698 DATE J g -•J),J - Q TO: FAX TRANSMISSION COVER SHEET /AI wr T PAlA/7-c ATTN: 6 0 ,D £S 0,V JOB: Sf�R � Q< GE,c/T «,' 40a Tro y NUMBER OF PAGES 2 - (COVER SHEET INCLUDED) SPECIAL INSTRUCTIONS: 13ojj.JY ( '' r"r1A.01/£fe aF' 3� fA `� Q,• /J/ I u C dfr1 /1w 7 ,71 r uy 7 r' c) MA erg ?ekT /&/s 2 7-/2t7 t76 G Q g f ,t/TS ENGINEERS NORTHWEST 6869 WOODLAWN AVE. NE, STE. 205 SEATTLE, WA 98115 FAX (206) 522-6698 RECE ;•Mal CITY OF TUKWU.,\ JUN 1 5 1990 PERMIT CENTEll IF YOU DID NOT RECEIVE ALL PAGES INDICATED ABOVE, PLEASE CALL .pA,V reL- A 1Ct - AT (206) 525 -7564. (?ITy OF Fo,(\° iLA JU �, i I PEAIAIT *NTE P.1/2 loow•mammmosiopmpoommin OATS MAY :!;:t, 1990 JOS No. 8E1124 limonvir SHAMROCK Cti:..N1ER FILM. C ADD. LOCATION TUKWILA, WA CONTRAGTOP BAYLEY CUN$TR OWNVO HOLADAY PARKS *NATHAN OVERCAST 1 65 . ° el: 10 : 00 P AZ PAMN T AV IT JIM SIMPSON (BAYLEY COMATR.) DANIEL LAKE (ENGINEERS N.W.) MIN=1■11■N■I.MoIMAMMOOMON■MOININIWAMIMAIIIINIMIlialln■■•■ " JUN 14 '90 13:27 ENGI4 3 NORTHWEST 522-6698 ENGINEERS NORTHWEST, INC. 6869 Woodlawn Avenue Northeast SEATTLE, WASHINGTON 98115 ro HOLADAY-PARK9 INC. 616 151 ••■•••••■•■•■■•■•••••■•■••■■•■••••••■■••• L (HE FOLLOWING WAS NOTED: I VISITED TW SITE ON THURSDAY MAY..!,1,1990. PRINCIPALLY (*SERVED INF RU01- lwrx, NA11.1NN ol\11.) Ii, (C'I frII:I\I r r Hl.L LYWOOD WAS IN PLACE n'/En THE WHOLE ROOF, HOWEVER IT WAS ONLY PARTIALLY NAILED DOWN AT THE TIME OF MY Y1$111. ••■■■■••••••• (206) 525.7660 AUL DETAILS 1 OW-1EkVED APPEARD TO COMPLY WITH INE SIRUCTORAL DRAWINGS ID(CEPT 1HAF: ) POUF :RAPS ALONE; GR11)( WURr. MISSIN(! . 4) AT SOME LOCATIONS STIFFENER HANGERS WERE NOT NAILED TO THE PURL INS AND 1) PER1ME1EN NAILING PON WHOLE ADDITION WAS IN(OMPLETE. 2 2 PANEL NAILING WAS INCOMPLETE Fre ALI. OF Rnor STRUCTURE. •••••••••••••••., wkr "RIDIN6 OP". / b) R.:01- LEDGEkS WLkL MISSIN6 SHALL PL( Et PEN SWAIM E--.2.6 AI tliAnkl/ JOINTS. MIS MUST 8 CORRECTED. 'MEW 1TFMS WFRF DISCUSSLD F1YHEk IMMEDIATELY FOLIOWING MY INSPECTION OR BY TELPHONF wirH STEVE GRASSO OP DAYLEY COMTR. WHILE flAAt:; kr.PHIa MoKIKfl kLEFV(PNCF TO 001WRVATIONS OF CFNTAiN ITUMS n •••••...^.......■■■■••■••••••••••■•■••■•••••••••••••••••••••••-• WORK. rr SHOULD NOT .O, CONSTRUED THAT OTHER WORK NOT MENTIONED WAS ACI I t. (i1 : 1::VIflq 111%0 WA ,:yr (L. 11 :i II MNTRACIOW8 RFWONSIDTLITY TO SEF: MAI ALL WORK IS ........•■•••••••■••• Vorar...•■■ COMPLETED IN ACCORDANCE WITH THE PLANS AND iiPECIFICATIONS. P.2/2 ■•••••••■•■•■••••• COPTEE O R n ODENT DA(LEY T CONkUCII nN IMI1E2n6 nAMT P I I 1 0 PS TO T 1 �1 JI KIRKL.AHO, WAS+. ON 9003 (408)823.9000 DATE 1/45-,2q CERT. NO. ! �� '1 ,z EVERCTT a " , ,. TO �. . 5 i20fS1 2y TIC „j - „ I' 1 , 1 t ._ _•_..� .... 0 !L hi . I i 1r , II V ii JUN 2 0 19°0 C I T ' Ur. 1 ,5; , A FI ;(d C, �)F_T'i. %001 7 1 1 PROJECT LOCATION 4 /715 S. At /-3i BLDG. PERMIT NO. 59 7, OWNER WEATHER ��{/ ,/,f.40� TEMP. AT AM AT PM - / AS7 / - 7Viii,. vOO ENGINEER f - 777Z Z.Li • 7k/OX ARCHITECT ATTN CONT CTOR ORACT- , (2) INSPECTION PERFORMED _ RESTEEUCONCRETE _ RESTEEL ONLY _ RESTEEUMASONRY STR.ST/WELDING •• OTHER STR.ST /BOLTING (3) ITEMS INSPECTED FOOTINGS _ SLAB _ _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS — BEAMS / — C J,F_2 7 /f 4 p ` !F'UE- (4) LOCATION (AREAS) ��(JT e 0 _ - S / r .69cc" To / CONCRETE/MASONRY MI NO. 70 / DESIGN STRENGTH (f'c) A` P&- / ' ' 7 SUPPLIER ��C�UiJ TOTAL CU. YD. PLACED C4/)S ass SPECIMENS CAST - X7' SLUMP (INCHES) INCHES �l 2FF l SEE CYLINDER REPORT NO , 53'56? AIR CONTENT ( %) ' YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ _ CASCADE TESTY' LABORATORY, INC. TESTING & INSPECTIO : NGINEERS /GEOLOGISTS REMARKS: 5 L-J !r/ 15 Grie 6/Qff 'r F CJ B� ph C W iT 40e/9Ticws 1-417 Acz,oc)S - ,,Z Y s/941 J9 , Es!G'/v 57RFM (ifi !vim /-107 5b &CJ F, f 74/3 Pl4 r,Y2E-n 7' ��P //ws. HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY COPIES TO: 14'P1 .5_ INSPECTOR: F1 EL SIGNED: PREVIOUS REPORT No. REPO SN N2 58947 ES 4; ?. , ■ ` CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION , ZNGINEERS /GEOLOGISTS PREVIOUS 'F No 58992 REPORT No. NE. , PLACE KIRK WA KIRKLano, wns4-4 GTd oe � 034 (soeleaaaeoo DATE J " , - 4 d CERT. NO. 7GC / / EVERETT ) • ' ^ - .._ 1200 1.259.0617 .� r r ..- 11 , �' / j r l / , , t ; / t � / . i i,..:,...,,,.. /'{ • 0 ,,. - TO: _ i e� ..∎ . �. - ( PROJECT LOCATION BLDG. PERMIT NO. 7� OWNER /4 /• i t_ isle? WEATHER 0 U4..K6QIT TEMP. AT AM AT PM , /./e) /7 ENGINEER ATTN: ARCHITECT / L�.f / C iv r /i,at,r....,,, ��G4 CONTRACTOR —' ! , ,« .4.. 4;72/4. (2) INSPECTION PERFORMED _ RESTEEL/CONCRETE _ RESTEEL ONLY RESTEEUMASONRY . STR.ST /WELDING -- OTHER STR.ST /BOLTING (3) ITEMS INSPECTED _ FOOTINGS SLAB _ AUGER CAST PILES COLUMNS — DRILLED PIERS -Z WALLS — —. BEAMS (4) _ LOCATION (AREAS) ‘l.e.- ....A e•..i•.,V Qt i /_44,.t /,is.�%� 40-4, �n..v.0 ........5, - 15) CONCRETE/MASONRY MIX NO, DESIGN STRENGTH (f'c) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT ( %) SEE CYLINDER REP• ' NO. YES _ NO — ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS. SET NO., /4 .. Ll o REMARKS: caGl -v 7-"ro� .� HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY COPIES TO: H P analA Nn cr, .40., ,.t / 1 2 .0g∎• l e cg.de , "?.r.0 45;/ CGS /.j/Al2 .? T L j 1 J TO: �,'' r Ur I 140 /R 61 P% S' 4'1E..'...ii.NIG Dr _ 4 /6 /S ,4 Ee1ath,0 W 4t , f'/ d e ATTN• (2) INSPECTION PERFORMED RESTEEL/CONCRETE _ RESTEEL ONLY RESTEEL/MASONRY _ STR.STIWELDING — OTHER — STR.ST /BOLTING ' ^) I P7 e. LOCATION (AREAS) CONCRETE/MASONRY MIX NO. SUPPLIER Oc. e ci h_ SLUMP (INCHES) e" •' AIR CONTENT ( %) \ __.__ l� I P + L V SC ej ( Jn C v( 5 C9 1 LI el ( ( �1 N PROJECT ME ILEAGE 'BY q.1 CASCADE TESTI LABORATORY. INC. TESTING & INSPECTIO .NGINEERS /GEOLOGISTS PREVIOUS 4t.. N C ^ b REPORT No. N2. J�}38 12019 N.E. 126v.+ PLACE KIRKLANO. WASI- YrC.TON 9ecA l206I 62,-Y000 EvERETT ilk f _. :1 is o8fs•oo-7�- i (UN 2 a 1990 IP DATE,,,, 0 15/)990 c 904 — 24 'Li Ili f^b C: CC LOCATION 4 / 7 - /34 ruhw;la BLDG. PERMIT NO. WEATHE8 C /eV y ENGINEER . A/0 _ ARCHITECT OWNER TEMP. CONTRAC R e.-t tr ay e c, (3) ITEMS INSPECTED — FOOTINGS SLAB _ AUGER CAST PILES COLUMNS — DRILLED PIERS • -- WALLS h I i! S _ BEAMS DESIGN STRENGTH (Pc) 3 v © 0 TOTAL CU. YD. PLACED CO 3 SPECIMENS CAST 4 x[ 12 ,( 3 SEE CYLINDER REPORT NO. 6 1 6 0 AT Z'[lt)AM AT PM YES _ NO _, ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. SIGNED: _t6 INSPECTOR: FIELD I'EP 1 M1 KIf1;ZI.. , w*Si- 1;01 1 28034 (2063 823.9800 DATE S .. /41 - 7v CERT. NO. [ / f €' y - � EVER TT 1"" •- ". -.-.__ 1206) 252.0817 !H i ' l 1 ! ;J � I ' 1 . 1. 1 r) i 1 JUN ?0 1 9 °0 ki,..,1,_„:"P,,...k ) '" TO' S �✓1�i1- , _ " 1 � PROJ C,T E LOCATION `y /7 ""' 49c. 1. i 4- /3�i c4. BLDG. PERMIT NO. OWNER .._ ........_.. _ / I 1 ' n _ l lP L l l 3 P1� S C? t �L IO O� _._.. ___.... WEATHER TEMP. AT AT AM PM S 1.., . q ?1 - f ENGINEER ATTN ARCHITECT CONTRACTOR (2) INSPECTION PERFORMED 1--" _ RESTEEL ONLY _ RESTEEL/MASONRY _ STR.ST /WELDING OTHER STR.STIBOLTING (3) ITEMS INSPECTED FOOTINGS _ AUGER CAST PILES — DRILLED PIERS _ SLAB COLUMNS — WALLS BEAMS — — — LOCATION (AREAS) I K•S S 44'" 1 /1 E 11 r I �� S h 1 � a ii '()' CONCRETE/MASONRY MIX NO 1 7 e G ( # DESIGN STRENGTH (t'c) `3` � SUPPLIER 0 e /4,- TOTAL CU. YD. PLACED / / SPECIMENS CAST ( / Pit / SLUMP (INCHES) AIR CONTENT (° /a) "�- c Z� SEE CYLINDER REPORT NO. 8725 / NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _YES — REMARKS: t-{'V T'1 V(d 4 k- Ctt-f GT coo • C;(7-.c1 e !.T - t c0 C9 t/ As d N` o v CASCADE TESTI LABORATORY, INC, TESTING & INSPECTION INGINEERS /GEOLOGISTS r") t rj ItZ) Vst Cos HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY COPIES TO: t1' C ,ou un •n nu , PREVIOUS it REPORT No r44 k s .. rc,c_(c GG R CL Ae.,t N9 58844 C qNr -cues � q.s DATE CERT. NO, PROJECT ,S.Aarr9 re, e.1c LE 7 •"" LOCATION `/ '2 ' A c. s: 4,"f /3 `-/ 11 '1E • C. BLDG. PERMIT NO. 59 T7 k s s 7 k OWNER WEATHER TEMP. AT AT AM PM ENGINEER ARCHITECT CONTRACTOR TO: 6/o / Ac, S �',c>� ICY I- I _16�VVfL.1 i l.! . i ... r N C727. S c 4 4,1A-r/ f 4)0 . ' 1 P/ ATTN• AS REQUESTED BY: THE FOLLOWING WAS NOTED: ,74 f eic d /4-4-7 c i s 4/s 11 71 '3 cA.r44 S 40A_ $ A 4 / 071oi' set 'r ,,0 t (S- ? 744, ?"}- ` c/ 440-- c t- E.5 Luc VVl o r E. G. t CG ra ✓lC ( 7 44 /C/ / /it2 E£ T G. // s ;Is" „ l l iA r, \t lit ri SEE TEST REPORT NO HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY COPIES TO• CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION/ ENGINEERS /GEOLQGIS.T.S 12919 NE 1215t. PLACE ) [" I � `i.t • ( KIRKLAND, WASHINGTON 980 Ill i t_I(J I . jr ' _s � 12oFneiz .3 9000 EVERETT 1/\.c8 L4 cam+ L,J he c‘y E.r . _ E rn -1— act k J')7 JUN 201990 0 /cE,..14, T O'^ s /s- �! 42- t (/n£f7L' sGeCS rf C$ I 7 `j /- ccr ?/S' 4 ry%or ! £A ✓4 vL c4 C % L E Ire d INSPECTOR: SIGNED• 4 !M T' < L--- k REPORT No, '"/0 54931 FIELD REPORT HCt!/ in a rC K CI (LjIXK CG •'C cii YJ 12,v-AL r c_ 1 1 /1 U* p ccw144 SOU Nn. ef2-.133 REMARKS: /C 13J vs-i 772U ?G CULT! ' CRS ON PROJECT 1VEL TIME \VEL MILEAGE 'ROVED BY TES TO: 1KP 5-i 6 .4.4-r-47? /17/J,r7 01-7 Cr )2.4.) 1 d - Z - 1 - 071'j .$ INSPECTOR: FIELD REPORT SIGNED: CASCADE TESTI( LABORATORY. TESTING & INSPECTION ZNGINEERS /GEOLOGISTS 12919 N I26. PLACE INC. --.--, PREVIOUS . :.. REPORT No N Q 57139 "L KIRKLAND, WAS4-sa TON ta110aa.._..._.,._ I2S2}A.A_2;.-➢ieors DATE 3.---.- G / — 5 6 CERT. NO. / (J / ` (/ TO: EVERETT 9 ) (i 20E11.i�S�l JUN 20 ............ (,.: Y (.f t s W I/ --0A Ph 4 _ ._...____. 1990 1 .3...•r,...:1 l PROJECT :s/'77'g721 ROC" 06- r"& LOCATION 6 6 .--- 0 S• / 3 y A' 4- BLDG. PERMIT NO. OWNER _ - 4 /Ls l 0 f - C c . S *-SOCK WEATHER I .4. TEMP. AT 7 i 3 a AM ( v AT PM ,/ , 14 4. 5 g /0 Y' ENGINEER GA-/ 4 /v.& 2 • S6- ATTN: ARCHITECT CONTRACTOR /70 fi GOQ T ,f714 -,i,_ r,,y (2) INSPECTION PERFORMED R•TTEEUCONCRETE _ RESTEEL ONLY RESTEEL/MASONRY _ STR.ST /WELDING OTHER STR.ST!BOLTING (3) ITEMS INSPECTED _, FOOTINGS _ AUGER CAST PILES — DRILLED PIERS LAB COLUMNS — WALLS — BEAMS — -- (4) LOCATION (AREAS) ,4 //V6 .-. / )' J Z / ` : 7 CONCRETE/MASONRY SUPPLIER MIX NO U DESIGN STRENGTH (Pc) 3e' 0 0 �,, / (J &_.-2 TOTAL CU. YD. PLACED / . SLUMP (INCHES) AIR CONTENT ( 6 l''- S ' c/ SPECIMENS CAST 6 X 1 2. / %) SEE CYLINDER REPORT NO. , 4 - - 5 0 7 - . V 2- YES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO., _ _ REMARKS: /C 13J vs-i 772U ?G CULT! ' CRS ON PROJECT 1VEL TIME \VEL MILEAGE 'ROVED BY TES TO: 1KP 5-i 6 .4.4-r-47? /17/J,r7 01-7 Cr )2.4.) 1 d - Z - 1 - 071'j .$ INSPECTOR: FIELD REPORT SIGNED: (2) INSPECTION PERFORMED RESTEEUCONCRETE RESTEEL ONLY RESTEEUMASONRY STFLST/WELDI NG — OTHER STRST/BOLTING S ON PROJECT t. TIME L MILEAGE VED BY (5) CONCRETE/MASONRY MIX SUPPLIER N°.. SLUMP AIR CONTENT ( LOCATION <-^ BLDG. PERMIT NO, 77 WEATHER ARCHITECT DESIGN STRENGTH (Pc) TOTAL CU. YD. PLACED INSPECTOR: I TO: FIELD REPORT CERT. NO. .e? ./ c i / TEMP. AT AM AT PM SPECIME AST CASCADE 4 -1 LABORATORY, INC. TESTING & IN .TING ;TION / ENGINEERS /GEOLOGISTS PREVIOUS 4 — REPORT No 121210 N E. 126, .. PLACE KIRKLAND, WASHINGTON 90034 EVERETT (200 02341000 ... .....01200.4341IIIITT r 17i) r; C O r: O Ni 1 . ..................... ... ...• - i JUN 2 0 1990 \ TO /4 /e g/k C;; 1 sl or. 1 jt,v'it:i■ A - tilt. ? (3A c''T tog ATTN' :MARKS: CTL.89.1 fe e ptd.i._ ets N9 571E CONTRACTOR ac ‘ (3) ITEMS INSPECTED _ FOOTINGS k SLAB Ofrl AUGER CAST PILES COLUMNS — DRILLED PIERS — WALLS — BEAMS E CYLINDER REPORT NO 4„.., YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET No. 7 1 9 LI * s- L- 1 6o2 __ ASS co ,2a/ I- 1 7 10 5 -2_5 N 1 ZG SS0 c15 J0 (-7 Z\ 5 2 5 Z`b kl/ 1 3 67 S(7 qG2._(5 TRUCK SAMPLED )1S TRUCK TICKET No. S"1 / vg TIME SLUMP %AIR UNIT WEIGHT VEILD CEMENT FACTOR TEMP. CONC AIR I 1/ n► �,5/ I I AM Ill few _ __ 1- Rack- 70° s3 Z tL S ✓✓(( T TAL b DATE L CERT. NO. DESIGN WEIGHTS PROJECT I1 I ►tai`^"` "• 4C. ( ADJUSTED WEIGHTS LOCATION 145° G ov ‘3i -it- flame . 316 BLDG. PERMIT NO T1rkw 5 977 5, OWNER ? g a FA. W I leACUo 1; Ai+ TEMP AT S3 ° AT AM Ill few ENGINEER we5 r,v1 /1(c's N ' - ARCH! ECT C O yj b e i- R E. I� & I e l .,. BA FOR 1 CU. YARD DESIGN WEIGHTS ^/ MOIST ADJUSTED WEIGHTS CEMENT . 316 .: a FA. 1 31 C A. 0 `JU WATER Z tL S ✓✓(( T TAL b T TO AEA CASCADE TES LNG_LAE3nRAT.IIW i TESTING & INSPEC ION /K rIGyr1]EE(t 7\ ( 1GIST 12919 NE 1267. PLACG II] II 1, lt ! e .. 1,� .,, 1�)' II KIRKLAND, WASHMJGT• 98 4[ 3 °' - ' mots) El/ # •9800 1 EVERETT THE FOLLOWING WAS NOTED. PRODUCERS: CONCRETE PLACEMENT AREA & NOTES FIELD TEST DATA COPIES TO: . l �� ..1 � 7 6 -30) JUN 20 I SST 1•oe I f TY OF I JKVV:L.A (Q c k P . IT - 4 - N o 0 fe l i p \I\i ATTN• )\ Hb(-{ Pi-F0 COMPRESSIVE STRENGTH SEE FIELD REPORT No CU. YARDS PLACED CAC1 96 DESIGN STRENGTH Ub O 1 ✓I 2 des/ !'/ , CEMENT INSPECTOR. 5460c N12 59168 18y°I5 I REMARKS: CAall HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY COPIES TO• Cf.,...,,. ,.r, .,,, 7ck r— /a C (ih v I , ( G‘ i ' 2) d-/ 7'i 14 c /, /e INSPECTOR: FIELD REPORT SIGNEDk �/ ''''' CASCADE TEST' LABO RATORY, TESTING 1 INSPECTIO \ .NGINEE /GEOL OGISTS 12919 N.E. ,2 A S PLACE KI RKI,.AI�O, w�rwGTON 0903 I NC. (2O e23 -oeoo 12081 258.0817 ` ;\ I�I c PREVIOUS ; ' J Q 58885 REPORT No DATE 9 /� 21 e lf/ 1111 CERT. NO. ,1I 7 V "' L t( TO. EVERETT PROJECT 6,-,-, r ( 1' ,. i t ,n' JUN 20 1990 V'��IU�/' C/ " Itr ` c,._ LOCATION l 'i65 ) S O vf'‘' I3 L ( d BLDG PERMIT NO. I' T+ �rCr� OWNN ( 4 ' ' ` " GIB Ne... b/: • 'j,, - re 4 1)0 WEATHER Ovmcc4IL 16. In TEMP. AT AM 5 3') AT 12 y5-- e,a �e \iJh41 94:41A ENGINEER E Y IV�ee Nvlfu,es- ATTN: ARCHITECT CONTRACTOR L^ . VJ.-/ le L \� (2 INSPECTION PERFORMED k RESTEEUCONCRETE _ RESTEEL ONLY RESTEEUMASONRY _ STR,ST /WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED _ FOOTINGS — AUGER CAST PILES — DRILLED PIERS 1 SLAB _ _ COLUMNS — WALLS BEAMS �. — — (4) LOCATION (AREAS) a61 LI v`y at /2-60.-----L-e) t: — Li` ✓,. e 't 0$4'4 1 r i`e-. 1 T� �. / i t"' S J S 1 $ t c." 1 el �i� il e ' c)r1 p d o-. i7vic 2 / /- / th , A //` 0 � C / / �_ C , —. II I;(- 1 oil /I e 1� , gyp C0 /,� (J/ C CONCRETE/MASONRY SUPPLIER //0-1 MIX NO t iO ! DESIGN STRENGTH TOTAL CU. SPECIMENS SEE CYLINDER ✓✓ (Pc) p I� ov 61 1 /) V C &d"i' I YD. PLACED /S ) G{_i 3 SLUMP (INCHES) AIR CONTENT ( ` 2% / CAST 3 - dx1 %) REPORT NO. _! t9 8 YES NO — ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. / 5/ / I _52./ _ REMARKS: CAall HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY COPIES TO• Cf.,...,,. ,.r, .,,, 7ck r— /a C (ih v I , ( G‘ i ' 2) d-/ 7'i 14 c /, /e INSPECTOR: FIELD REPORT SIGNEDk �/ SECTION 1- (to be filled in by developer! authorized by City staff) THIS FUND IS AUTHORIZED TO B ACCEPTED. NAME OF DEVELOPMENT: �' ,,;���. j7J, c� , � �����- �� << TE: d�r. /j e DEVELOPMENT ADDRESS: .4/1/ 527 9/ ,- , ` /' PERMIT NO.: 3 jz.. � CASH ASSIGNMENT NAME: , % - , _ S , �� TEL. NO. a %.,Z 776e } SHALL BE REFUNDED ADDRESS: j � / / ze BY MAILING TO: (please print) CITY /STATE/ZIP ?�, � (� i 9 K.) e / CASH EQUIVALENT DESCRIPTiON OF ITEMS TO BE COMPLETED (REFERENCE • ) PLANS✓DOCUMENTS Li. • _ 1,.. AR • ■ RIB D • 0 • .,` /„C_.;, ` = // ,� c,..'-s---/9,6, As the owre�r, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of ' $ /') -21 __ ($150% of value to complete work described above) and attach supporting d(ocu entation for va a of work. I will have this work carried out and call for a final inspection by this date: ( r / / 74 ) 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 all work listed above prior to requesting Inspection and release of these funds. J SIGNE 6. _.,...40 / fir• '� _ _- - TITLE: -- ' , AI 7' ', , .�7 :'!3:•:Tu'FSd6i'Si. }_.Y iii, 1u« SY. v4:] len. �u: 3kY :i.v'^':_::fv:a.'•.u:..e�:ti:t_. �.li�L'•rFL: CF nS`iti. sat_.. .... i: 3u :�[:.��._:vaW...,....tiYl - 'F. :: 1.« fG: 1:: aG.::... ww: ..uiT Yiuf4:ia'�.'.:Xii:4{�w ni'..Lav SECTION 2 (tpl be corn • I: t : • by Cm' staff) THIS FUND IS AUTHORIZED TO B ACCEPTED. SIGNED: /f ' �� DEPARTMENT HEAD: 1 7 AMOUNT: , l /)? `)O 0 CASH CASH EQUIVALENT DEPOSITED THIS DATE: RECEIVED BY: /;.; -/' - ,[J CITY RECEIPT NO. CITY OF TUKWII.A DEVELOPEI. S PROJECT W SECTION 3 (to be completed by'developa r) 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: - (to be completed by City staff) CHECKED BY: SECTION 4 (to be completed by City staff) AMOUNT: CASH EQUIVALENT - LETTER AUTHORIZING RELEASE RELEASED THIS DATE: CASH CRY CHECK NO. AUTHORIZED BY: ...£.oc.:.aa:•• Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD RA•IvTY REQUE .. - 7— I ( -q) 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. • I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. RELEASED BY: DATE: DEPARTMENT: , FINANCE DEPT. Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD 07/1 1106 H® LA LAY PARKS l lisimisailmesprovolgotamg OENCRWTI GRO1R UNT. 1,500.00 1,500.00 DISCOUNTS/ADJUSTMENTS r HOLADAY SEAFIRST DANK SEABOARD DRANO1 SENTLE'MSHFNGTON PARKS 14., Rog. Na HO- LA- DP1379HO AK Fog. Na AA0516 amdiP TO THE ORDER CITY OF TUKWILA OF 616R OFRCES Rat Peenue. Suite 600 Seattle. WA 98104 Fax (206) 684.6694 (206)292-1160 ALATNA DFVFSFON 1I2D main Wo ds,AK99709(907)452.7131 VENDOR NO. 9081 PAY ONE THOUSAND FIVE HUNDRED AND NO /100 DOLLARS 00LL5L000' ' :L250000 3030 8 Lt." DATE 6/18/90 DATE CHECK NO. • 11510 6/18/90 19-24 / 1250 CHECK NO. 11510 VOID AFTER 90 DAYS HOLADAY PARK 964842 PAYMENT AMOUNT: 1,500.00 1,500.00 CHECK AMOUNT $ 1,500.00 fl� SECTION .1- (to be filled In by developer / authorized by City staff) 1 2 NAME OF DEVELOPMENT: ,- a„.7.7 d � y... Z it �1g:. : ' /Go 9d DEVELOPMENT ADDRESS: I , ,p ,.,i 3 4 I PERMIT NO.: , - TEL. NO. a 9, 2. /'d CASH ASSIGNMENT NAME: _ ., ', r / x E SHALL BE REFUNDED BY MAILING TO: ADDRESS: � /5/ . / (please print) CITY /STATE/ZIP ,ems_ d , v DESCRI -'• OF E TO B COMP ED(REFE NC r �i�� P ► s • ,i - lt, : 1 ,�. 9 _ - a 0/./. /� �s /L. 1. //�"" / --' / As the owner or a�u horized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ / ($150% of value to complete work described above) and attach supporting docuitentation for vale of work. I will have this work carried out and call for a final inspection by this date: ( i / / 70), 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 all work listed above prior to requesting inspection and release of these funds. SIGNEp: i TITLE: ' ' - / K s. ' .. A.. ' :.: • .. .. .. :: •.S .... . ... ?.:. .Y' A':!L • . .:. . .J. .. Y..Y a }.' .% 1.. ...40':-0::.:..e. tG:n: QC-». SC. . !. . •JR+P '�.weu.YSUR. r • .... .... ... CITY OF TUKWILA DEVELOPER'S PROJECT WARRANTY REQUEST FORM SECTION.2 (p7bo: oomph • to SIGNED: 1 pti AMOUNT:, / 5 DEP ARTMENT HEAD: o CASH EQUIVALENT DEPOSITED THIS DATE: 6 CRY RECEIPT NO. THIS FUND IS AUTHORIZED TO B ACCEPTED. - RECEIVED BY: SECTION 3 (to be :compl1ted'b 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: to tie: CHECKED BY: All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. AUTHORIZED BY: DEPARTMENT: SECTION 4 (to be: com CASH EQUIVALENT - LETTER AUTHORIZING RELEASE RELEASED THIS DATE: CASH CRY CHECK NO. RELEASED BY: , FINANCE DEPT. Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance D ent - Permit r, DCD Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD 07/1,/'. up /18/90 15:22 FAX 2083497728 Please deliver the following pages to: Name: . 1:::v , 1A`(aV- GILM Firm: p +••..= =414.4ke te+J Fax No: SEAiii.E OFFICE BAYLEY CONST. Facsimile Cover Sheet ROBERT E. HRYLEY CON Bagley Construction Sender: • C -►-+� TUK PUB WORKS Q1001 :ii' r..,. i P, .ti � y i�. I JUN 18'1990 Total numb r or• pages �h=F► I dlr+ ' ii co4er sheet: PLANK NG ►_a IF YOU 00 NOT RECEIVE 8LL OF THE POSES, PLEOSE COLL (2061 621 - 8884. Comments: L S:TIT .. 'i;reteiitDwatg ' RietkeF.ata Confirmation of Transmission Nan Tim*: Date: . "Quality is never an accident; it is always . the result of high intention, Sincere effort, intelligent direction and skillful execution; it represents the wise choice of many alternatives." Wills A. Foster Post brand fax transmittal memo 7671 rot vsg ► / F 08/18/90 15:22 FAX 2083437728 WAYNE'S_ROOFIN INC. ifir June 18, 1990 i Robert E. Bayley Construction, tne. P.O. Box 4567 Seattle, WA 98104 Attn: Steve Grasso Re : Shamrock Center Building '►C" Expansion Gentlemen: Pursuant to your request, we have reviewed the above mentioned project and have found the cost for the emulsion coating to be as follows: PRICE $1,000.00 f WSSt Also as you requested, we are herein stating that the emulsion coating for this project will be applied no later than Friday, August 3, 1990. If you have any questions or I oan be of any further assistance, please do not hesitate to oontact me. Sincerely, WATNE'S ROOFING, INC. :t Ain I Estimator SA/be BAYLEY CONST. 444 TUK PUB WORKS 2b002 • h 06/15/$0 1 FAX 2063437728 BAILEY CONST, X 444 TUK PUB WORKS Facsimile Cover Sheet ROBERT E. RAYLEY CONSTRUCTION SEMI OFFICE Please deliver the following pages to: Name NtaiN1 n1E ' C►�t� ►r1 Firm: "' K,a x< wi,Cte ►oe.1 Fax No: t 4,1 - Ito toy IF YOU DO NOT RECEIVE ALL OF lUE PAGES, PLEASE Comments: i "Fsgratkitztt.lra 7.1.1ca YaBaa " - r *b1G• Begley Construction Sender: S 'J ssc) Total number of pages including this cover sheet: QI!� r'i CAC it 1'1 8 84. c, r •r - --- NA tno n rr' r Confirmation of Transmis Naive Time* - Date • C ."Quality is never an accident; if is always the result . of high • intention, sincere effort, intelligent direction and skillful execution; It represents the wise. choice of many alternatives." Willa A. Foster awn Post a "' brand fax transmittal memo 76711# of o.fl.a ► I— T: V uscTi► Free b 01,1 v1\VQ..(,r Ittigtikv QP1v-c, CwY L00.,1610 701tail) MO. no x yiussf —F- 114:1- ex i t ¢ 3 ta, "1 2� '>c 06/1540 14:45 FAX 2063437728 JUN 1 . ,i.d 11:42 TO( 4 WAYNE'S ROOFING,. INC. June 15, 1990 ROM E. BAYLEY Robert E. Bailey Construction, Inc. JUN 1 5 P.Q. Box 4567 Seattle, WA 98104 -0567 RECEIVED Attn: Steve Grasso Re : Shamrock Expansion - Bldg t"C1r Tukwila, WA Dear Steve, T at6 writing as per your request to provide information relating to the roof on the above referenced project. The roofing system utilized on the project is a Malarkey Roofing Specification ?FNS -3 with emulsion surfacing. This specification maintains a 0/L Class "B" fire rating. T- have attached a copy of the Malarkey specification which indicates the rating that the system achieves. The initial membrane portion of the roof was only recently completed. It is industry practice to allow the newly supplied membrane components to stabilize or cure for approximately 30 -45 days before installing the emulsion roof surfacing. Therefore, our company will be installing this surfacing as part of our current contract obligation sometime during the month of July 1990 If you have any questions, or require additional information, please do not hesitate to contact me. Sincerely, Donal D. Vice Presid BAYLEY CONST. Fr0P1: WRYNI • 44 TUK PUB WORKS OFING T -750 P.81 ure- 13105 Houston Rd. • Sumner, Washington 98390 Sumner (206) 863 -4455 • Seattle (206) 575 -0078 • Fax (206) 88»3 -8311 wa= rN413.:1.2156e. Zoo2 06/15/02 14:45 FAX 2063437728 BAYLEY CONST. 4-+4 TUK PUB WORKS Q] 003 JUN 15 '90 11:43 TO:13 ?2• 4 Malarkey BUILT-UP ROOFING SPECIFICATIONS ALL ZONES SLOPE -- O" to 6" FIBRATED EMULSION U.L. CLASS °B" — Up to 1 /2" slope "CLASS W -- Up to 1/2" slope with ISOCYANARATE Materials Rosin Sheathing Paper (it required} Fiberglass Premium 1 SBS Base Sheet No. 501 Fiberglass Premium 1 Ply Shoat No. 500 Asphalt between piles Asphalt, surface (mindmax.) or Fibrsrsd Hmutaion (min.) Malarkey No. 751 or Pibrated Aluminum Malarkey N4, 726 or Malarkey Rhino-Hide 11 -Gots `or Ncn4ibrared Emulsion (mire.) Per PREMIUM 1 SBS BASE SHEET NO. 501 100 Square Feet 1 ply 5 lbs. 1 ply 30 lbs. 2 Pleas 221b.% 50 lbs. 15-25 lbs. 3 paIL. 24 lbs. 2 ails. 15 lbs. 2 gals. 18 lbs. 4 gala. 3 tbs. APPLICATION: Over wood boards only, lay one ply of rosin sheathing paper. Lap each sheet at least 2" and nail sufficiently to hold in place. Apply Malarkey Premium 1 SBS Bay Sheet so flow of water is over or parallel to the Laps. Lap each sheet FROI"l: WAYNES R0 NG T -750 P.02 NS3 MAILABLE DECK FIBERGLASS PREMIUM 1 PLY SHEET NO. 500 ASPHALT, EMULSION, ALUMINUM OR RHINO -HIDE Ti -COTE SURFACING 2" on sides and 6" on ends. Nail each sheet 9" on oenter through the laps and 18" on center along fins 12" distance from each edge. Turn up 2" above cant at all vertical surfaces. At a uniform rate, solid mop in hot asphalt two plies of Premium 1 Ply Sheet In shingle fashion lapping each ply 1g" with a 1T' exposure. Sheets shall be applied so flow of water Is over or parallel to but never against the laps. End laps shall be at least 4" and adjacent end laps shall be at least 12" apart. Each ply shall be lightly broomed as it is applied. All plies shall be turned up 2" above the top of the cant and shalt be solid mopped to the cant and vertical wall, Coat entins surface with a uniform solid mopping of appropriate grads hot asphalt, emulsion or aluminum surface at rates specified. Malarkey recommends the use of Its $BS Mineral Cap Sheet No. 601 or SBS 3 -Way type Mineral No. 917 as a base flashing material. Malarkey recommends the use of its SBS Walk Board No. 916 for all traffic areas. TO: HOLA HP FOAM 514 (3/86) Darr] PARK DATE CORPORATE OFFICES / DESIGN BUILD DIVISION v on Sixth Floor, I an & Hanford Building 616 First A ?ottle, WA 98104(206)292-1160 0 NORTHWES ISION 6601 South Glocier Steet, Tukwila, WA 98188 Seattle (206)575-2300 0 ALASKA DIVISION 1820Moriko, Fairbanks, AK 99701(907)452-7151 0 ATTENTION Agideeee SUBJECT DATE OF REPLY SIGNED SENO PTS 1 AND 3 WITH CARBONS INTACT PT .1 WILL 131 RETURNED WITH REPLY RECEIVED cay_a TUYVVR-./s, O URGENT O SOON AS POSSIBLE o NO REPLY NEEDED jitt `1 2 1990 PERMIT CENTER WA Mpg. No, HO.L.A.DP•1079NO AK Rea. No. AA051/1 r' w July 11, 1990 Donald ' &Guthrie Vice Pre dent DDG /wp oo: Steve Grasso File • WAYNE'S ROOF! G, INC. 13105 Houston Rd, • Sumner, Washington 98390 Sumner (206) 863 -4455 • Seattle (206) 575 -0078 • Fax (206) 863 -8311 Holiday - Parks, Inc. 616 - 1st Avenue, Suite #600 Seattle, WA 98104 Attn: Bonny O'Connor Re : Shamrock Center - Bldg. 'ICI' Tukwila, WA r n . 1 n l O I r• • inner �. ... W��� i�Rll•M14RR IRV Dear Ms. O'Connor, I am writing as a follow up to our letter to Robert E. Bailey Construction dated June 15, 1990 relating to the roof coating completion on the above project. Please be advised that on Tuesday, July 10, 1990 our firm completed the emulsion roof coating application on the Shamrock Center - Bldg. nu addition. The performance of this work completes the roof assembly and as such allows the roof system to attain the necessary U/L Class "B" rating. If you have any questions, or require any additional information, please do not hesitate to contact me. Sincerely, WAYNE'S RO•FING, INC. RECE:NE:b, CITY OF 1't-!KWit- -A j t i' 'I 2 1990 PERMIT CENTS SECTION 1. - (to be tilled In by developer l authorized by City staff) THIS FUND IS AU 0 I3EO0B ACCEPTED. / NAME OF DEVELOPMENT: "-; . i (6 __/ ../ , l' / Id A fe A / DATE: _. A l:dip 0 4. DEVELOPMENT ADDRESS: 46,67,) /8.4.--- et, PERMIT NO.: CASH ASSIGNMENT NAME: 06/9 - 6/1 4 -/ -- Re -T1L)C-- TEL. NO. o - 7/6 0 SHALL BE REFUNDED BY MAILING TO: ADDRESS: /.,,/, ZS 7- ,97)-E -7j OZ) :. (please print) CITY/STATE/ZIP --c„.. 4‘...1- ,f--/c).5‘ . DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE . / % / - -- .... z .. , ' • 'N&'. UM N S WHER ITEMS ARE D SCRIBED : )46 '.4. _/..,Ar 0 i .. _Al (/ Vi 0 c • t... CITY Of II I!'.^./ILA JUN 2 1 1990 PERMIT CCNI/:P ;. As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 5 ($150% of value to complete work described above) and attach supporting : .i f ; i gocu en(ation for value of work. I will have this work carried out and call for a final inspection by this date: .-- 11• / 4-2 / D ), or risk having the City use these funds to carry out the work with their own contractor or in-house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to complete all work listed above .rior to requesting inspection and release of these funds. - eer)172e 64, SIGNED: , 6 -4142,,, i 4 we-ewe-e/-fr-- u-k TITLE: 7 / Cl' , 4 _ z.::::.w.l.:.s. :NN:', • ....e....„.:414;04.wk.m.tkr.M;;;#.:.*:::*•.k..**.V.L...",%-.:.0=:::c.$.eW.45,:•2:14::::::::MAMW:=:4:::Mt.;:t:;:k::=4=4:ka.W.W.W.:::::::::::::::5f, `'' 2::::;:"..= ...... SECTION 2 (to be completed by City staff) .:•.:•::'!:::::::.:' THIS FUND IS AU 0 I3EO0B ACCEPTED. SIGNED:4 ( g ) S - 0 0 DEPARTMENT HEAD: AMOUNT ZrCASH 0 CASH EQUIVALENT DEPOSITED THIS DATE: CITY RECEIPT NO. RECEIVED BY: CITY OF TUKWIL. DEVELOPER'S PROJECT WARRANTY REQUEST FORM SECTION 3 (to be completed by 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: • • . • - (to be completed by City staff) .. CHECKED BY. 416 /1 authorize the re M , AUTHORIZED BY: JAL . CASH EQUIVALENT - LETTER AUTHORIZING RELEASE RELEASED THIS DATE: Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD I have reviewed the DATE: 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. k and found it acceptable and therefore ve cash assignment. DEPARTMENT: Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD 07/11/N • • 06/21/90 10:04 02062330431 June 21, 1990 llnledny Ptuks, Inc. 616 ?'ir,tt Avenue South, Suite 600 Seattle, WA 9M1(14 Attn: Ms. Bonny U'Contter Re: Shamrock Cotter Expanslion Subs: Asphalt Paving Costs Deal Bunny: Pursuant to die Tukwila Building/Planning Departments request, we have determined that thy CAM remaining to uumplete the asphalt paving on the above referenced project to he S9.00fl.00E Please do not hesitate to contact uw with any questions or comments this or any other irtsue. Very truly yuurs, ROBERT H. IHAYLl3Y CONSTRUCTION, INC. eve Grasso SG:mlp File: 7370- l 3A 7570.370 717170021KJL.• Woshingtnn PiU Utrp$ N u and 4Dg7 &wkUtt. N'nNtwyttrt uu 1r14.nr•7 fUUAIr 1.141%1 rwvlln,r 'Pt nrto.t / /JY BAYLEY CONST.BID you Robort E. itirt•r Curtlft.rrx:tion, Ino. Corporate Offs 2OE Colonial OYML r'.D. Do.14Ut 164 Westw,Quln RAW 11.1 I;A i tfl11 '1 NOM $$$$$ * .. , . n•y, *IMO a, ..,y r t e . t. IA to I.. • n •. ....••••,..ot.• •...0 .w.. aw•• alt :. ►•.n• • I. •l ✓.....o •�.•... W. t,.•,• • 1 ..t4 h1• may have regarding Calif url ii to2c. t1 rt a. tutlltl :�t' i I t 40.4 11 Atm r, � -mist t ; ..r 7 o bit 1:10. wk. r.1. • ''M; • '1j.t ri1001/001 II Mahan &DeSaive CONSULTING ENGINEERS April 17, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -02 (Shamrock Center Bldg C Revision) Dear Mr. Griffin, We have received revisions to 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 the drawings and calculations for your use. Sincerely, Cry►etal Kolke CLK:R2 take-, cc: Edberg /Christiansen Architects 616 First Avenue, Suite 400 Seattle, Washington 98104 -2258 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624.8150 RECEIVED CITY OF TUKWILA APR 171990 PERMIT CENTER NN o RTHWES April 16, 1990 Mr. Griffin: City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188 Attention: Duane Griffin Reference: Shamrock Center Bldg. C Addition ENW #88124 Sincerely, 91.4:4.P Daniel M. Lake Project Engineer cc: Mahan & Desalvo ENGINEERS NORTHWEST, INC. P.S. • CONSULTING ENGINEERS 6889 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525-7560 FAX (208) 522.8898 r-! We have received additional building department comments for the above referenced project and have reviewed portions pertaining to the structural design. The following are our itemized responses. 1. See attached documentation of panel concrete break tests exceeding 4500 psi, 28 day strength. 2. Added note on sheet S1.4 showing maximum allowable load on structural isolation pad. 3. See revised sheet S1.4 showing added reinforcing at main structural slab to reflect structural calculations. If there is anything further I can do to assist in the clearing up of structural questions towards the issuance of the building permit, please don't hesitate to call. Co 1990 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET No. to 3940 7 -z7 q- 7 !o}CIv ARCHITECT I12_6IJ' '437.� . ( - 7 -z; .is-z/ 2d 6x /v I 7 7 (026,0 603 9g' 7,:7 cz-2`f ZNJ 4641 1 73-0 (0l zO l AN 2 81989 TRUCK SAMPLED 419 TRUCK TICKET No, Z Z fi `J C TIME SLUMP %AIR UNIT WEIGHT VEILD CEMENT. FACTOR 1 TEMP. CONC AIR AM PM ENGINEER Svc•. N. Li" 54..410 C.A. ARCHITECT CONTRACTOR WATER 2 .5 TOTAL l DATE '7-2.7--09 CERT. NO. ' '! ^4 PROJECT 5,44 go m O G e C ;tj rcc - e % MOIST LOCATION ; 4 7 7 = ` - -Cv 1 4 / BLDG. PERMIT NO. OWNER WEATHER CL. ,e) e TEMP O = tr1 CO, AT AM PM ENGINEER Svc•. N. Li" 54..410 C.A. ARCHITECT CONTRACTOR WATER BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 66 - 7/ FA. 54..410 C.A. /400 WATER 2 .5 TOTAL TO: THE FOLLOWING WAS NOTED: CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION/ENGINEERS/GEOLOGISTS 12819 N E 126... PLACE KIRKLANO, WASHINGTON 01903 EVERETT FIELD TEST DATA P4 e.. 7.v c.:2S / & 4,4....)ets 6: 4 , 44) - .JF_A j7 /463 >A. 9g'/D9 1206► 423.8400 12061 29a•Oe 17 ATTN• COMPRESSIVE STRENGTH PRODUCERS, CONCRETE AEA ADMIX CACI 2 j/ PLACEMENT AREA i NOTES 7i G.7'- c» �, .4 G.G. �/ ^�� �� foe INSPECTOR .. rJ L ! /74 l COPIES TOLcP L` - -1 ex' . / L /L6O ? - 9 ?. 5" SEE FIELD REPORT No S/ g'4.5 N2 51355 CEMENT / YP ZENGINGEAMIllE T ik q DESIGN STRENGTH`} ra.,` CYLINO i NUMBER I DATE MAOE DAVE TESTED AGE OA`/! SIRE WEIGHT TOTAL LOAD STRENGTH Psi SET NO 6 OWNER ? a , 7 J As 4 6)i. ir.. _________C 110 dZ5Z) I (r�, 5Z ,C10 s-35-0 " (3-t) '�"� 4 y'7'1 t 5S PM ENGINEER eo(ss-to, .4 • a DI 1 _ h is , 1 G : -3 1 k . I - e I'?2 C V 1 7 2- 576 1 1 7615 C 1-1 2 v <<; i t V2. Li C G a s 47 I c 9 7-Z:4 c- -a 1 TRUCK SAMPLED r; J S TRUCK TICKEI No.G,41/1_1:,)... .,_ ._ TIME SLUMP - VNII WEIGHT yE11.0 CEMENT FAC1QR - ■ ■ MEI FA. _ OWNER .5,we / /fa% U WEATHER CL A� '-- ',.. • r . . .' TEMPP �d A AT '' - PM ENGINEER ARCHITECT ( . . • ■ t .4 • CONTRACTOR G ee G t 1 G 1 4,1Lei _ DATE - 24 ` c./ � CERT. ' O. 2 6 "rte 4 4 ' rig-4 - - 'PROJECt d �L LOCATION - ■ ■ BLDG. PERMIT NO. r FA. _ OWNER .5,we / /fa% U WEATHER CL A� TEMPP �d A AT '' - PM ENGINEER ARCHITECT ( . . • ■ t .4 • CONTRACTOR G ee G t 1 G 1 4,1Lei _ BATCH DATA FOR I CU, YARD DESIG ' '/. / /1OJVSTEO CEME . . :5, [.:� - ■ ■ ■ FA. _ _ .5,we / /fa% U WATER � ��5 TOTAL 1 1 __ REPORT No.,,.. .. c TESTING & INSPEC T ION / ENGINItNR / GE6LOGIST �1 12O19 NE. 128•« PLACE KIRKLAND, NI ASDH1W('7ON 9103+ 1208o 822.0800 EVRRIR TV t2W1 45.0817 TO. ATTN: i1•1. 1U. LIU THE FOLLOWING WAS NOTED. •t . £ Gk.IULo.A1't:/1 • , 1 j " ` A.! Qum _ A/o. - c ! • .4 rrtt ; 64-1 - ` 2d FIEI.O TEST DATA ■.R0Ol10ERS1 CONCRETE. S 7 1 AEA AOMIK. PLACEMENT AREA A NOTES uI► ► LL 1 ►..UIV:a 1. COMPRESSIVE STRENGTH CEMENT r y i' .' l N° 51348 CU. YARDS PLAI;CD .4400 CACl w - DESIGN ST RCNOTH 4 " 6) Z?b �.�iG,.1 w �G "`�, •� ._ INSPECTOR 64 4C. COPIES TO ^ ;� TRUCK SAMPLED ✓ \ 6 TRUCK TICKET No. 2 � I i TIME SLUMP 9.AIR UNIT WEIGHT VEILO CEMENT FACTOR TEMP. CONC AIR 11 Alin SY - T - I y ftlbK 170 WATER AFICHITCCT CONTRACTOR 6i'iLEY - � • �., 6 5 9? a -Z$ 10 - - f 5 5°c DA1E AU 1 i 16101 C£11T NO. 0qb -U4 DESIGN WEIQHTS -- PROJECT ‘ 0 CK C.GEk1Tte_. - ADJUSTED WI;16hiTS LOCATION 4 TI AVE. 50. kN.b 134' 'n.1 JI!/ 1 BLDG. PERMIT NO, ST 3L OWNER -. 1 4 Qa WEATHER I '�`� ,OW IL TEMP AT AT AP. PA ENGINEER E1U6'G. NI .W. 170 WATER AFICHITCCT CONTRACTOR 6i'iLEY - � BATCH OATA FOR 1 CU, YARD 1 DATC MADE DESIGN WEIQHTS % MOIST ADJUSTED WI;16hiTS CEMENT JI!/ 1 STRENGTH PSI .� SET NO FA. 1 4 Qa g - 7 C.A. 1 q g0 .. . -' 170 WATER TOTAL - � • CYLINDER NUMBER 1 DATC MADE r. .....• DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI .� SET NO 4.4,/ -. 51 g - 7 I. X2 9 ?C 170 2. �., 6 5 9? a -Z$ 10 f 5 5°c 6` 6 0 4 600 - IS -2-11 20 16 3000 tYrio `" - - -- ---- f - • CASCADE TESTING LAHORAIORY, INC. TESTING & INSPECT ION / ENGINEEi /GEOLOGISTS %9 IO P a C :d... PLACC KIRKLAND WASI.IINGT ON YAO]• I?OAI A* 1.0400 CvEAtE7T laoa+i 23•.O0 I7 1 Z.DD WEST 1r PEKE kU N,. ' 5 9EAT WA. WO ATTN THE FOLLOWING WAS NOT CD. FIELD TEST DATA COMPRESSIVE STRENGTH PRODUCERSt CONCRETE STORE WAY CEMENTPP -+--w CU. YARQS PLACED 1 ✓ AEA ADMIX. _ - CACl S DESIGN STRENGTH ; D0 0 P, ‘" PLACEMENT AREA 6 NOTES LPL/ 'C., PANELlo E.X.LEPT NO. . } 12 + 15 I Z - E7LNI. 'A' • UI1.• to/SPEC TOR • COPIES T O jEk nub REPORT No • .•. kJ Vu., N9 51269 bhkil bY;HULHUHr HARk.m IML ; 4— er-tJ 3:t1F-1 ; A 1 -2. 1.4" tY- o 11 ,4: 1 PAD FOR sHaAtz. 0:6 t.pie , 6.4"14 Wr; c / 4 1 00 ---1.- PM dir Ove 4'1' 4 (4 e4. °-r cieldel o L&:Otib'e4&:Ido.;o b2a t,t3r3 ;t4 1 1 0 la Po' MARA 1)000011 16213!1105.156banle, M9701 SV41'104 A 77PICAC 4 it LOU. / GOIXAMY-Manibet CONVKATIondSMEOITIall 610 Arm hoc Wes 600, Ufa*, VA 96404 420672924160 110CMIRAlt 6001 South Glamor Se.. Speedo. 10101166 (206)2024100 a r1 rtutiRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 SUPPORT COVER 1.125 CONCRETE SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER STRENGTH f'c YIELD METHOD PATTERNS In K /In ^2 K /In ^2 Lb /Ft ^3 K /In ^2 2.250 0.475 3.000 144.000 60.000 Ultimate Pattern Loading t SPAN SPAN SPAN NUMBER LENGTH THICKNESS, Ft In 1 15.000 8.000 2 15.000 8.000 3 15.000 8.000 4 15.000 8.000 5 15.000 8.000 DESIGN DATA SPAN INPUT DATA SPAN LOADS INPUT DATA SPAN -__= UNIFORM LOADS =27. PARTIAL LOADS 2-2 NUMBER DEAD LIVE DEAD LIVE BEGIN END K /Ft "2 K /Ft ^2 K /Ft K /Ft Ft Ft 1 0.000 -0.250 0.000 0.000 0.000 0.000 2 0.000 -0.250 0.000 0.000 0.000 0.000 3 0.000 -0.250 0.000 0.000 0.000 0.000 4 0.000 -0.250 0.000 0.000 0.000 0.000 5 0.000 -0.250 0.000 0.000 0.000 0.000 77. 2•_2__ :2227___ COLUMN INPUT DATA COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH In In In In Ft Ft Ft ) l 14.000 0.000 0.000 0.000 99.990 0.000 14.250 2 14.000 0.000 0.000 0.000 99.990 0.000 14.250 3 14.000 0.000 0.000 0.000 99.990 0.000 14.250 4 14.000 0.000 0.000 0.000 •- 99.990 0.000 14.250 5 14.000 0.000 0.000 0.000 99.990 0.000 14.250 6 14.000 0.000 0.000 0.000 99.990 0.000 14.250 PAGE NO. 1 TIME : Sun Apr 08 16 :22:06 1990 22= 22 hoARAM : Flat Slab ECOM ASSOCIATES, Inc. . JOB : shamrock center bldg c shear pad RUN : 88124.007 PAGE ND. 2 TIME : Sun Apr 08 16:22:18 1990 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 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 2.500 1.250 1,250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1.250 1.250 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 1.000 14.250 0.000 -0.250 RIGHT 2.000 14.250. 0.000 -0.250 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 _____ _ =_ 0.000 0.000 0.000 0.000 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 Ft -K Ft-K Ft -K Ft -K Ft -K Ft -K Ft -K Ft-K 1 -3.622 -9.168 -1.351 -7.496 -3.622 -3.316 -4.379 -9.950 2 - 193.192 - 192.283 - 116.717 - 112.500 - 113.849 - 116.107 - 219.632 - 217.762 3 -165.784 - 165.924 - 80.179 - 83.825 - 83.123 - 80.284 -155.453 - 156.222 4 - 166.317 - 166.185 - 84.219 - 80.580 -81.611 -84.475 - 157.861 - 157.120 5 - 191.349 - 192.227 -111.565 - 115.752 - 112.955 - 110.595 - 213.872 - 215.615 6 - 18.527 - 13.309 - 10.272 -4.224 - 12.677 - 13.309 - 21.506 - 16.337 'r„,tRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 08124.007 COLUMN 75X ADJACENT SPANS 75X ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K f • COLUMN MOMENTS Ft -K Ft-K SHEARS Ft -K Ft -K PAGE NO. 3 TIME : Sun Apr 08 16 :22:38 1990 = z Ft -K Ft -K 1 -5.545 0.000 -6.145 0.000 0.306 0.000 -5.571 0.000 2 0.909 0.000 4.217 0.000 -2.257 0.0001 1.870 0.000 3 -0.139 0.000 -3.646 0.000 2.840 0.000 -0.770 0.000 4 0.132 0.000 3.639 0.000 -2.863 0.000 0.741 0.000 5 -0.878 0.000 -4.186 0.000 2.360 0.000 -1.743 0.000 6 5.218 0.000 6.048 0.000 -0.632 0.000 5.169 0.000 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 104% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT K K K K K K K K 1 -7.087 36.792 -2.545 41.779 -7.087 7.625 -8.601 46.437 2 - 61.329 50.827 - 56.342 17.149 - 22.363 51.259 - 74.395 64.570 3 - 47.294 • 49.034 - 12.839 49.034 - 46.862 14.905 - 56.262 60,307 4 - 49.087 47.383 - 49.087 12.928 - 15.083 47.162 - 60.525 56.632 5 - 50.738 60.640 - 17.060 56.092 - 50.959 21.522 -64.199 73.356 6 - 37.480 13.545 -42.028 4.460 -8.466 13.545 - 47.475 16.573 * Total Shear Stress Exceeds Allowable Stress _ SHEAR STRESSES COLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE VERTICAL UNBALANCED FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS REACTION MOMENT MOMENT PATTERN z = K /In "2 K /In "2 K /In "2 K /In "2 K Ft -K Ft-K 1 0.036 0.001 0.037 0.186 50.711 5.571 3.343 4 2 0.069 0.000 0.069 0.186 134.479 1.870 1.271 4 3 0.057 0.000 0,058 0.186 112.083 0.770 0,523 4 4 0,058 0,000 0.058 0.186 112.672 0.741 0.503 4 5 0,068 0.000 0.069 0.186 133.070 1.743 1.184 4 6 0.031 0.001 0.032 0.186 57.636 5.169 3.101 4 ' : Flat Slab ECDM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 COLUMN STRIP SPAN DESIGN . STEEL STRIP NUMBER MOMENT AREA WIDTH Ft -K In ^ ` Ft ^ / 74.404 74.� 3.106 �' ' 7.125 ~ .' 2 49.660 2,VD< *0566.i ` 7 3 58.791 2.411 ';;,9.-. e 7.125 � � 4 50.143 2.037 �'7.125 5 7J,6� � �� `�.K� N�y`.0' �125 .° 5 � '/ 7 ' Minimum Steel .,°,^ _~. ^,°" oh � 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 A2 Ft Ft-K In ^% Ft � 1 -2.253 1.231* 4 o ‘� ^ 7.D5 '0.751 1.051* 7.125 4 4.996 2 -139.116 4.� 4° 7.125 09 r�// -46.372 1,547 7.135 4 -106.684 -�O6.� 3.726 � ' � ' l25 �+c -35.561 1.231* 7.125 1 4 -106.950 3.736 O 7 � -35.650 7.125 1 5 -136.343 4.�5 � x.�* 7 l25 »'�+ � -45.447 1.515 -45.447 7.125 4 � 7.125 4 � ` ed xp API «^~ • = TOP REINFORCEMENT \Minimum Steel BOTTOM RE TOP BARS 6 J.31O 6.728 -' 4* Overreinforced PAGE NO. 4 TIME : Sun Apr 08 16:22:55 1990 MIDDLE STRIP DESIGN STEEL STRIP GOVERNING MOMENT AREA WIDTH PATTERN Ft-K In "2 0 ,7 Ft ��».ot 49.603 2,014' `' �7.135 2 � ^ 33.107 1.321 ��� 7.125 3 39.194 1.574 Pt r 7.135 2 1.335 3J.429 �.�� o .::: 7.125 3 49.130 1.994 V 7.125 2 »���l�)'� - h � �� 0. = 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 04 4 1.000 5.126 14 7 1,00 3.590 3 1.000 3.310 2 06 6 9.856 8.544 - 04 8 6.807 8^073 6 6.177 3.310 3 05 7 8.317 8.317 04 7 8.073 8,073 6 3.310 3.310 4 05 7 8.317 8,317 04 7 8.073 8^073 6 3.30 3^310 _ __ h.ddRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 TOP BARS COLUMN STRIP MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT 3 3.310 2.000 BOTTOM BARS TOTAL MATERIAL QUANTITIES PAGE ND. 5 TIME : Sun Apr 08 16:23:10 1990 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 15 11 14.989 14 6 14.733 5 12.733 2 14 11 14.519 14 4 14.500 3 10.500 3 14 13 14.519 14 4 14.500 4 10.500 4 #4 11 14.519 .... #4• - - " - '4 '14.500 3 10.500 5 15 10 14.989 14 5 14.733 5 12.733 _= WITH SLAB REINFORCED IN ONE DIRECTION STEEL CONCRETE TOP BOTTOM STEEL SURFACE VOLUME STEEL STEEL WEIGHT AREA Lb Lb Lb /Ft ^2 Ft ^2 Ft ^3 1265.890 1063.810 2.096 1111.500 778.500 OFF E MEMO CITY or TUKWILA TO: diA4A44/6IM- CtiAxti FROM: DATE: ' " 23 "ctV SUBJECT: Cat& �� � l'(0G CQ 4pr4A/u)/c.,1</u w1,444;i6e kicedia 64, 40vti fiezakIA" faevt- /6-e-66€4 (A) i1,4,-/M4ft March 23, 1990 City of Tukwila Building Department 6200 Southcenter Blvd. Tukwila, WA 98188 Attention: Mr. Bob Benedicto Project: SHAMROCK CENTER Dear Mr. Benedicto: As per your conversation today with Mr. Chris Whitmire of Holaday- Parks, Inc. (project Owner), you are authorized to red - mark the permit set of drawings as follows: 1. ppeet A2: Remove interior partitions around Exercise Room 101, Lunchroom 103 and Corridor 105. 2. i 3: Remove the reference to Future Office 201. .No occupancy will take place as a result of approval of this permit application. Tenant improvement drawings will be submitted at a later date. 3. Peet A8: Add a note to the Typical Building Section - "Provide R--8 rigid perimeter insulation below concrete slab, 24" wide, around entire perimeter of building." Please let me know as soon as possible if any other information is required. � Robert L. Christiansen, AXA Partner RLC:sv f berg C ist ansen ltects Gordon H, Edberg, AIA Pobert L. Christiansen, ALA Architecture & Planning 616 First Avenue, Suite 400, Seattle, WA 96104 -2258 206/682 -2857 MAR 23 '90 15:57 March 23, 1990 City of Tukwila Building Department 6200 Southcenter Blvd. Tukwila, WA 98188 Attention: Mr. Bob Benedicto Project: SHAMROCK CENTER Dear Mr. Benedicto: As per your conversation today with Mr. Chris Whitr.ire of Holaday - Parks, Inc. (project Owner), you are authorized to red - mark the permit set of drawings as follows: 1. Sheet A2: Remove interior partitions around Exercise Room 101, Lunchroom 103 and Corridor 105. 2. Sheet A3: Remove the reference to Future Office 201. No occupancy will take place as a result of approval of this permit application. Tenant improvement drawings will be submitted at a later date. ,. Please let me know as soon as possible if any other information is required. Respectfu y III Robert L. Christiansen, AlA Partner RLC:sv Sheet . , 1 L' t� X, Add a note h ta the Typical Building "Section ' - "Provide R -8 r,igld perimeter insulation below concrete slab, 24" wide, entire perimeter of building." P.1/1 Edbcrg CI msttapsen Architects Gordoh r. Edherg, AA Rober4. Chri.`,tiC; riser), AlA Architecture 3: P annirg 616 First Avenge, Suite 400, Seattle, WA 98141 -2258 20o/682 -2857 a NMI PROPERTY LINE 366.98' N 45 36' X45" iU NM was ExTENT OF FIRE DEPARTMENT TURN AROUND EASEMENT TO BE WITTEtN t SUBMITTED FOR APPROVAL BY OTI -IERS. / (18)10' x 28' PARKING STALLS / 1 EDICATED I r--- --- ACCESS # _---- EASEME 4T-- --" LANDSGAF'E 0 / / EDGE OF STRIPED LOADING DOCK AREA1 _ CITY OF TULKWILA STANDARDS. 85' -0" TURN1W& DIAMETER 65'-0 " NEW CONCRETE RETAIN114G WALL. CONC. DOCK 1 k) /NEW PAVNYs: SEE CIYiL DRAWINGS. ��/-- LANDSCA? NEW ADC , -EDGE Ofi SIDELLIAI I r.4 k Y 11P17-15 Plan Review ADDRESS 4 Q - ` 3 41. DATE 3 OCCUPANCY GROUP . ` Vi/1 z TYPE OF CONSTRUCTION \/14 LOCATION ON PROPERTY 9URa. BUILDING HT. / NO. STORIES ©tE FLOOR AREA 73, 974- 5F (2'?O S OCCUPANT LOAD EXITING REQUIREMENTS O k, &yr O, K DETAILED REQUIREMENTS OCCUPANCY TYPE OF CONSTRUCTION. PART V, CHAPTER 23, U.B.C. •A= -QIMTS "Pc CHAPTER 51 -10, W.A.C. ttA I�IG NOTES: CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING DIVISION G (nom x '• l4� 114, _ 3Co two. kc - s= 5z+ Cad s25 0%4. P6 St-4 ,kga b : !� l prepared Y ► PLAN CHECK NUMBER 4ZS r City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control Number 89 -425 (513) Dear Sir: Gary L. VanDusen, Mayor February 13, 1990 Re: Shamrock Building #C extension - 4650 South 134th Place, Tukwila, Wa. 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) 3. Maintain sprinkler protection for all enclosed areas. Page number 2 City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor (NFPA 13, 4- 1.1.1) (UFC 10.302) 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) An approved hose station requires plans review. (Plans must be submitted to the Fire Marshal for approval prior to installation.) (City Ordinance ##1528) (Maintain hose station coverage in this building) 4. All required occupancy separations, area separation walls, and draft -stop partitions shall be maintained and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 10.401) If the building is to be used for the storage of high -piled combustible material (as defined in UFC, Sec. 9.110); automatic fire- extinguishing systems, smoke - removal systems, fire protection and fire separations are required per Uniform Fire Code - Article 81. In order to consider Building #C separately from Building #B, the construction (canopy and wall) associated with the loading area must not be built. 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 Mahan &DeSao I�' I1 _ CONSULTIN G ENGINEERS February 27, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -02 (Shamrock Center Bldg B and Addition to Bldg C) 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 the drawings, calculations, and soils report for your use. Sincerely, Cry tal Kolke CLK:3 cc: Edberg /Christiansen Architects 616 First Avenue, Suite 400 Seattle, Washington 98104 -2258 or RECEIVED CITY OF TIUKWIIA FEB 2 7 1990 PERMIT CENTER 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624.8150 II Z‘ V ��MGYL 2brvu �,...�. I gs i 7I vhE I t LT t 111_. Corn rn s cyv l S Sr ?L N ftyk. SII to4c1C ct .. v , ut umarStd I '1 P!1v (S 'tom a•ckT crta.tsTrnl.,.st• le_. D c.o� LoDt\1r /CA} 1 RD LAW 'R LSD Sum P U ti — Td►.tw o wN tk,51 -}-0 S . TAN 1 E.JA, stIPM Iw c,(c. CcET& "Du ttu P ! ' s Pc- tai � o G L t o - A (St u'r• S A e - ..0 u O f I N £c- j ( I. . v 3C uNi3 Lk n I t \ S . - STD ILK 9 s7n 1q • 1 11,5 IAA MAI( sties `PLil (Nv.) cAtit --lt - (1Ns.atli. S ut qta 'To 'pt5 c, tit 1 I o 0 ‘&_ -•v p LAJt r e 1D rrci U� S. San (3LL c. "I I rnAA-4 u (14 ' s ID . IDL t Y' T -rG 1(() k) G (A E en*N4 UT� LA •"s Plk t S N3f - tf LI lvt1. w Cj b{ -lry N4;Ptt j t�--t-t n tH (- s t'7E '. Tirw _k( \t%. t ' - t Tv - v V • Z Ov d \ 1 - - ( citrirg 'rei ci V .I rte- sTfl L S tl.Z• W tf S% . eez T-. lz- 6-5-1 ,1'65Tu) TI vv. e U !S 1t,(vititust .' DLL t Prz_al" Be ILE vt ulc - >V (-414k0 55c1 s-`°I ?- DI t T3 CeD.) u) c.AK„ S' ANA" Sst/Si ■ . Iw s. j 34 S"i • 13 . Cow() at o Q M r s Put (LL aP ILL/ co CTl v —s 0F SLt 4 T r7 1Si will. APPLY 8906120564 SCALE: I" 100 ft. DATE :6 -, -159 TI It QMWaRy OR T...A4sTb 1,24s IN �4MaMRlack Ge1JTSR taw.RR,`( c. *..lr 6.1.40 ■Va1G6.1 To $.4 dTU** T$411 RICa.AT Ow p,t.4,1144 ow ALIO AG11r0bS Tt. tI . TRAt:rS row. T &a Pumpobil. Cw 1.AA1►.1T/LUA.UG . R6PAIR QR RaPt- ACJILM0.1.4T OP A1,1K /WO AU.. UuOeROSEOLI 61T1L.1TIEb . 'Cu EsX'MRur wu Ruu WITLI TWO. LAUD Air eC. stwolud, C7.J Aft..l-TL . 1.111■R'S, SIJGIle.5 a0MO twat, a5W0.wb. e co N vi i Approval is hereby granted cc: Engineering Building Copy to applicant on (29 /BLA,ILLUS) • ext.Tla,a. <,t TO OS 011110■46.11LIO ▪ Ci1T4 POSI 4141 &D ILLUSTRATION OF PROPOSED BOUNDARY LINE A so l.. l 7 '! kr 1 r 3 1 7 TRACT I Original to File Planner: 1 � 1..66 x 4' 14 40 17' 00" ■ V TRO►CT 2 I� .0 ' 3 Lima' 1b MATES) - CT 3 1 N 1 Q PRolb 0 I Date: t , +- 41 IN AVE.. NOTE: APPROVAL, IF GRANTED, WILL REQUIRE A SURVEY BY A LICENSED SURVEYOR. (Do not write below this line.) ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** * * * * * * * * * * * ** t �t * *** * * * * * * * * *** lu in RECD F 10.00 REV 5 26.00 CASHSL ** *36.00 0 Disapproved because: 55 NOT A. PA.R'P 10 �1Ktv1'11&& U 4$ r FROM 3 O'SULLIVAN CONST. DECLARATION: ame STATE OF WASHINGTON County of King I I .1 ; I .. • l ' ., STATE OF WASHINGTON County of King (29 /BLA.DECIAR) . C. Know all men by these presents that we, the undersigned, owner(s) in fee simple and /or contract purchaser(s) of the land herein described do hereby make An application for a boundary line adjustment /lot consolidation thereof.' The undersigned further declare that the attached map is the graphic representation of said boundary line adjustment /lot consolidation and the same is made with the free consent and in accordance with the desire of the owner(s). In witness whereof we hays 4et our hands and seals. Name ame Name Alma ame ame On this day personally appeared before me idfael n i, _ u f o me mown o ' e a n v • ua .'escr .e. f n. w o execu * e w n and foregoing instrument, and acknowledged that •(L i ' signed the same as 1Lt� free apt v olun awry act and deed, for the uses and purposes E ere in mentioned. GIVEN under my hand and official seal this • xiai day of l Lint 191L. On this day personally appeared before me o me nown o e Fe`rn3TvTau`a disc Teri n and who execuE"ed - the wl - thin and foregoing instrument, and acknowledged that signed the same as e an re vo un ary ac an eed, for the uses and purposes therein mentioned: GIVEN under my hand and official seal this day of 19 . • 1.25.19?0 17117 o ary 'u Washington, residing at Ahliststul an or Page ' of Co Notary Public in for the State of Washington, residing at: MEND FP.' r U' 5ULL ['1FN Q0145T, C 1,25,1990 17115 P. 4 A tract of land composed entirely of the following segments: X ILI Parcel "A" of City of Tukwila short plat No. 80 -13 -SS as recorded under Auditor's file No. 8009030472, records of King County, Washington, Parcel-1 Lot 1 of City of Tukwila short plat No. 81 -39-59 as recorded under Auditor's file No. 8204280545, records of King county, Washington. Easel 3 Lot 2 of City of Tukwila short plat No. 81 -39 -SS as recorded under Auditor's file No. 8204280845, records of King County, Washington. Ei!1 a Parcel "8" of City of Tukwila boundary line adjustment No. 84- 35 -BLA as recorded under Auditor's file No. 8601240883, records of King County, Washington. C) Lot 2 of City of Tukwila short plat No. 87 -4 -8S as recorded under auditor's file No. 8804270766, records of King County, Washington. OD EXCEPT there from, parcels 1 through 5, that portion conveyed to the City of Tukwila by warranty deed recorded under Auditor's file No. 8901270733 in King County, Washington. FROM U'5ULLIVNN GUN71. mum LEGAL! l . 25. 1'?9U 1;'11? P. g IMA t l Lot 2 of City of Tukwila short plat No. 87 -4 -SS as recorded under Auditor's file No. 8804270766, records of King County, Washington. Together with an easement for ingress and egress described as follows: "Beginning at the Westerly corner of the following described Tract 2; Thence S 49 43' 00" E along the Easterly line of that portion conveyed to the City of Tukwila by warranty deed recorded under Auditor's file No. 8901270733 in King County, Washington for 10.53 feet to the True Point of Beginning; Thence N 40 17' 00" E, parallel to the Northerly line of said Tract 2 for 161.00 feet; Thence N 49 43' 00" W to the Northerly line of said Tract 2; Thence N 40 17' 00" E along said Northerly line for 45.00 feet; Thence S 49 43' 00" E for 40.53 feet; Thence S 40 17' 00" W for 206.00 feet to the Easterly line of said portion conveyed to the City of Tukwila; Thence N 49 43' 00" W along said Easterly line for 30.00 feet to the True Point of Beginning." 8 Tract Parcel "B" of City of Tukwila boundary line adjustment Y Y No. 84- 35 -BLA � as recorded under Auditor's file No. 8601240883, records of King Q County, Washington. 0, OD EXCEPT that portion conveyed to the City of Tukwila by warranty deed recorded under Auditor's file No. 8901270733 in King County, Washington. Subject to an easement for ingress and egress described as follows: "Beginning at the Westerly corner of the afore described Tract 2; Thence S 49 43' 00" B along the Easterly line of that portion conveyed to the City of Tukwila by warranty deed recorded under auditor's file No. 8901270733 in King County, Washington for 10.53 feet to the True Point of Beginning; Thence N 40 17' 00" E, parallel to the Northerly line of said Tract 2 for 161.00 feet; Thence N 49 43' 00" W to the Northerly line of said Tract 2; Thence N 40 17' 00" E along said Northerly line for 45.00 feet; Thence S 49 43' 00" E for 40.63 feet; Thence S 40 17' 00" W for 206.00 feet to the Easterly line of said portion conveyed to the City of Tukwila; Thence N 49 43' 00" W along said Easterly line for 30.00 feet to the True Point of Beginning." rr,VII V' rWLL 1'J I-W L'J rl I . 1.2$,1990 17s19 Tgct _3 Parcel "A" of City of Tukwila short plat No. 80 -13 -SS as recorded under Auditor's fiis No. 5009030472, records of King County, Washington. Together with: Lot 1 of City of Tukwila short plat No. 81 -39 -SS as recorded under Auditor's file No. 8204280545, records of King County, Washington. And: Lot 2 of City of Tukwila short plat No. 81 -39 -SS as recorded under Auditor's file No, 8204280848, records of King County, Washington. EXCEPT: that portion conveyed to the City of Tukwila by warranty deed recorded under Auditor's file No. 8901270733 in King County, Washington. LL r,Wrl ? I %WWID I . • NORTH SCALE: 1" • $00 ft. DATE: 4.-"? T1.111 0w4VMS OP TRJ Xb %, 4 S 14..1 5146.14RL .W Ct3.1T *R 1.11111** %b ( c. *J r 11040 6A001C44 'fb W1c -'t crusty. TIM* Ri4,U1' cos A-4.00•• 01+ 6040 AGOL0bb T11RtI;. TRACTS Mon Two, otowebbe OF MA11JT11.14AIJGL. I IrAIAIR 00. PASPLAGI5MEUT dM A■N AI-10 ALt. UIJCsRGeiOU►JO Lint-WAS . 1U1 M 4.bl.Mdl.iT' %N,OLL *AJ11 WITU T4111, L.6.110 A►JO 6WALL be e1►JDIW4 d.l ALl- 1+16 I& iR'S, 'auCGaSbeaA.'ti *440 AbSIG' 4 . 1114%bT 1 1.1C. L1■4111 lb S. DISOMPTia 1 CLATII 81:20. PLOALD- of MAP N 40' 11' QO" A 11.11.611 TRACT W 40• Ili ace • 50' Land Surveyor's Certificate: This Boundary Line Adjustment /Lot Consolida- tion correctly represents a survey* made by me or under my direction in conformance with the requirements f appropriate State statute. Name: Date: G „et • 89 Certificate No. #9,26 * A lot consolidation does not require a survey of the perimeter unless the lines are adjusted. (29 /BLA 1,:1.1 1' :19 I `i'RAGT 2 LI*J* 114 at♦b11ra0 �. 'TRAC'T 3 -- lot Map on File in Vault Direction: Ab bu.:1∎44 ► Scale: l"-10p' Stamp: I<KIlI'1MCi 41,411 Page _,, of � II 1 Mahan &®e a CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 . (206). 624.8150 . February 20, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -02 (Shamrock Center Bldg B and Addition to Bldg C) 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. The following comments apply to both Building B and Building C Addition, unless noted otherwise. Structural 1. The soils report still needs to be stamped by the soils engineer. 2. Reference the 1988 Edition of the Uniform Building Code on Sheet T1, where applicable. We did not receive a revised copy of Sheet Ti. 3. Section D -2.3; call out the specific Simpson HW hangers intended at 30" TJI /65 trusses for Building B and 26" TJI /65 trusses for Building C. 4. Building B; provide 3x members for Zone 1 roof diaphragm nailing per Table 25 -J -1, footnote 3. 5. Section A -2.3; fill in the section to refer to for ledger information. Section E -2.3; clarify weld at continuous angle; is a weld intended on the top of the plate also? 6. Your calculations on the frame at Grid 5 call for 1.39 in 2 of steel at elements 8, 11, and 14. The 2 - #7's provided would be about 15% overstressed. Please respond. 7. Provide calculations checking the adequacy of walls b, c, and d at Building B now that the loads to these walls have increased since the center of rigidity was displaced. Include overturning calculations for all walls and show t ese holddowns on the drawings. (Your response to #10, in you February 9, 1990, letter indicates that these holddowns a e shown on Sheet S2.1; please clarify.) 8. Call out welding of reinforcing to plates. Refer Section 2.3, etc. Your latest revision still does not call out thee welds. 9. Note, on the drawings, the maximum length of drilled cast-in- place concrete piles in conformance with Section 2909(b). We do not find the information your letter said was on the foundation plans. 4 February 20, 1990 City of Tukwila Re: 90 -T -02 Page Two 10. Please remove the reference to the retaining walls on Sheet A -1 if they have been deleted. 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:2 cc: Edberg /Christiansen Architects 616 First Avenue, Suite 400 Seattle, Washington 98104 -2258 kabe-- Mahan &DeSalvo = 1�II Mahan&DeSeto CONSULTING ENGINEERS February 1, 1990 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -02 (Shamrock Center Bldg B and Addition to Bldg C) 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. The following comments apply to both Bldg. B and Bldg. C Addition, unless noted otherwise. Because some areas of the drawings are incomplete, please note that additional comments may arise once the drawings are completed. Structural 1. In the Structural Notes; a) The soils report number was referenced incorrectly. Also, the soils report needs to be stamped by the soils engineer. b) Note that all welding will be done by WABO certified welders. c) Call for special inspection of high strength bolts per Section 306(a). d) Once shop drawings and calculations designed by others have been reviewed, note that a letter will be sent to the City by the engineer of record stating that these shop drawings and calculations have been reviewed. Also, list these required shop drawings on the drawings. 2. Reference the 1988 Edition of the Uniform Building Code on Sheet T1, where applicable. 3. Please note that many section cuts do not have details where referenced or they are mismarked. Check all drawings and coordinate. 4. Section cuts on the Roof Framing Plan, Sheet S1.3, are not referenced correctly. If Section E -2.3 is to take the place of F -4.1, verify the adequacy of SWHX45 hangers at the 30" TJI /65 trusses. Calculation Sheet, page 8 /FRMG, calls out HWI430 hangers at this location. Please clarify. 5. Where are F24N roof panel hangers called out on the drawings? Refer to calculations. February 1, 1990 City of Tukwila Re: 90 -T -02 Page Two 5. Where are F24N roof panel hangers called out on the drawings? Refer to calculations. 6. Building C, calculation page 3 /FRMG; please note that the maximum joist load on the HW1426 hangers would be 3690# x 1.15 (snow load duration increase) = 4244 #. The "hanger maximum load" value is the maximum load to be used when the joist member is something other than a 26" TJI /65. Refer Simpson catalog for Truss Joist Products, note 3 of the General Notes, page 2. Also, where are these joist hangers called out on the drawings? 7. Provide the roof plywood diaphragm nailing schedule on the drawings for Building B. 8. For loads in the direction perpendicular to the 118' side of Bldg. B, how are chord forces being resolved? In the opposite direction, how is the integrity of the chord maintained at Grid 2A? At Bldg. C, details are not adequate to show how chord forces are resolved. Provide calculations verifying the adequacy of chords now that the shear wall along Grid 1 was removed (therefore resulting in higher chord forces in the building). 9. Sections 2312(e) 5 and 6 require that the center of rigidity be displaced by a distance of five percent of the building dimension in addition to the calculated eccentricity. Revise calculations and drawings, as required. 10. How are the vertical elements in the lateral force - resisting system connected to the foundation? Complete the details and references. 11. Call out welding of reinforcing to plates. Refer Section G- 2.3, etc. 12. Provide information on the drawings for 24" diameter columns, per calculations. 13. Note, on the drawings, the maximum length of drilled cast -in- place concrete piles in conformance with Section 2909(b). 14. Provide additional information on pile.caps. Show all reinforcing on the drawings. 15. A retaining wall is shown on the Site Plan, Sheet A -1, and calculations show a retaining wall; however, there are no details on the drawings showing this wall. Please clarify. 16. On Drawing S1.1, the top reinforcing plan appears to be missing some reinforcing steel callouts. Please verify number and size of additional bars over piles. Mahan& DeSalvo February 1, 1990 City of Tukwila Re: 90 -T -02 Page Three Please have the itemized letter and one copy of inquires are to Sincerely, applicant respond to the above comments in form and resubmit two copies of revised drawings revised calculations, as required. All status be directed to our receptionist. Crystal Kolke CLK /REW:1 cc: Edberg /Christiansen Architects 616 First Avenue, Suite 400 Seattle, Washington 98104 -2258 Mahan & DeSalvo TO: FROM: DATE: OFFL E MEMO CITY or TUKWILA Cvvii'L ■ 4 69-4-24 -20 -go SUBJECT: A r e).MI. >4.0-k tAJAA-E R ittottm si muctue.(k 4L651t- 4A vi/olviv At; C-t+ oiA itOici44Z , 44x1).e,um autriDs4 a6ceM °Amt. non d � (wt°°'E � k De Tol Cp)w-c 4/1) AA auvi )44)-rwAid±A6C 1Q.wiod..o \piLait A-Lov.);AA ctAetuteveA accAA ctAAA cuzzt efzu-(;26( _ 1 v/(646,1404 .4,1Ay(x)-c;AA. Ce5-vtetyckicaA a ctAfixtek e5 (c4c) .atitz 0 caiLk g Q4c11,)- co,;(tx ,w k pow 45.) ctA. J, vim >4.Q.t 61- OctivA -- 5 1Yu I QrArw -e , d e k c gOIA/v - .60X c,(JthAA Cuw C<XK 0+ cArce (S -- f _ O..VCR S ..E • Shamrock Center Meeting (#89-424, 89-425) January 26, 1990 Staff Present: Vernon Umets4, Associate Planner Becky Davis, Permit Coordinator Phil Fraser, Senior Engineer Applicants: Robert Christiansen, Edberg Christiansen Architects Bonny K. O'Conner, Holaday Parks Becky Davis confirmed that the purpose of the meeting was to take a cursory review of the proposal and identify only major concerns or plan resubmittal requirements. Planning Division Comments -Show boundary line adjustment on plans (both site plan and civil). -Show Fire Department access easement. Applicant needs to review access with Fire Department (site plan will be forwarded to Nick Olivas with a message to contact Bonny O'Conner. -Building setbacks appear to be o.k. -Reciprocal utility easements required. -Site plan and civil plans should reflect new property lines as a result of the dedication of right-of-way on S 134th St and 47th Av S. -Beauty bark must be removed (this is a condition for final inspection of existing building #C to be completed by O'Sullivan Construction). -High dock(s) must be 65^ deep and truck loading area marked. This needs to be shown on the plans. -Screen compressor unit(s) and storage areas. Minimum 8' high fence for storage. -Landscaping shall be provided in rear of buildings to break up large masses. Storage area must also be screened. Concern with visual impact from Highway 599. Submit landscape plan (2 sets). Public Works Comments - Revise storm drain in rear of property to connect into ditch system. -No revision to shale system is required except for removal of beauty bark used in landscaping areas. - Review frontal improvements and developers agreement. Developer agreement original signed by O'Sullivan Construction, must run � • • with the^land. New owner of buildings #B and #C will be' required to contribute to public improvements under this agreement. -Provide reciprocal utility easements. -Submit revised site and civil plans (eight copies). Applicants were provided with copy of the recorded Boundary Line Adjustment and the original developers agreement. TO: m 0,haKi o- 2.0ef /,- -0r'1 FROM: 4-e-6/0„Id .0 ,4.1 DATE: 1/ a l 10 SMUT: g ep 0 A-4. aiL/0_4 (10 /T2.MEMO) CI _vi of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433-1800 Gary L VanOusen, Mayor 6ecAtd, MEMORANDUM AIM c1 8q-ua TRANSMITTAL: PROJECT NAME: Al-r 2(4— CFAI PROJECT NUMBER: TO: > f) 1 DATE: / -- —C --�Wt L TIME: ATTACHED: SHOP DRAWINGS: CHANGE ORDER: ORIGINALS: DETAILS: REPORT: '( SPECIFICATIONS: OTHER: DELIVERY: MAILED: DELIVERED: COPIES FOR YOUR USE: FOR REVIEW: REMARKS: SIGNED: COPIES TO: PICKED -UP: FAX: DATE DESCRIPTION 11 AS REQUESTED: PLEASE COMMENT: COPY OF LETTER: PRINTS: 1 FOR APPROVAL: ADDITIONAL SHEETS ATTACHED: Edberg/ Christ'insen Architects lig8 ` �A�+9 -Q� C,E.91- ge_lhlw41, Soles iz-Froa fzi-f4-.6F___6eLL_mr WHL T fEkeI4 15 Fma iv- Pty. =-U0• o31aeariuH Architecture & Planning 616 First Avenue, Suite 400 Seattle, WA 98104 -2258 206/682 -2857 FAX 206/682 -2936 , � �o x�� Y �4/ ���/ o� ���w ��°`~ ~�� ` ,w �*~�~�n��, °^~---.- ^',= ',.�,` � °°-'`~.~, -----_ -_ �� _ . L/J�J��r�� �_ � 71010 ,~ (~- /,-CO ^ _ ~~ ' ^ '-^.~_~_4_. _`__ _ ~_''_~- -_ --'t -' ---.-___~'"~`~_ '- ~°^~___ ' _ �401..,_ c,/,5 Z ^ \ '�y ` . ' - - ^ ( ^ ^ ---`---- `— a ---_ '--- e~ ._- C TO: PROM: OATS: SUSJICT: Cit of Tukwila 6200 5outhcenter Boulevard Tukwila Washington 98188 (201) 433.1800 Gary 1. VanOusen, Mayor MEMORANDUM � � a u fd1 /I 21189 U1a.Cu0 miicife o > 1 , ma c / 9 , L 4 2 i i . i 2 b , mat - 1989 9- my a&. R, ,1g/ 1cf x 0 tg,3 = /fln, Paz ` abia , &d , f4 1774 4 907, ,00 0.00 C-h fit" " /52 7, 5O (10 /T2.MEMO) APPHOVED FOR 0 . / ISSUANCE BY: 7/ /4 II, BUILDING OFFICIAL know the same whether specified the provisions to sign DATE: 7 3 4 • "Q I hereby certif that I have read and .. fined 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 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. SIGNATURE: - C.- GC -e---- . / DATE: 7- M--e-.--1L- ' / 9 9G PRINT NAM : , JO , A , A/A I L OM COMPANY: 1 -10 la ci u 1/- FU r k5 I JNc • PROPERTY OWNER Holaday Parks, Inc. PHONE 292 -1160 W - ADDRESS 616 First Avenue #600, Seattle, WA ZIP 98104 (through Public Works) CONTRACTOR Robe Baav rnnSt_ruction Inc. rt E. il PHONE 621 -8884 ZIP 98104 - 0567 ADDRESS 205 Columbia Strppt P.O. Box 4567, Seattle, WA WA. ST. CONTRACTOR'S LICENSE # ROBEREB375NO EXP DATE 5/90 PHONE 82 -2857 ENERGY SURCHARGE ARCHITECT Edberg /Christiansen Architects ADDRESS 616 First Avenue #400. Seattle_ MA j ZIP 98104 OCC. LOAD TYPE OF CONSTRUCTION: \/ UBC EDITION (year) SETBACKS: N - S — E - W - FIRE PROTECTION: ❑Detectors ❑ N/A UTILITY PERMITS REQUIRED UTILITY ?❑ Yes E N o (through Public Works) ZONING: M -1 BAR /LAND USE CONDITIONS ❑Yes ® No CONDITIONS (other than those noted on or attached to permit/plans): PLAN CHECK FEE BUILDING SURCHARGE 4.50 (D9Q9 3- 61 -90 DESCRIPTION AMOUNT RCPT N DATE BUILDING PERMIT FEE 923.00 600.00 I`l 4030 3 - 90 12 - 06 - 89 PLAN CHECK FEE BUILDING SURCHARGE 4.50 (D9Q9 3- 61 -90 ENERGY SURCHARGE OCC. LOAD SQUARE FEET OCC. LOAD OTHER: OCC. LOAD TOTAL SQUARE FEET TOTAL OCC. LOAD TOTAL - 1,527.50 148 USE i Warchousk 13-2 OCC. LOAD / CODE COMPLIANCE / / / FwoR , SQUARE FEET SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCC. LOAD 1st 73,974 148 73,974 148 SHELL ONLY TOTAL 73,974 148 CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. DATE ISSUED: PROJFCT INFORMATION PROJECT NAME/TENANT TYPE OF (Xi New Building • Addition • Tenant Improvement (commercial) U Demolition (building) U Grading/Fill WORK: ❑ Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other: DESCRIBE WORK TO BE DONE: 4650 S 134 P1 Single story addition to existing building. BUILDI PERMIT (POST WITH INSPEV PION CARD AND PLANS IN A CONSPICUOUS LOCATION) FEES PLAN CHECK #89 -425 U V L SIT - 04S # '8168 8 :8 11 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. CERTIFICATE OF OCCUPANCY NO. 'DATE ISSUED: 1.13047511 PROPERTY OWNER Holaday Parks, Inc. PHONE 292-1160 ADDRESS 616 First Avenue #600, Seattle, WA ZIP 98104 CONTRACTOR _ Robert E. Railey Cnnstru .ion Tnc_ PHONE 621 EXP DATE -8884 ZIP 98104 -0567 5 /90 ADDRESS 295 Columbia Street P.O, Box 4567, Seattle, WA_ WA. ST. CONTRACTOR'S LICENSE # ROQEREE3375NO ARCHITECT Edberg /Christiansen, Architects PHONE 6S2 -2857 ZIP 98104 ADDRESS 616 First Avenue #400. Seattle, WA USE " Warehous B -2 / CODEL. COMPLIANCE / / ' : 4. / regulating construction or the performance or work. I am authorized to sign for and obtain this building permit. CONDITIONS (other than those noted on or attached to permit/plans): I FLCXpi 1 SQUARE FEE_ OCC. LOAD 148 SQUARE FEET OCC. LQ04D_ SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD 90UARE FEET OCC. LOAQ. TOTAL SQUARE FEET TOTAL OCC. LOAQ 1st 73,974 73,974 148 SHELL ONLY TOTAL 73,974 148 TYPE OF CONSTRUCTION: v _ N UBC EDITION (year) SETBACKS: N _ S - Iq - . UTILITY PERMITS REQUIRED 9r-1 Yes E No W - (through Public Works) FIRE PROTECTION: ®Sprinklers ❑Detectors ❑ N/A ZONING: M -1 BAR /LAND USE CONDITIONS ❑Yes Q No 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. CONDITIONS (other than those noted on or attached to permit/plans): SIGNATURE: - e- eC-2--- a . JC_A__-42-E1 _, I DATE: it'd-- c! -6L.- , -- <7 / 9 �10 PRINT NAME( JO 11C.. /1 . AlA I L ON COMPANY: no Lc' ( Lj U'U Y 1. "S INC ISSUANCE BY: /MAP • / ISSUANCE BY: / e /u , . O F F I CIAL know the same DATE: J3 p� O ( to be true and correct. All provisions I hereby certit that I have read and t o fined this permit and 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. r SIGNATURE: - e- eC-2--- a . JC_A__-42-E1 _, I DATE: it'd-- c! -6L.- , -- <7 / 9 �10 PRINT NAME( JO 11C.. /1 . AlA I L ON COMPANY: no Lc' ( Lj U'U Y 1. "S INC CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. DATE ISSUED: , PROJECT INFORMATION st PORES 4650 S 134 P1 DESCRIBE WORK TO BE DONE: CERTIFICATE OF OCCUPANCY NO, 3 ') - 9 0 BUILDING PERMIT 1 / (POST WITH INSPEC`l•ION CARD AND PLANS IN A CONSPICUOUS LOCATION) 4.50 S RCPT WIVE Of M - OESCRI N BUILDING PERMIT FEE PLAN CHECK FEE BUILDING SURCHARGE ENERGY SURCHARGE OTHER: TOTAL DA Q - 90 -89 O PLAN CHECK #89 -425 SUI N VA UE O . • : 1 PROJECT NAME/TENANT r C •&SESS 0 CCO 0 6 T M o 1 � I 6040-1 s TYPE OF X) e Building Addition Tenant Improvement (commercial) Demolition (building) U Grading/Fill WORK: ❑ Rack Storage ❑ Reroot ❑ Remodel (residential) ❑ Other Single story addition to existing building. FEES •NS - 11 N ATE ISSUED: 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. :frh +kain+wv. CITY, OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection Fl ���►a.- W� C7 Site Address • dr64.50 / °% r . Project vvl Requestor Phone # • Special Instructions C 7 . CA-. <II Inspection Results /Commrs: �i //; r. >� Inspector INSPECTION RECORD PERMIT # ,. c i7c5 3 ' 1 Date 2 _-ce. ) Date Wanted - 215- ?O Date -- -ctC p m tkialint Type of Inspection l � t` .Site Address ` -hp So - 3 PL Requestor t .Special Instructions Inspection Results /Comments: for 8i.0� Inspector . littiri.S.W.O.00r...rrn.. u...«.w+...,-.:sv.ivti fftaistz ki!v74e1,,lmr.R7ailiAl': utar'etfal iCatiM.t .0114x.'+1 shYY4:C2f alaSIVY"N �+"4'.1r Ate(l.'¢!ufir CITY OF IKWI A Buildi apartment 6300 t.ncenter Boulevard Tukwila, WA 98188 (206) 431 -3670 a414-- y a Date Date -1c1 ?0 INSPECTN RECORD PERMIT # q �� 69` � Date Wan " 1 4 P t ��� AWOL-AC- C V ,. Project Phone # q s 2Zo i vv— vX Type of Inspection Site Address f-- Requestor Special Instructions CITY OF TU WILA Building . -tment 6300'Sout :ter Bout Tukwila, WA 98188 (206) 431 -3670 r Le_ tca)r ,� s >J • evard rn,PSc INSPECTN RECORD PERMIT # Date Inspector Date (0 it 3/?6 -7 c 7 ; 1Z 9O Date Wan d �.c2 ` t 3 j -"D Cp�ir Project L kravtrywO C1' v'' Phone # 3 " - .2-1 Inspection Results /Comments: - -�rti �. - e - v�a 6 . Type of Inspection Site Address Requestor Special Instructions Inspection Results /Comments: \n) 4-'Q- \ n_ Q \ Q Al` J.,iJx t�t. -.-DL + CLX 44 '- 1.011 -4., �'�-a . 1� ,,,,,_ - . _ -" A S. '1.v`�t"\ 4'J+- t �+&_ i \_11 -1-....YZA `t- . \ ,,..e.,_,_ UJ . , - ' ti- .44 (LL c ;...,s.o A..._.>t- Gaa 1 - e.`o.* A M.. . Inspector :rr CITY OF TU '?1LA Building ' 6300'Sout �_rlter Boulevard Tukwila, WA 98188 (206) 431 -3670 .r......- ,,._•■ ......,...»... ..........w....M....+w „ w..w+v 4 m44,44,P4..SrNLIerAW G`. 5.... r? 1,: 5! 4it T r.! v :',sJ,.9 INSPECT N RECORD PERMIT # 'ZZe Date Wanted. (0 — 1/ Date Project Phone # 4■ 3 3 ---,28°0 I or) c. ��. , Date ( /—fo a.m p.m• qttl Etzempxce,- ;t iamo ....,.' mi`. NL!...,,,,,,. i ».o..,— ....trv,... +.r,o,n„ 4„..„,,,,, ,, k,p,b,'r..,,,e«;,,„,.hS'ciY.R+S .,,a..,, „rr�k3 ,,,,.r ^, ,,? ,, ',.�.,� C ITY OF TUKwILA INSPECTI N RECORD . `.r Building tment 6300'South .er Boulevard Tukwila, WA 98188 �l'`�' PERMIT # . (206) 431 -3670 Date ( (,, 9 C) Type of Inspection J( jCL-r /vA'tL.U. G Date Wantd (p - 1 Site Address Q S Q— S - / g G( Project Requestor So/) Phone # Special Instructions Inspector ,A oPrc -av�- 7F Date Cp 7- 9a Inspection Results /Comments: iJ a. r.! 1 Al s v n C3 0-E 6n a 243-61w. Ale- i14-3 Inspector � qyY ( K y��� ;f�5r''�:+1aMal21TttA.+" itsT! v' xttuxtN+' Hs',. uwfru, a+ ...,:Y:+.o- .,.u.14.v.• :0-ac,r , :v'. Ki!,:. w':. 5:, , .x• +•,Ii■:;cJnuti5r,x1am15w.s cltx•o >r(r:' ' CITY OF TUKWILA Building D tment 6300 South :r Boulevard Tukwila, WA 8188 "(206) 433 -3670 t% Inspection Results /Comments: Type of Inspection Q Site Address r Requestor Y_Ii • • - Special Instructions INSPECTIOt RECORD PERMIT # ( 9 7 Date -- Q , ..4 u*mtlt cSkE,E. ".?u?:2I'wt".`.;`'t'' W Date Want Project Phone # (e ou C�d Date 6-15 CITY OF TUKWILA Building De r'tment 6300 Southc( :r Boulevard Tukwila, WA 98188 (206) 433 -3670 ype of Inspection 1' ite Address LI ( F) ;equestor ;pedal Instructions [ nspection Results /Comments: n l Lif Inspector LP INSPECTIO, RECORD PERMIT # ," Date Date 5 j- - : Z Date Wanted 5 30 90 a.m. p.m. Project 6 / i4(4 Phone # 9 700 `'�.'A��...t�.t''"�1 ���l .�s°S�i�lta"�tJRAFt�2i #�trrar rnsra.n+wYn..K...�.- .o..,.• Inspection Results /Comments: Inspector CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 C Type of Inspection plVar Site Address , S 1 r g Requestor l f Special Instructions ....w..a.,.,.. ••• «....,..... _. u-... v. w w�......• w••.. �....:.«..._.............. w........ w. ww...+ aw. a+ t•+ vrorAtw: r>: w�; �m�nvNS�i :cbax:•Lf:UPUUY.wez4.7lSRk�..,. INSPECTION RECORD PERMIT # 9 IV Date -- // ` - Date Wa - • 5 ! S"90 e. p.m. Project A/ / . Phone # . 7/morn rt - k- t ..�. Date 5 11 SI TO 210 %, Inspection Results /Comments: Inspector CITY OF TUKWILA Building Division 62001outhcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 INSPECTI • N RECORD PERMIT # Date S O Type of Inspection I r i r Date Wan Site Address L- Qc7-1->Q ". t Project Requestor ` Phone # Special Instructions 7 tia w` . /0) /to G • Date .51/ ( i/d ».<,:+,rmr.Ynnaatr.: + .,,, A AMAIN; tVgg2gettititii.Y1t:41dtir.:AaltAvt:Almtvo....... CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washinoton 96168 (206) 433-1849 Type of Inspection Site Address e-16,50' Requestor Special Instructions , Inspection Results/Comments: Tncrigar+nr INSPECTION RECORD PERMIT # 7 7 oi — Date Wan! % ._,5 Project a.,/i4}> 0 Phone Date Hato i i'L51Q'.YYigatift?"i;n ?.��h' 'c''g!rh ;.' M1iotv.th"7 td. L" »ta9cwerare,..uz.FU ..,n�. CITY OF TUKWILA Building Division Tukwila, (206) 433 -1849 Type of Inspection Site Address Requestor Inspector < f:�l^af M3 d:i. *i21�Nfl7.y 1{'AVif]VC:W'1 X".• H vSV:! J!'{! �k! X:. t tiN�: v! .1 ? %.LTi4: ;`'S:': �`..+.'u -s. INSPECTION RECORD PERMIT # i Date 5 - aZ -� Date 5/.3/9'0 V^ e 11:)(:)— r Date Wan 6 -t l t L� 0 , l S �/ / i Project 'Yl C_i' 'r k1 c 7'r'i Special Instructions Phone # q s 3 - .0 / Inspection Results /Comments: Lkj ..r' L-.L.)s 0 f JI A 0- -k eta D .m. ';.4..1 - Yik $44 ':.t0,+r xt >ww,N1..a.... ..,eww..,. m....: V t. 4404 . Inspector CITY of TUKWILA Building Division 6200'Southcehter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Inspection Results /Comments: 4„,„1" / / *C!S I C/• 5 �- ri Pc��i/ er // INSPECTI N RECORD PERMIT # Date Lf - -Cv - 9 C) Type of Inspection v-`P, - 'IO x Di Date Wan -• Li 2 .7-9 C Site Address ' p 0 C I i ? , , Project 'Requestor �/ V 1 Phone # -- 2. Special Instructions li %' 0 G1,«. 11 ' 9 ren• / . % ■// Date ��-- 27--9(7 Inspector ��C�2�s l�NJl.?]:4`Li�U.��'�4'.�715[t Mai .:l:.klMNilSHIa(."A`U0.4:LnRtN1 N WIYxTCNL:LVM:'Mt`.ld]+it :. CITY OF TUKWILA Building Division 6200Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 Type of Inspection E 6CA, r Site Address q(c S . ) ( q �� Requestor ~ /`YYJ C iIi p 0 Special Instructions Inspection Results /Comments: u tvrz."r;sxmacar wAtiw s. twoos =nclusAatketviVAttt£kg..: �lY1 'h'wvhw"IATil?:':AT INSPECTION RECORD PERMIT # C' 7 O Date L — / 7 - °/ e, Date Wanted q -17" q Project Phone # Date , D p.m. � � Gig* .��GP• -�-, e -e , tom.tee at �. 0I This project is nearing completion. Please investigate your area of responsibility and indicate below either your final approval or necessary corrections. If no response is received within one week, it will be assumed that the project is of no concern to your department and a certificate of occupancy may be issued. ... This project is NOT approved by this department; the following corrections are necessary: jlt (� ,) r�..- o ✓'r ('� :a J ,r.. M t ' t/ i . , 1 / r" 4 f" r / CITY OF TUKIth LA Central Permit System TO: ❑ Building ❑ Planning - 1 3 1 -7- oTect Name Address • r• `," ,ti c ? 5 - Type of Permit(s) r This project is approved by this department: Authorized Signature FINAL APPROVAL FORM ❑ Public Works .% '(5 Fire Dept. 141. 741/ • (:"77 (;; ,,/ / . � • s J • i I f fir•' , r . • t { j ,. ` f ' lot) e. '6i'' / J'.i y . /_, J , '' I..' r e• 1 ��! Yi •... f• 1 Y fc� / •.... ' -i i . //' • Authorized Signature Date C►ntpl No. Permit'No. 5 - ' ❑ Police ❑ Parks/Recreation Date fi r? . .. J i� CPS Form 3 1 DATE 5..../0". 90 CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 433 -1851 * *REVISION SUBMITTAL ** PROJECT NAME, � 44.--rt ADDRESS � D Sr) S. /3 9 . Pt CONTACT PERSON 0 A 1? -� r , . 11-41- PHONE 29 - /I66 ARCHITECT OR ENGINEER ,4e, Ve.%!/��..2. '/S ° ,: 604 e4;15A4•. , PERMIT NUMBER 59 7 PLAN CHECK NUMBER TYPE OF REVISION: 1 - Cd-- 4 /(�y�:�:�7 /�.• D � $ SI4CzT A -14 (If previously issued) SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: 7 1 2' � ���%/ >-( CITY OR TUKWILA MAY I 0 t ��d PERMIT CENTER TO: FROM: DATE: SUBJECT: (10 /T2.MEMO) City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433-1800 Gary L. VanDusen, Mayor 4.-17 'k MEMORANDUM 6M8 'DEriECgvEd - Gee. AG6 htrr* 9177017e • • • Pc6G1 It 1%- eNeLe:\pt At 1 l09 to Plan Check 889 -425: Shamrock Center Building C 4650 S 134 P1 THE FOLLOWING COMMENTS APPLY TO A SOME PART OF THE APPROVED PLANS UNDER ,n TUKWILA BUILDING PERMIT NUMBER_ 1 ,` 1. No changes will be made to the plans unless approved Architect and the Tukwila Building Division. 8. 2. This permit is for the building shell and toilet rooms. Interior build -out for tenant improvements shall require a separate permit(s). 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. All permits, inspection records, and approved plans shall 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. All structural concrete to be special inspe'cted (Sec. 306, UBC). the 9. All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 10. All high - strength bolting to be special inspected (Sec. 306, UBC). 11. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 12. Readily accessible access to roof mounted equipment is required. Shamrock Center Building C Page 2 13. 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. 14. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 15. 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). 16. Washington State Energy Code compliance to be completed under separate permit for tenant improvements. Minimum insulation for building shell shall be R-8 X 24" ridgid insulation at perimter of floor slab. 17. 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). 18. Notify the City of Tukwila Building Division prior to placing: any concrete. This procedure is in addition to any requirements for special inspection. 19. 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 permit presuming to give authority or violate or cancel the provisions of this code shall be valid. "X" REQUIRED INSPECTIONS PHONE DATE APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED 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 X 9 Suspended Ceiling 433 -1849 X 10 Wall Board Fastening 433 -1849 11 12 13 X 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 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 O PERMIT NO DATE ISSUED: �- — Q- " 1 9 0 PROJECT: 4650 S 134 P1 Shamrock Center Building C CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE (INSPECTOR COMMENT SE INSPECTION PROCEDURES AND REQUIREMENTS 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 underslab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7. FRAMING - After 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. Baffles 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. 04/2W19 "X' REQUIRED INSPECTIONS 1 Footings 2 Foundation 3 Slab and/or Slab Insulation 4 Shear Wall Nailing 5 Roof Sheathing Nailing 6 Masonry Chimney 7 Framing 8 Insulation 9 Suspended Ceiling 10 Wall Board Fastening 11 12 13 14 FIRE FINAL insp: 15 PLANNING FINAL 16 PUBLIC WORKS FINAL 17 BUILDING FINAL PLAN CHECK NUMBER 9 42S_ •tt: 42 ,` 4 O fict*ot easr PROJECT: �• THE FOLLOWING COMMENTS APPLY TO AND BECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDINS PERMIT NUMBER No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. a f�'1 Plumbing permit shall be obtained through the King County Health KJ Department and plumbing will be inspected by that agency, including all gas piping (296 - 4732). tile 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). I o la All mechanical work shall be under separate permit through the City of Tukwila. 1 "-' All permits, inspection records, and approved plans shall be Mposted at the job site prior to the start of any construction. Ogle 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. I All structural concrete to be special inspected (Sec. 306, USC). , All structural welding to be done by W.A,B.O. certified welder and fff//��'�� special inspected (Sec. 306, UBC1. All high - strength bolting to be special inspected (Sec. 306, UDC). 10 Any new ceiling grid and light future installation is required to meet lateral bracing requirements for Seismic Zone 3. "Partition walls attached to ceiling grid must be laterally braced �v if over eight (81 feet in length. 0 In Readily accessible access to roof mounted 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. % 1K1 Any exposed insulations backing material to have Flame Spread / Rating of 2S or less, and material shall bear identification showing the fire performance rating thereof. a" 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.). 16 A statement from the roofing contractor verifying fire retardancy of rook wfll be required prior to final inspection (see attached procedure). Li►I All construction to be done in conformance with approved plans and V�-� requirements of the Uniform Building Code 11988 Edition), Uniform Mechanical Code (1988 Edition), Washignton State Energy Code (1989 Edition), and Washington Step Regulations for Barrier Free Facility (1989 Edition). 18 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 set of plans approved by that agency on the job site. 8 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. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. O All spray applied fireproofing as required by U.B.C. Standard No. 43 -8, shall be special inspected. 22 All wood to remain in placed concrete shall be treated wood. O All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a persit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presusing to give authority or violate or cancel the provisions of this code shall be valid. Mahan&DeSalvo CONSULTING ENGINEERS April 16, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -02 (Shamrock Center B Dear Mr. Griffin, We have received revisions to 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. At the middle strip in the SW -NE direction, adjacent to the isolation pad, it appears that additional bottom reinforcing is required similar to other end spans. Also, check adjacent column strips. 2. Note, on the drawings, the maximum weight of equipment at isolation pad, per calculations. 3. Provide documentation verifying 4500 psi concrete at existing precast panels, as assumed in calculations. Sincerely, 466-2 Crystal Kolke CLK /R1 cc: Edberg /Christiansen Architects 616 First Avenue, Suite 400 Seattle, Washington 98104 -2258 r 1411 Fourth Avenue Bldg, Seattle, Washington 98101 (206) 624.8150 OVOICE NUMBER ,INVOICE.DATt } . x "i; 1,, OESCRIPTIOMr ' m "t '''`c GRO $AMOUNT it DISCOUNTS /ADJUSTMENTS ': ::PAYMENTAMOUNT • t Plans Review 2,836,00 2 2,836.00 2,8.1-5.0(2 MAW- PA RKS V I1 VENDOR NO. DATE CHECK NO, 7284 11/28/89 11036 PERMIT NO. CONTACTED DATE READY DATE NOTIFIED BY: (init.) PERMIT EXPIRES 2nd NOTIFICATION BY: (init.) AMOUNT OWING ( � -1 @" •50 3RD NOTIFICATION BY: (init.) PLAN CHECK NUMBER %9 - Li 0-3 REVIEW COMPLETED 41 • BUILDING PERMIT APPLICATION TRACKING PROJECT NAME BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) S UITE N0 ' <� l rn ro c.-4. c.-4. C_5,1 SUITE e nt� r f Id C_ NE ! SITE ADDRESS I 3 I � p 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 ". OCC. LOAD SQUARE FEET SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET SQUARE FEET OCC. LOAD OCC. LOAD TOTAL SQUARE FEET TOTAL OCCU- PANCY LOAD DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. BUILDING - initial review FIRE PROTECTION: Sprinklers (1 Detectors [1 N/A al FIRE PLANNING PUBLIC WORKS 0 OTHER g BUILDING - final review 2-Z3 -90 (ROUTED) INIT: 7l(.) 3( j VLZ41 YNI :frt f aY- L? L -/ BARK-AND USE CONDITIONS? fYes M" 143 INIT:V INIT: Z - 23 - Q O INIT: � .. RE QUIREMENTS / COIF MENT 1 CONSULTANT: Date Sent - -(f) Date Approved - FIRE DEPT. LETTER DATED: 2 - - (3 V INSPECTOR: 573 REFERENCE FILE NOS.: /\.c cw cr MINIMUM SETBACKS: N- S- E- W- UTILITY PERMITS REQUIRED? Yes [ I No PUBLIC WORKS LETTER DATED: - t O TYPE OF CONSTRUCTION: UBC EDITION (year): vN t CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 PLAN O o�S A PPL ICA TION MUST DL FILL ED OUT COMPLETELY SUITE # SITE ADDRESS ( rU , o .5 ) 5L-1 PROJECT NAME/TENANT TYPE OF L. New B uilding ►: Addition U Tenant Improvement (commercial) U Demolition (building) WORK: 0 Rack Storage a Reroof 0 Remodel (residential) 0 Other VALUE OF CONSTRUCTION - $ ASSESSOR ACCOUNT # DESCRIBE WORK TO BE DONE: (L oP no,N FrtsrIMM Er} l c-.oAsc BUILDING USE (office, warehouse, etc.) L NATURE O� NESS: ( ra � ,d ‘ F WILL THERE BE A CHANGE IN E? No U Ye IF E SQUARE FOOTAGE - Building:23 t r/ .pj enant Space: er i (J Area of Construction: WILL THERE BE STORAGE OR USg OF FLAMMA LE, COMBUS OR HA1ARDOUS MATERIALS IN THE BUILDING? No 0 Yes IF YES, EXPLAIN: PROPERTY OWNER tiot p(C,g i 1W. ADDRESS (eve F1,PsT 411E. #.6,0,0 4 ,k77-LE CONTRACTOR ADDRESS WA. ST. CONTRACTOR'S LICENSE # ARCHITECT ADDRESS C y H i.E, # Do ,y . RR BUILDING OWNER OR AUTHORIZED AGENT CONTACT PERSON SIGNATURE BUILDItt PERMIT APPLICATION DE8.CR BUILDING PERMIT FEE PLAN CHECK: FEE BUILDING SURCHARGE ENERGY SURCHARGE OTHER: TOTA AMOUNT .: RCPT:. #: 4050 .DATE LA 5 fi+ PNE > ':� Cipls • FEES (for staff use only) DATE APPLICATION EXPIRES PHONE 7^ Z - 1/6. 0 ZIP16 0 PHONE EXP. DATE ZIP PHONE 6$Z -2.e ZIP Ig DATE 11.. 2 1 PHONE �/ �„p,,Z. CITYiZIPA n q( PHONE f - -- 5-7 PRINT NAME rerer �� (701.51.044.04 ADDRESS / fip.T f?' • b T GifeAsil \SeI APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 433 - 1851 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 433 -1849. DATE APPLICATION ACCEPTED 03130/89 COMMERCIAL - NEW. .COINAESCIAL BUILDINGS/A MOTE See tail* permit appNatbon and chaddiarlof. • aubmlfal requirements asssorXoca,nt Number ;' ... (2) e etatif construclf plans which inclu • Locatl of tenant spbas • Exi>stlng and parkir►p averaf bui ding piarf Tenant(ocadon • Use:of adjacent (common wall) tenant:, • C�versU dimensions of building or:quere foots •Floor pian;of proposed tenant apace. • T enant space pia i. hh use of o • Exit: doors, egress' pa • New walla, existiall and wa C detii: ross •sections showing wall oonstru g ctlon ant! method • attachment for Roor ceisn $truotural calouiatians stamped by a Washington State Acen eng ineer may btt required if:atructural Work is to be done (2 s rE :: N any u6Gty work la M be obne, submt separate u sury psi • Ncadon aril plants Completed.budding perrrritapplica i seasor A000unt Numi sets (2) of the foikiwi Spedfioatbns ral cdculatlon stamped by a Washington State OCen ,( Q 9oiis report stamped by a Washington State licensed Irap$ l survey rtahgy calculations stamped by a Washington State eng Meer. or architact g id. dascriptlon oddng tfrawinga,.stampod by a Washi amfthegt; which irtctude ,:....::; plan► RACK STORAGE Completed. permit 'application AssssorA000unt Number 7Wo (2) sets of plats; wh ch Ind Biding floor plan s howi NOTE` Include aWnenalons •of racks etpht wkldt astdJlwtgdt), ai and 011 Waya 90 lant SMttclurai caloulstione stamped by a Washin State lioarr • ertglnear (raair abraga e and RESIDENTIAL N EW SINGL.EFFAMILY DWELGIPIGS/ADDI ❑ Completed buildng' application (one for each sirup!! al Assessor Account Number :'. Two sets (2) of working drawings, which mcl ▪ Site plan • Foundation plan • Floor: plan , Roof plan • Building elevations (all cross - section :> • Structural framing plans Wa shington Stale Energy Code data, n Completed utility permit application ❑ Six (6) sets, of site plans showing utEties NOTE $uIoirrp site plan and utility situ pan may be comb*i Se uOii+TQ pmnr1t appllcation end checklist fvx specific submh4l !! Aa apoaraphlcal arts soils inkxmadon may be requ CWId4110rrR ;: Slic3MITTAL CHECKJST (h ; ;COMMENCIAL`;TENANT , IMPROVEME Completed Wilding: application (one' each :structure Comp leted building permit application (one for each struct uro}< Assessor Aocount.Number C Narrative descnbinp exiatlng roof, material being removed, and :moor*. installed 111U71c A oerilliaatlonletter is required prior to final inspection and sy off of the permit 2) ssitrof t3ite Plan ( showing building and locatfart of antenna/sa0siii0e d mails antenna/sateti(te dish and method of attachment woo* nii .:000.0.00 tarnpad by a Washington State tice ns RESIDENTIAL NEfMO Compktt# building permit appNcAti Assessor Account Number arretive dascnbing exisdng roof; �aeriai being installe A oerdllcaslon letter is oft o/ tl» pwnilt: ` . • Fl gra .: . R oot p lan natio • Building cross -sect • • St r a l nami plans tVOTE; if amy :uai+Mty iMark (s ro W done aodplans "mast boeub mlfteaR RROOFfi for eachstruotu 35977/5T7 8 5H'ct •C8JTER BLDG: 8 3L4cG. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO, q( J) g(Zz 2 -- Z - 7 r ‘t)( /.7., / gUoA g3000 29.4, 5. 90 t �-(9 Ze 117900 ! 70 C1 <<� . H0300 4/30 , [ tit) . cC�O��o L I ' f CIT OF TUKVVILA I FIELD TEST DATA TRUCK TICKET NO. / F32. f'7 7 TRUCK SAMPLED 1 6 / TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEM�'Q `fl 21.T. A CJ Q G PM FACTOR CONC AIR /o (0 -S r / gUoA 5. 7 9 0 TOTAL , DATE 2z-7i FILE NO. ri -3i P [J ECT Q •./ 20� 19‹ < A ez 6_ 6 LOCATION ge00 C tI /. I r,,l v, Gte OWNER _ BLDG. PERMIT NO. WEATHE Yom„ TEM�'Q `fl 21.T. A CJ Q G PM E`T A)d ARC IT/E�CT /� / l Ili/t., . .f}!vi RAC TOR Ga�4 /7 .._O rd-, l.. .,9A/LC 7 BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT e7 O FA. NO O 0 CA. / gUoA WATER 7 0 ` L TOTAL TO: ATTN: . A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 A)--D/4 tA Li/I I t e oNNI? 0 cifvfix-7-«. LPG lc-, 415 . 7 t "(dr a,4 % AO MIX NO. C( C( LINDER REPOR( CONCRETE: PRODUCERS AEA. PLACEMENT AREA 8 NOTES f/ • 2!_. I COPIES TO: )(.44 ! b[ Fid5, 'k1. , i LA) 4,4 COMPRESSIVE STRENGTH ADMIX CAC12 // ( i ce / NG- onTr Q� w►,✓ S . _ -) 7 - INSPECTOR: SIGNED: SEE FIELD REPORT NO. CR N.9 3621 PLANNI DEPT. I CEMENT DESIGN STRENGTH CU. YARDS PLACED A.A.R. TESTI BORATORY, INC. 3 co September 5, 1991 City of Tukwila Dept of Community Development - Permit Center 6300 Southcenter Blvd Tukwila, WA 98188 Attention: Building Inspector Reference: Shamrock Center - Building B Dear Sir: ROBERT E BAYLEY CONSTRUCTION, INC Fred Bushby Project Manager FB/kr Vb'bldglnsp.ib 5977 Robert E. Bayley Construction, Inc. Washington License 0223-01 80.DE- 8E•0375N0 Oregon License #29293 California License #350564 Utah License 00000. 29196 -0 Hawaii (Accost) #80 -9593 Maryland License 0113776570 Virginia License 0029109 New Jersey License #0100406702 Illinois License #55753805 This letter is to certify that the building insulation at Shamrock Building B is installed per plans and specifications. Specifically, the roof is R -30 rigid insulation under the built -up roof. The walls of heated areas are R -11 with FSK barrier where it is exposed, Between the second floor and the warehouse, R -19 unfaced insulation is installed. At this location additional support wires were located over each sprinkler head per the Fire Marshall's directive. Please feel free to contact myself or Ken randall (jobsite superintendent) should you have any questions or concerns. Sincerely, Corporate Office: 205 Columbia Street P.O. Box 4567 Seattle, Washington 98104 -0567 206/621 -8884 Facsimile 206/343 -7728 California Office: 3730 S. Susan Street, Suite 200 Santa Ana, California 92704 714/540 -8863 Facsimile 714/556 -1484 A.A.R. TESTING LAB INC. R.O. BOX 2523 REDMOND, WA 980/3.2b23 13WBE CER I II-IED (206) 881.5812 FAX (206) 881 -5441 7126 180th Ave. N.E. Pork 180 Site C101 REDMOND. WA 99052 August 27, 1991 File: 91 -315 Tukwila building Department 6230 Sout1 -enter Blvd. Tukwila, Wa. 98188 Project: Shamrock Center Bldg. B Address: 4600 S. 134th Place Permit; 5977 I.xe /Concrete Inspection 2.$tructural Steel- Welding & Bolts 3.Expansion Bolts 4.Pane1 Grouting Sincerely, A.A.R. TESTING LABORATORY, INC. Frank Foster Field Supervisor cc: 11oladay Park, Inc. Engineers N.W. Robert E. !Bayley Poet -It" brand 1« nsmittat memo 767 D RUG 2S 19 ROBERT E. BAYLEY CONSTRUCTION, INC This is to advise you that special inspecLions are Completed on the above referenced project. The following inspections were required and copies of all inspection reports have already been forwarded to you. All work inspected conformed to Tukwila Building Department approved plans, 'specifications, Director's Rule, UBC and related codes and /or verbal or written instructions from the Engineer of Record. Our last report is dated 8- 22 -91, number 4770. CONSTRUCTION INSPECTION AND MATERIAL. TESTING September 6, 1991 City of Tukwilla Public Works Department 6300 Southcenter Blvd. Tukwilla, WA 98188 Attn: Dave Larson Re : Shamrock Center Building "B" 1 4600 South 134 th Place Tukwilla, WA 98188 Gentlemen: Sincerely, Way 's Roofing, Inc. C C C Scott Akin Estimator WAYNE'S ROOFIN INC. /2Z__ Pursuant to your request we are here on certifying that we have installed a three ply, smooth surfaced, UL Class "A ", Fiberglas roofing system over a single layer of 4 inch thick (R = 30) polyisocyanurate insulation in strict; accordance with the requirement of Consolidated Fiber Glass Products Co. (Conglas) specification 11 RI- 24P -SS. The roofing system for this project was installed as a subcontract with Robert E. Bayley Construction, Inc. under their building permit #5977. The roofing system was completed on July 5, 1991. If you have any questions or if I can be of any further assistance, please do not hesitate to contact me. g.-7 1114 13105 Houston Rd. • Sumner, Washington 98390 Sumner(206)663-4456 • Seattle (206) 575 -0078 • Fax(206)863-8311 W A.VN- F.A- A Ed 'd ££9 -1. Jl'I I .di:08 S3NJ.df9 : H0Jd • .= . J,31J,dH '3'd:01 £S:80 T66 90 d3S 7126 180th Aye. N.E. Park 180 Suite C101 REDMOND, WA 98052 August 27, 1991 File: 91-315 A.A.R. TESTING LABO( NTORY, INC. p P.O. BOX 2523 REDMOND, WA 98073-2523 DWBE CERTIFIED (206) 881-5812 FAX (206) 881-5441 Tukwila Building Department 6230 Southcenter Blvd. Tukwila, Wa. 98188 Project: Shamrock Center Bldg. B Address: 4600 S. 134th Place Permit: 5977 1.Resteel/Concrete Inspection 2.Structural Steel- Welding & Bolts 3.Expansion Bolts 4.Panel Grouting Sincerely, A.A.R. TESTING LABORATORY, INC. Frank Foster Field Supervisor This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of all inspection reports have already been forwarded to you. All work inspected conformed to Tukwila Building Department approved plans, specifications, Director's Rule, UBC and related codes and/or verbal or written instructions from the Engineer of Record. Our last report is dated 8-22-91, number 4775. : , - 1 i. ■ , 1 '., I i Y i cc: Holaday Park, Inc. Engineers N.W. i AuG 2 9 1991 i Robert E. Bayley , I tm' uvoLA '''..',3 1---- CONSTRUCTION INSPECTION AND MATERIAL TESTING WAYNE'S ROOFING INC. WAYNE'S ROOFING INC. September 6, 1991 City of Tukwilla Public Works Department 6300 Southcenter Blvd, Tukwilla, WA 98188 Attn: Dave Larson Re : Shamrock Center Building "B" 4600 South 134 th Place, Tukwilla, WA 98188 Gentlemen: Pursuant to your request we are here on certifying that we have installed a three ply, smooth surfaced, UL Class "A ", fiberglas roofing system over a single layer of 4 inch thick (R 30) polyisoeyanurate insulation in strict accordance with the requirement of Consolidated Fiber Glass Products Co. (Conglas) specification # RI- 24P -SS. The roofing system for this project was installed as a subcontr Robert E. Bayley Construction, Inc. under their building permi The roofing system was completed on July 5, 1991. If you have any questions or if I can be of any further assistance, please do not hesitate to contact me. Sincerely, Way 'a Roofing, Inc. C Scott Akin Estimator r rP,11\d , SEP 8 1991 CIT Y Ur- I umwILA PLANNING DEPT. 13105 Houston Rd, • Sumner, Washingtan 98390 Sumner (206) 883 -4455 • S•attl• (205) 575 -0078 • Fox(206)853-8311 WA•YN•63•R•i0506 ze•'d ZE9 -1 9N1d00a S3N1.df1:WONd S992TEPT =O1 0S:80 T61 90 d3S L SYSTEMS IV FIBERGLASS ROOF SYSTEMS I145ULATED DECK TWO LAYERS CONRLY A -Iv 5E1 tH7O ROOFNO ASPHALT ONE LAYER CONOASE — M1125 PERFORATED SET OPT OVER iNSULATICN .RI- 24P -SS U.L. CLASS A / SLOPE RANGE: 0' to 1/2" r•w//wOwl� ■ mw,w•� CONCOCT CC -20 EMULSION •••---• POLYGON ROOF INSULAT ;ON APPUCATION" THE 14000 0E014 snag be fern, clean, dry and smooth eoplleatbn of roofing and Insulation materiel' Pealed wood native, its tame thickness ae ttir tnw;adon, shall be Installed at deck edges and to underlie any galvenitild metal flanges. NOM* shed ba nominal 0' wide or metric at''eeot ono 'non beyond ranges to be mowed. !IOCF INSULATION shall be spoiled In an approved manner with joints In the long dtmanalon of the board o0ffar1004e end lotnta it the Mott dimension of the board staggered it lent 24'. Insula*gn shall NirsIMfb fags duE to fat around projeatene. Oraksn edges or m=ssslve paps shall be properly titled is prsvlds a unfomi modem forth* roof membrane, ueferto appropriate mar Insulation system specification for additional requirements ?slating to inetilladon of roof Insulation and/or vapor retarder matarlal., CONSAUE M1123 PSPIPOMTID shad be applies at right angle, to the oontInuousjodnnof the audio. to be roofed, Paae angst Shall be lapped 2' on aides and 0' on ends. :an so the flow of water le over or parallel to, but never agalnat the t. I Extend to the top of the cant strip at the bus of wall* and vertical surfaose. Apply MO2I PRI9POMTED OIRY,,,WRHCUT ASPHALT. (During windy cond!Jons, very light sprinid. mapping May be nsueaary to t.mporartly meows the sheet to the Insuladon) EMBED two (2) pies CONFLY MV in shingle fashion, tapping 19' with a 17' swim CONFLY A.W shall be lapped n the now of woo Is over or Parallel to, but never ad einst the laps. Alf end Imps shad be it 'sea 4' and {scent end laps shall be at lent 12 spat EMBED she hull wldth of each Meet In hot ',shah applied d at a nontMU rate of 301a, per 100 sq. R, of roof aria Each ply Rested ii;My breamed, using a moderately soft aommsrniel push broom, as it it a otled. Al plies shed "Mond two Inches above the top of the cant strip, solidly adhered, auakloe or fienmouths shard be cut and repaired, VALI.CYI(WATE14WAV11 shall receive an extra Payer of OQNPLY A'IV which shad be at lout 20' .rids. R shad extend at least 0' up Morino, out of valteye, This ply Shop be aid on tap Ot burs shoot prior to a pllaetlon of other plies Embed the full width et rash sheet In a uniterm mopping at hot asphalt applied at nominal tats co go um OR 100 so, It of roof area. hS $Us1FACE to reeN.costing shall be clean, underm, math and dry. All flshmouth,, bucklers ordry isles shad be prepertf repaired anon, "ppll:aeon of owing, A minimum 30 day sure time dish be allowed pow be whiting. COAT NIINTI1Ra StJFFACIw1MCONDOATCC' 20 .Nofthnie()galton.par 100 aquels feet of roof area ON SLOPES exaeeding 1.1/: pee foal, alt SUFI shad be applied parallel to th.sfppd clank. On slopes:' perferal end pester, the pity sheets small be 'bsek.natled' to wood nahn OAP desalD04 In the ' 0.n.ral faequlrentenb aertiori, 1 tWer t■ ' 0eneral tigUremsnts' for proper melt point of asphalt 'Or elope Involved. kec L 'Kohut* n Uaulnmsnt7 from ral rAe m the 'Osn *token Ors considered ed part of the MATERIALS MATERIALS REQUIRED PER 100 SQUARE PEE1 OF ROOF AREA; PCLYCCN Reef Insulation 100 0g, it CONIBA91E MU: PEFIFOFATE.0, 1 ply 22 lbs. CONPLYA -IV, 2 piles Asphalt*, pile. (a SO rt Ihe. tit) Iba, CONCOAT CC -20 EMUL910N, 3 peril. 24 lbs. Accessories and Flultln; Materials as PMequlred NOTE! Retort* approprieta roof insulation systrm apssdtcetIon for breakdown of Ineulaion and vapor retarder materiels to underlie the roof membrane, 1 - FMNINTY SEP 0 81991 (AI I u I 1 t..w. w PLANNING DEPT. NOT; This ebeotiedean does nor qus>rNy MP • Conplaa Savior 40 Ouar*nt*a 1191 C oNSOL IDATE DrIiERGtASS CTSCOMPAN Y, INC . 310iSTA?fiMD sTRegr•IIAKEttsetei CAUPORMA933011q1.1.005)3naCd 20 'd z£9 -1 ON I d00d S3NAdf1: WOZId S99z.iI"t :O1 TS t 80 T6, 90 d3S 09/06/91 11:09 FAX 2063437728 BAYLEY CONST, 44- TUK PUB WORKS ;/J002 WAYNE'S ROOFING INC. September 6, 1991 City of Tukwilla Publio Works Department 6300 Southcenter Blvd. Tukwilla, WA 98188 Attn: Dave Larson Re : Shamrock Center Building ttB" 4600 South 134 th Place Tukwilla, WA 98188 Gentlemen: Sincerely, Wa is Roofing Inc. Pursuant to your request we are here on certifying that we have installed a three ply, smooth surfaced, UL Class "A ", fiberglas roofing system over a single layer of 4 inch thick (R = 30) polyisooyanurate insulation in strict accordance with the requirement of Consolidated Fiber Glass Products Co. (Conglas) specification # RI- 24P —SS. The roofing system for this project was installed as a suboontr Robert E. Bayley Construction, Inc. under their building perm The roofing system was completed on July 5, 1991. If you have any questions or if I can be of any further assistance, please do not hesitate to contact me. C S cott Akin Estimator MEM SEP 06 1991 CITY OP TUKWILA PLANNING DEPT. 13105 Houston Rd. • Sumner. Washington 98380 Sumer(206)863-44515 • Seattle (206) 575 -0078 • Fax(206)863-8311 WA.VN- RR.A•MIOR 2.12I•d M ; -1 glNi-liInA Ra NAHM!LInUJ inntua •�•�,.. -„ 09/06/91 11:10 FAX 2063437728 BAYLEY CONST. 4-' -' TUK PUB WORKS September 5, 1991 City of Tukwila Dept of Community Development - Permit Center 6300 Southcenter Blvd Tukwila, WA 98188 Attention: Building Inspector Reference: Shamrock Center - Building B Dear Sir: This letter is to certify that the building insulation at Shamrock Building B is installed per plans and specifications. Specifically, the roof is R-30 rigid insulation under the built -up roof. The walls of heated areas are R -11 with FSK barrier where it is exposed. Between the second floor and the warehouse, R -19 unfaced insulation is installed. At this location additional support wires were located over each sprinkler head per the Fire Marshall's directive. Please feel free to contact myself or Ken randall (jobsite superintendent) should you have any questions or concerns. Sincerely, ROBERT E BAYLEY CONSTRUCTION, INC J Project Manager Fred Bushby FB/Icr \tb'bldgins 4that, Robert E. Bayley Construction, Inc. Washouton Loam's 0223.01 R0•BE•RE- 9375N0 Oscan License #29293 Ca'dar he License 0350594 Utah Lc.n,' ,0000.29199.0 Haws+ License 09C - 9593 Maryland L eenn 419779570 Wpm L,censa 0029109 New Jersey Licence 00100405702 Icnos Lcence 055753855 Corporate Office: 205 Columbia Strain P.O. Box 4567 Seattle, Washington 98104-0567 206 /621 -8884 Facsimile 206/343 -7728 California Office: 3730 S. Susan Street, Suite 200 Santa Ana, California 92704 714/540 -8863 Facsimile 714/556 -1484 01003 ,-- zz -f DATE (1 FILE O. 7/ _3 ( &P 6- 4 P CT ,Q ADD 1 BLDG. PER NO. 7 7 C lG,i 9- OWNER WEATHER C�7NL TEM a AT AM (� AT / _, PM ENGINEER vc..rit,C A . ARCHITECT a RACTOR TO: Y A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 AA sue^ 4©0 $ 77G L ,0 /6y INSPECTION PERFORMED: ( FIELD REPORT RESTEEL O FOOTINGS CONCRETE O AUGER CAST PILING O MASONRY 0 SLAB O STRUCTURAL STEEL 0 WALLS O WELDING 0 BOLTS COLUMNS O OTHER 0 OTHER LOCATION(S): S • Z? -,�? i iI �� tniV 7 �ZZG141 . SUPPLIER REMARKS' Date or Plan Number PRIOR REPORT FR N 4775 / / CONCRETE 0 GROUT 0 MORTAR / MIX NUMBER ` / DESIGN STRENGTH 36V0 CYLINDER REPORT NUMBER '3 -/ NUMBER OF SAMPLES CAST SLUMP AIR CONTENT TOTAL CU. YDS. PLACED CONCRETE TEMP 7 TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO 4 3-7 a, ) c 9Ar 7 4 !.!/ld -7 G 2t Goa COPIES TO: 1 V-w►1k (ckb V\s■.Y.e•ers NUJ,, No\ad - � �1� A.A.R. TESTING LABORATORY, INC. CZ 7-7 SIGNED .A' -��,A .. INSPECTOR' DAT _e'('— 7/ e .-.. L 3/5— LOCATION #00 -' . 7 /9. fC/ 9 PERMIT NO. 7 OWNER WEATHER / TEMP AT AT AM PM ENGINEER � %Vt S HITECT ' A I CON •ACTOR • Jo. / ' / J OAS FIELD REPORT A.A.R. TESTING BORATORY, INC. P.0 ' • X 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: /I .0 (-.4-- P~C 4fX., DO cld'71 /,Ire - o ATTN: £, ' t 1 MJ COPIES TO 'u`C.WI`a ZIc • 1)� ttt / av ■P q tt•) 406 drk 1 tr k 1 6 1N e- z ?. - ql SIGNED: PREVIOUS . REPORT No. No 1666 6 4 X/I-ef7 erIVAr0 a-e-7 2? 7AT /// 4 - (9 _; AZo INSPECTOR: Z4 / V / FIELD REP DATE FILE NO. PROJECT .41/2i 0 4C c rR. v-176 B ADDRESS Lid ot.) S . 13g pi_ BLDG. PERMIT NO. OWNER WEATHER r'LJ TEMP AT 8 ;00 AM S, � AT PM ENGINEER t. Mll e . AI CA) ' ARCHITECT CONTRACTOR R. F r yi_ y CoNST. (;53 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: {foLg nAy-- PARK rAIC ATTN:.Qt ja(l I. p' f2 Al j1402 ter 16? ,s-a 60 0 .5`grAlt(ri• c, 761c E INSPECTION PERFORMED: FIELD REPORT • RESTEEL .1 CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER SUPPLIER (Y1 I t.� - `t' MIX NUMBER o cj x CYLINDER REPORT NUMBER L - / . l o. ? SLUMP `-1 n AIR CONTENT COPIES TO: ' fiuk-wt to, 3 - i' ) £VIShee6 INSPECTOR' U-t. V, C341 Lev 1 oka - Pao-1t_ A.A.R. T S N (v--t "�,I SIGNED' Date or Plan Number PRIOR REPORT N2 4918 FR O FOOTINGS O AUGER CAST PILING ■ SLAB O WALLS O COLUMNS O OTHER LOCATION(S): a?'ta)EFX( 13 f o L. ; N r= c ,) • o t= S' Li Az . 6 I rW c,) aL K 4 4 g TV cv " orb' L T-o D . 3 4 /q Tv A. L t et ,; Ba.sigr-r 7-Av., p R (nl „ 444 . ▪ CONCRETE O GROUT O MORTAR DESIGN STRENGTH t'Oo o NUMBER OF SAMPLES CAST 3 -Co X 1 2 TOTAL CU. YDS. PLACED 6 CONCRETE TEMP to ° TIME C 3 0 ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. A YES ONO REMARKS' 1,37 L J a L ,a.c�Tia -1,r Jr ) 4} ciee,-7 C s Pee - r) ORAT • RY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 6 54 L I 4 4,- ILI 7 dog& _ /o7/00 ....--,/,€--. 1-1 /-/ X? 0#41 G, 56 6 TOTAL - 4- 5' 18 1 4 567 & u 41 7q/oo a zgo 0 FIELD TEST DATA TRUCK SAPAPLED* /Z3 TICKET NO. ice / 753 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CORO AIR (pl 47e _ .......-7$4--- ....--,/,€--. WATER X? 0#41 TOTAL DATE d _ 7...._ 7/ FILE ; ii, ......3/.3 C .1Eda$: PR Aftlikrl Ci/ LOCAT4p de ._5 4.7 0. i. BL:75r&,o. o w g ,F . 4, ,10,,erfr WEA ThER FA. TE-P.;-, ENGINEER irde% ARCHITECT /760 CONTRACTOR , ,F,41/Zej/ eivvnit_6alot BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT FA. iy r#A. /760 WATER X? 0#41 TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073-2523 DWBE CERTIFIED (206) 881-5812 FAX (206) 881-5441 TO: / 4 1 -444y),/ ,PAtwd, ..r/te ATTN: A1/11/4 /640/1/4/0 6 / 6 / 4$ 600 ariv, bin 76/O MIX NO. 4 0 fX CYLINDER REPORT SEE FIELD REPORT NO. COMPRESSIVE STRENGTH PRODUCERS CONCRETE: Ar-Z/g3 CEMENT AEA. ADMIX CACI 2 PLACEMENT AREA & NOTES ..: . A':.,/ V, / I4' i . INSPECTOR: COPIES TO: - 1 - 114W ICI - BO-S. 1)* 2-$A5MetV'S A.A.R. e e , - SIGNED: EST N2 4112 CR s_ o RAceli tit/ Sia L /9A) .555u LAB CU. YARDS PLACED 24, O 09 DESIGN STRENGTH ...e RATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. s594 5 s- 2.c. 7 6 ?OA 1 g5 -0 /079 0 0 3 Tao /---( 3 1 6-it( a I /72800 / /0 I-1 s---96 6 - /t-/ A$ /7/500 h070 1 FIELD TEST DATA TRUCK SAMPLED � TRUCK TICKET NO. 1 73 (0 3 7 THE SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 4 3'2V 4 1 g5 -0 5a s$ ,5-4 TOTAL DATE / 1 _ cf i 7/-3I5- PROJECTS. I g M v o L ih 8,0 9 LOCATION 4600 5 13 4 k / c e- BLDG. PERMIT NO. -5 777 OWNER WEATHER OUe r cv 5 /...- TEMP �^ AT s p AM AT PM ENGINEER ,� / 1 Ak} i * Ne.ers /v W ARCHITECT CONTRACTOR /I G /�'1� PC E V c[ 1 f t. 1.2 Ce q 3* BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 5/7 FA, /,3 YO - A 1 g5 -0 WATER zrs TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881-5812 FAX (206) 881 -5441 TO: 0 1 e-t. c P qr k - h c_ ATM: L3'6 Khit L/ Co PRODUCERS 6/ 6 114 A v e- 4■ 6 Oa 5 cAa, 9 Wori MIX NO. CONCRETE: © c' CYLINDER REPORT A; l COMPRESSIVE STRENGTH AEA. ADMIX CAC12 CEMENT 1 4 it SEE FIELD ei 6 51p REPORT NO. N2 3959 R CU. YARDS PLACED 9/6. % DESIGN STRENGTH 3 ©OD PLACEMENT AREA S NOTES B19 i h I -c #1. o r J 5' l e ✓ t K e r 4.1 t re v e ,, P'O" 3,54 , /�ue_ - CvOL4% 3e1 -to I Vita ( fro � � A10 tM . c tN; /O Ac a,-.1, Jock ref • wgt/ ,/ INSPECTOR: •• ` —M COPIES TO HOL! I)K/ - IIAN Ett1(I AIEERS 1.1Wi A.A. TE T BOR TORY, INC. RE' B+W LE`/ / TU KW ILO `DEPT 5-31gisIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 53 S 1 5 - 7 (X(? 17 go /2020o ¥250 3( 4I 5 5 -2 28 `I'l V ci-Z.1 2.8 5t7 s4�o0 5 I ... f�.. z (.50( 6 33oo 22 40 SL4-ni � s� 5 C /0600 3200 54-oZ 5 -s P /c.`� 9 7000 3568 \i FIELD TEST DATA TRUCK SAMPLED ) 32 TRUCK TICKET NO. 09 V s TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR : 36 S 17 go ARCHITECT Ce 561 6 A I TOTAL DATE -/- 7/ FILE NO. 9/- 3 /s DESIGN WEIGHTS PROJECT i n G,rv*" 'o (&,-t4-' ADJUSTED WEIGHTS LOCATION c/ S. 1 (4 p 56 L I BLDG. PERMIT NO. OWNER FA. WEATHER 3 c../Y1 ✓-t / TEMP AT AT AM PM ENGINEER �'1� , 1J& (� / U'�- 17 go ARCHITECT CONTRACTOR ` /' h ,1.5 /& )/. (T-Ls 2 BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 56 L I FA. / cic-(Q CA /S' 17 go WATER 2 6 A I TOTAL TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 h ce. y ter, c A /J CJY"N ►'1,' C C! N N C41 Jz /s1- GA ( J& 3u :1/4. Ciz au _-1-.1.k . 9 8/0 c-( PRODUCERS AEA. PLACEMENT AREA & NOTES MIX NO. / () CONCRETE: COPIES TO: HOL.ft DF 1 PA RK ?E 1319 ■/ LEY/ CYLINDER REPORT COMPRESSIVE STRENGTH CEMENT INSPECTOR: EWL\NE RS I\.L X) (T KWI LA 131.1D C. DUI SIGNED: SEE FIELD REPORT NO. N_ 3887 CR CU. YARDS PLACED / J • DESIGN STRENGTOU CS DMIX CAC12 n c (Q'4Q /a C.12. c7( l .•e=k m mQcham;c 1 (� n cf - Sc� I �Ac 4Q � . J� e ; C fc >�i � e d f 1 /(12. 06z 1 r'' �(ceckir Err+ /oc (71-1 3. , S A.A.R. TE TI, • BORJ TORY, INC. DATE PROJECT 5 /.K /. P G—As LOCATION 40 / . / 9 4 -/ • BL WRT"NQ. 7 7) OWNER YEATHER TEMP AT AT AM PM KY/v. / y ENGINEER �i1Irrot_a N ARCHITECT CONTRACTOR /2 -E - G , Pa,t�s FIELD REPORT A.A.R. TESTING ABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: ATTN• �i Si 1�.. nvy A�f euG- x /1423 -ri240, Q m,t) r•tg.47' o k/ / 7 7 � Jlo �t7,.oit sa �.� /�./ a s *4 ,S G7o i..1 � , � o /.►' /. 1,U` - > Iiv 72v17 e z/} 'D C itt Ti A.?) u 42/ &T. COPIES TO f frpt.i.< e .44 711 A--, �'j - '' /D Cl HOL, DRY - PR EK.1 ELI,CIUEEES N W / "35 COUST . - 11) KU.II LA 1;3\ IY,. 1 INSPECTOR: FIELD EP• ' T SIGNED' PREVIOUS REPORT No. d�f.CT�,uc— No 1645 DATE I ' ma y Z3-7/ 4/"'. 3 /_1 PROJECT p �/t-OcX 46 e- .l3 LOCATION Q(0 I V " d 4 W uTr hip. OWNER 4 ,7„) TEMP AT AT AM PM ENGINEER S � ' Vn) ARCHITECT CO RACTOR FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 T O: /V4/7)/4 474( ^ e- 6 /6. II-i° Ck &7 /a © €o TA /d ATTN. 4' 'V � l G ` / &1r1/} -7,k /I4m R,a - -- 14/17/4/ fc4 .eaL2) . S-70 c5 COPIES TO NWT WI LA 15 L 1)6. DEPT - S 3l~ l ti O LRD AY `PR RS. GI MELEE. 69.v tr 0.17;o/✓ ,•1# INSPECTOR: PREVIOUS REPORT No. T No 1745 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5 '' S C k. 1 c - I 5 -5i 7 t_xr? /7 g 0 /2612 0 o V250 1 4! 5 1 -21) 2. 8 /500,0 54 e) V -2-1 28 , / 51-45o0 5 4-70 cp400 5 I . - 1- '; Yc-. 2- &)(i 633oo 2-2-4.0 $L72. cg-ol i ( 4:-r/. c/ 5 got000 3 z 0 0 5 4-o2 V 5-8 . c.... 1 V qq000 356, NII FIELD TEST DATA TRUCK SAMPLED / 32 TRUCK TICKET NO. n :D oe'C... TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR AM PM ENGIUEER , 6.' , rix-er /0 . LL /7 g 0 ARCHITECT 93NTRACTOR„, YINZ 3c,,v/ C 1k ( - 1 CO DATE c - 7 - 7/ FILE NO. 9 /- 3/s - DESIGN WEIGHTS PROJECT -rock C st_rvi- k. r.- ADJUSTED WEIGHTS LOCA 56 LI J_3112G,PEfitfifr140:--N, OWNER FA. c....An be;■ %.1 TEMP AT AT AM PM ENGIUEER , 6.' , rix-er /0 . LL /7 g 0 ARCHITECT 93NTRACTOR„, YINZ 3c,,v/ C BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 56 LI FA. /c•-/c/ 11 C.A.1 /7 g 0 WATER TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073-2523 DWBE CERTIFIED (206) 881-5812 FAX (206) 881-5441 TO: /c /GI d y 2J C C us& co (.5 44/A . 8/C Lf MIX NO. i() CYLINDER REPORT PRODUCERS AEA. PLACEMENT AREA & NOTES COMPRESSIVE STRENGTH CONCRETE: CEMENT SEE FIELD REPORT NO. _7 N2 3887 CR CU. YARDS PLACED / . DESIGN STRENGT‘O C.) CS CAC12 IC I'Q IQ 42C.c l/ .'c=k ? P t y relp rri chafucqiiy. j t 7 QfJ � f1 /Le 0 4 cs r(cyckirwerl- /Occ.-1 Ten 5. INSPECTOR: 3 COPIES TO: HOLADFN 1 *SFIVLEVJ A.A.R. TE5TINABOR TORY, INC. F 1■14-,A1F. FP S h I V) I'M 111) 011 13 1:::2.1 rtf !WV= A CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. — m 5 /7 = `,i - 7 6K/� l O5 - 0 1079 3 2 zo i - ( s-7s7 L 6 -"' al 3" 8 r 6 -/ AV _( 1 1 FIELD TEST DATA TRUCK SAMPLED /6 TRUCK TICKET NO. 1 73 4,37 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 5 :620 4 l O5 - 0 J k 6 S4 TOTAL DATE FILE NO. PROJECT,. ! h q t !� o C k 4344 G LOCATION 46oc7 5 /34 P/q c OWNER glp¢- pEpFA(T _ 9 7 ) WEATHE = 1.� OUerCc75 7 TEMP S AT $ ,,o AM f AT PM 1 ENGINEER / LO ARCHITECT CONTRACTOR " /� y_Coh3t BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT S/7 FA. /, ft) -,TCA l O5 - 0 WATER 2 t5Y TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 •2523 DWBE CERTIFIED (206) 881 - FAX (206) 881 -5441 TO: 1 - 10 1 ek c9-a ,, P c r k. ,� h ATTN: 13 ®K AI' e_ 0 CO t/ et 6 I & 14-IL A „e goo Wca, MIX NO. CONCRETE: o CYLINDER REPORT e5 COMPRESSIVE STRENGTH PRODUCERS AEA. }'� / ADMIX GAC12 % DESIGN STRENGTH 3o00 PLACEMENT AREA 8 NOTES 13 l9 SAca✓ iteG E- d wa // 'litr '`I.o 335 e 4 y our 3o S'fo I` ) Re I fro 4, Aio 131a 6s /O /oak, Jock (e? wall . ,4Ps INSPECTOR: 715P'a"' 1 V1: 1-4 c r r COPIES TO: HOLRDRY - 1 7 /11LYI I Ebl(sI VEERS NW CEMENT 1 4 it KC B+R / Lt// TU KUJ ILI1 ISMS.. 'DEPT 531g1SIGNED: N_ 3959 SEE FIELD Zit_ 5-6 REPORT NO. CR CU. YARDS PLACED 5/6 A.A.R TE T - - BOR TORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5E60 4 7 4 2CP 5 -3 7 1 AT AM AT PM 1 1 3 Zoo o dr ,, S. S" 52 t ARCHITEC S' 2 . MI 1 $ OD j I (c MI I 52.70 S -2 -4 2.g I o70F 1 9 0 FIELD TEST DATA TRUCK SAMPLED /3 TRUCK TICKET NO. /7 / 7 SJ TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR /o:Ao C / Y AT AM AT PM V/1 ENGINEER ' ', 1 u( S. S" 5 ' ARCHITEC CONTRACTOR R r2.. .8C1/4 V /(\c CCP 57 DATE /-z Cr - 9 / FILE NO. 91- 3/ s PROJECT S / . 1 b - , o°`• el c Xk C'e. t e- ..h 44 B LOCATION Yt c o _S . p /3 y'r` f C . ,QLDG:'PEfl lrr NO. ----,\ 5 ! f OWNER /3 d T HER TEMP AT AM AT PM V/1 ENGINEER ' ', 1 u( A) w. c2 5'( v ARCHITEC CONTRACTOR R r2.. .8C1/4 V /(\c CCP 57 BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT Si 7 FA. /3 d CA. / - W A T E R c2 5'( v <TA/s TOTAL TO: Soc., 7 /1/-c / . 93 ( MIX NO. o 9 CYLINDER REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) � 881-5812 FAX (206) 881 -5441 /'c /� cla y ✓ /C, S✓1 C ATTN: c /f, / 57- Gt v cL ;Vt. Le p SEE FIELD REPORT NO. COMPRESSIVE STRENGTH PRODUCERS CONCRETE: ./ S CEMENT AEA. ADMIX CAC12 PLACEMENT AREA & NOTES L. !uQ_ `S .3 1 COPIES TO: INSPECTOR: ors f� /lj J''brc &d. N2 3883 CR CU. YARDS PLACED <./Y DESIGN STRENGTH J CO 0 A.A. . STI LABORATORY, INC. SIGNED: DATE --/ 7 9/ FILE NO /_ 5/-5-- PROJECT 5 h � 1 lc, Q � t p OG � L / J 1 �D ADDRESS "7(6 0 ( w /3 ,� k h C e. [/ BLDG. PERMIT NO. PERMIT ‘..5 ? OWNER WEATHER O J e vc 4 S TEMP J / AT it AM I AT PM ENGINEER ARCHITECT CONTRACTOR c ' t y l e Coif 5 1 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: ATTN: / c / mac cQ4 P°I '' 1S T.- c_ 6ok h c Q C-oh NtY' 6 (6 /5/ 5ti,`7' 5,0 '1, t4 at. R'vie Ai INSPECTION PERFORMED: A RESTEEL CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER LOCATION(S): 7 1 k pauv S Cp a hh e /s "Fa .5441) g/� ,V / Y►'7'eri or S 4 c-qv - pa 4e�� . ) 0 4 - p^ec9r 0A7d�( I 1 N e - E 3-5 / , ) i 4 ' 3 . 5 / ) ) e- Cv 4 7 E- 15 AS C.- fey' PA( 4-44 65 /o a d I' K dock ,qQf . 9 s SUPPLIER A i e S MIX NUMBER COPIES TO: o FIELD REPORT 3 CYLINDER REPORT NUMBER SLUMP '7' AIR CONTENT PRIOR REPORT I- IDLFIDFIY PF?RK I C.AIGIA)ECRS INSPECTOR* 7 ^ 1 i FR N° 4656 FOOTINGS O AUGER CAST PILING SLAB 0 WALLS O COLUMNS O OTHER CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH 3 O o 0 NUMBER OF SAMPLES CAST 3 -6)(1 TOTAL CU. YDS. PLACED ?6 CONCRETE TEMP S S TIME 712 ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. h YES ONO 1� Date or Plan Number REMARKS: C.-04c v ( �- uU c■ 10 [0 a c -e c9 Io) ia cr o cQ cr o'r r k eto\ k f - ,_ evHC M ec Ctah,'cal y coo s.ol e - eck e R e. Te( co�/of� ecK wt pia t s , /V1 , -- C ( eak W c 10 rec11 AvecS a v . ,6 ccwp'f'S hec1! b eTor p(a c.1 1 ) Ce) n c / / ' l . NUJ RE - SPNL /) TUKWt L? A.A.R. T STING = • RATORY, INC. E LDG . - DffP T 5 - I SIGNED .s• CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5835 ,5'"�/s CONC ,s - 27- Z- 6 se- I* TEMP g 70770P 3 Ri0 ` S •• r 8 - r�o 6 ( -/Z Z 8 S $S7 CONTRACTOR 6 —IZ Z8 j FIELD TEST DATA TRUCK SAMPLED /� TRUCK TICKET NO. /73 (1,1k TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR Z- 3 ti TEMP g C AT AM AT12 : D 0 PM ` S •• r 6.s r�o 6 ARCHITECT TOTAL CONTRACTOR DATE G S cs 5/ FILE NO. ?/ - s DESIGN WEIGHTS PROJECT ADJUSTED WEIGHTS CEMENT LOCATION V600 s / FL BLDG. PERMIT NO. OWNER WEATHER t TEMP g C AT AM AT12 : D 0 PM ENGINE /ERA /V 1 �W /a /i) • ZE (441_ ARCHITECT TOTAL CONTRACTOR BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT v5-7 7 FA. / 3 2 27 CA. /8 ? WATER ZE (441_ TOTAL ( A.A.R. TESTING LABORATORY, INC. ` I MIX NO. c) 9 CYLINDER REPORT P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: 44-)LR -�l9/ 91€ 2 C ATTN: / 6I_Z2; - �/� I 41;4):;;- COPIES TO: H O LM I T PIEV,1 k16)1 A 11 IZ t MU), RE 51 L 1 / - 1 - 131 4 .1A) 1 119 221..10‘.. COMPRESSIVE STRENGTH PRODUCERS CONCRETE: / 77/2G=7.5 CEMENT CU. YARDS PLACED cam' AEA. ADMIX CAC12 PLACEMENT AREA & NOTES .r')Q ' A le ,`A-4 7d i A104-1 / Ly-1 / n V 'e /V"°4. INSPECTOR: SIGNED: SEE FIELD REPORT NO. yyy CR N2 3649 DESIGN STRENGTH ?C� A.A.R. TESTING . = ORATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. S CO .C/079/ CONC 6 7 6x • i �z . ARCHITECT /D 5300 3 720 / o f / TOTAL 6.- 7 �R cs 7 s�c8 L---� a8 FIELD TEST DATA TRUCK SAMPLED Q /1 TRUCK TICKET NO. /72:1 4 6) / TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR OAP 3%y ARCHITECT A RACTOR F gosy q /e 4 � A.i<- f 5:5 e4 4,4--- TOTAL DATE --/ --19 / FILE NO. 9/ 3/s 6/b6 4'' DESIGN WEIGHTS S ,4A./RL k LOCATION Q -- ) 3 V 1 .2 /1/27ec CEMENT BLDG. PERMIT NO. 5-9 7 7 OWNER Ar 4- gi R TEMP AT 6 .5(' AT AM PM ENGINEER e s / YLc_/ 04 ARCHITECT A RACTOR F gosy q /e 4 � A.i<- f WATER BATCH DATA FOR I CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT - 2 7 FA. 4,79c 04 /g5 WATER ze TOTAL CYLINDER R EPORT R SEE ORT N FIELD O. �f r � /.2 EP7 A.A.R. TESTING LABO RATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: fix /i4r PA , f .0,2 K _kw ATTN: d ,rlN i e_ Q bi /N 4./4- !s.r ui 4 Sa.,q rf/� /4:J4 9 2 jA 9 MIX NO. !9 C CONCRETE: ; ! e,5 COMPRESSIVE STRENGTH N_ 3275 CR CEMENT PRODUCERS AEA. ADMIX. CAC12 PLACEMENT AREA a NOTES ChpS i eta S F/2; P ,) S 7iP0 c. k p o0 2 COPIES TO: FtOL A M/ PFl{z.K 1-?J Gq.lEER3 Jw/A. A. R. TESTING LABORATORY, INC. RE Bh\ILf_•I, TUKW \LF1 ELD6 . DEP 7 SIGNED: CU. YARDS PLACED DESIGN STRENGTH CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. S7 J d A/-23 4 i - 3 ° 9 �x' - TEMP //5900 /L /D a 574 Sk 513 / da 6 21 2._,R J CONTRACTOR R C . Ri9-.4 6 MOD 00 1-95D Z _,� I it/goo 4z?90 FIELD TEST DATA TRUCK SAMPLED / 2.. TRUCK TICKET NO. / "2/ -//7/6 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 6-'5" y %- TEMP ' 8 AT 8.' / AM AT PM 574 Sk 63 da ARCHITECT TOTAL CONTRACTOR R C . Ri9-.4 6 DATE 1- - S/ FILE NO. 7 / - 3/ s DESIGN WEIGHTS PROJECT `'5Ai1 2 C/t Ce "f L/ 7 LOCATION yl oo s • / 4 ;aL BLDG. PERMIT NO. L.4 OWNER WEATHER Tf!- /,i 1iD TEMP ' 8 AT 8.' / AM AT PM ENGINEER �f gAZ. ARCHITECT TOTAL CONTRACTOR R C . Ri9-.4 6 BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT l e r/ 7 FA. f ?,b C.A. / B3-6 WATER �f gAZ. TOTAL TO: /)J 4094/ c ATTN: "l?,12wJ/ O C e2,1//t/C-A J � CJG SU 17 6 O o /l e /e ).4 9 8/° PRODUCERS AEA. ADMIX CAC12 PLACEMENT AREA & NOTES p.9 v./ R / .Z R / Q 4 9 5 A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 MIX NO. Uj CONCRETE: 729/ CYLINDER REPORT coPIES T \\ .X W ,\ 8 5.1, r E, 1' , r,eers OW/ A. A. R. TESTING • BORATORY, INC. t • - 9asL SIGNED: 6 ILA . 1 - COMPRESSIVE STRENGTH P1 SEE FIELD REPORT NO. 4 " / 7 Z INSPECTOR: N2 3492 CR CEMENT CU. YARDS PLACED 4 / DESIGN STRENGTH (Ye e, CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO . b 8? 6- l - / it- 1(o 7 ) j ( / ,S� / 04L4LaO 3 690 S 6040 L 6 -l1 2.5/ AT AM AT PM /b 2.0 pp 5 64Q( v 1 ) /6 /5o 5-7 FIELD TEST DATA TRUCK SAMPLED /0 3 TRUCK TICKET NO. / / 2 C/ Q TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR : 3 0 //( j ( / ,S� OWNER S 6S (, ild TEMP AT AM AT PM EtINEER ARCHITECT g RACTOR 1 / 1 , DATE ( "I' - / - 7/ FILE NO. 9/- % MOIST /s PROJECT S i c ■ e ([?.i �-t r bl d c. b. LOCATION L CO S . / 5 ' - / �, BLDG. PERMIT NO. s °r 71 C.A. j ( / ,S� OWNER WATER WEATHER .SUnrNY (, ild TEMP AT AM AT PM EtINEER ARCHITECT g RACTOR 1 / 1 , BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT S /1 FA. / 3 U C.A. j ( / ,S� WATER 2 g &A/ TOTAL TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 ATM!: C. / G /STGL►Q 5 fe CQ CC) SCZCZe, 1 ^- ) ■ 9/C) PRODUCERS MIX NO. G 9 CYLINDER REPORT SEE FIELD REPORT NO. COMPRESSIVE STRENGTH CONCRETE: 7 c C _5 CEMENT /c/71( DESIGN STRENGTH (")n e AEA. ADMIX CAC12 7 / n PLACEMENT AREA a NOTES C (}YT 5 r'C A. e/4 v ; C-. ivee-A,trl _cc / Loisdl:GEc . ZI../ - /, /.s /7, 12. /94 INSPECTOR: - c tGG -irf2J COPIES TO: --ru‘ wAct (p� � 74 &t INE..ers MU) A. A. R. TESTING = BORATORY, INC. ? �et 1 '' HQIQtXIA� -PlYIC- SIGNED: r' �.� at 40 1 4 . di he N_ 3440 CR CU. YARDS PLACED 1/7 DATE 9-50- , 9./- s/s PROJECT 5h9,fel m e T f ee /2 e-f' b /o/ ,.3. LOCATION /C?■o 5 . /3 Y'" r � BLDG. PERMIT NO. S 9? - 7 OWNER WEATHER / .S c../-,-1 ,- y TEMP AT AT AM PM ENGINEER bn 9 . /I ,Q -Q r' S /U.. ARCHITE T CONTRACTOR 7 g � / v /4., cp-) S;- FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO Pr) n /Q Q�. y— g e• ii'- -- C / 1 v< "ii S v; 7 0O SQ 0. ff /.< C. .i,_ ?ye) cr ATTN. R r Cc\ lz oil -wit p C •/;- dYTh � (; 1 pc,���� � •=k a nt 1 OGOI. � r;(c Ck c P bid 7 'CI. L S f t,) �2/dGJ / c re �I SCIe�Qn c R� I tr - ' i A P0tn.,c /S, 2 f hor;Zon4a 1 ave/` 5/O L) ciowels Panes 15 n- ,:SS;r - �© 2S = G , .�ca.C. , v a r 2 m; 55:1- - l s (.PT (J2 2 » T1- CCr> I; c n CA- CA.( p r-rkik eA 10/0,-) p .. c e k C ors c re ic e, COPIES TO• `US�W \Q.. RI\c . - Deqk 1 \.5WNeerc . I \In`Di- 41.4 -arc.. S -1-° SIGNED* PREVIOUS REPORT No. g .3 and ( ?An, .c o $` v1 Q FIELD err Pc : n iv V c n : ! " n noickm- EP. No 1605 DATE L --/$ — S/ FILE NO. 7/ — , ? /.c PROJECT /� y S7 7 t/A Qe t , t l.i aW.__^r.G! , k ADDRESS /gGb.S•A ?V /' BLDG. PERMIT NO. ,c OWNER WEATHER -r ie- TEMP AT AM (Oe C AT,...! U Cl'M ENGINEER / 7 , 4; V & ) ARCHITECT CONTRACTOR /7 • l 4L/r y ( /0 5.7 TO: ATTN: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 /#917 PAO, d ) l ee)•.j) nJ ,772 INSPECTION PERFORMED: FIELD REPORT RESTEEL ED CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER LOCATION(S): �� >r — / . �� �"/i2 /�eTTh�rrv� /vim 75L,De t7cz A - SUPPLIER /'L// — s MIX NUMBER D 9 CYLINDER REPORT NUMBER y SLUMP AIR CONTENT PRIOR REPORT a FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER X CONCRETE O GROUT O MORTAR DESIGN STRENGTH 3o a NUMBER OF SAMPLES CAST t? 6x /2 TOTAL CU. YDS. PLACED 6 CONCRETE TEMP 6 s ° TIME . = .Z ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO N2 4444 FR Date or Plan Number REMARKS ' t i2) , _.:3/ -_ )) �/Ji�iJd d7J �•C �s �° s , f aBc�.cJ/� C'� n pgsf� re) ,».,.' ) j 15" COPIES TO: ML -ADFW 'PR ' EkiGUE INSPECTOR' NW, KE BF Lf'', TL)1 A.A.R. T STIN ORAT RY, INC. BLD .DEPT 5-1 I SIGNED �� DATE —/( si FILE NO. 9/ - 3 /5 PROJECT S/ /?v ie C77? And g f c• ADDRESS yl 0 v /3 4' P4 BLDG. PERMIT NO. Li 5 OWNER WEATHER e C/ vim // TEMP AT AT AM PM ENGINEER / c'=;(/r' A/4) ARCHITECT CONTRACTOR / ?• /= S,4rvi Y TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 /7 PA - Rg :AA/c ATTN: )A/4 - c) C7UNA.) e 4 lla / sr C se 6a 0 2:5/O y INSPECTION PERFORMED: FIELD REPORT RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER SUPPLIER MIX NUMBER CYLINDER REPORT NU R SLUMP • CONT REMARKS: �C. S 77ei%o ja .1111. e 9rr�'Z� COPIES TO: ► Nut R Oa.le).J nb 4ji3 - Pay k S - 11 - OIL Y5INSPECTOR• PRIOR REPORT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO Date or Plan Number A.A.R. TE TING L DRAT RY, INC. SIGNED. N° 4447 FR O FOOTINGS O AUGER CAST PILING II SLAB ® WALLS O COLUMNS O OTHER LOCATION(S): 7 ,4 4 -krUn ,c O P ,e3 �0l C /zcr`9�'�/n� 1:.�� t,_ 4 t ,,.75/.46/9,-/) r>J`L pock . O CONCRETE O GRO O MORTAR DESIGN TR GTH NUMBER OF SA ' P S CAST TOTA CU. P • CED CONC TE TEMP TIME r' 4,474n) az7J D c '7 . t.tic &D d • ii l ••. Ri sta rerFz- f', cL"- u-ci- vY1 i4i9 Tf/is r ).(7 J'eln) e- �• - Acv/Z CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. S 5 � 1 = / 6 7 . - 7 Z 4 2.0 & s e< 6 8 616 6 -6 ,3-- e S1346S l le -to 2-8 FIELD TEST DATA TRUCK SAMPLED ,'2- ' TRUCK TICKET NO. / 7 So 3 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR / 5 ruoRRA13,Lt - ARCHITECT & s e< 6 8 616 TOTAL DATE s - 9 - 7/ FILE NO. 7/ - 31S - DESIGN WEIGHTS PROJECT 6.459rn-/2_6 CX C.9 • 7fL4( ADJUSTED WEIGHTS LOCATION X A C" ° (S A.? 7--7- .4 5 - 6 if BLDG. PERMIT NO. s4 J 7 7 OWNER FA. WEATHER CA.!) v Jy TEMP AT c--,° AT j •, v b AM PM ENGINEER 6X 0 /+t) u ) ARCHITECT CONTRACTOR 6< 4 &41./Lv -Y /Re 4 . BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 5 - 6 if FA. 8 ci 0 C.A. WATER 4 . TOTAL TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 ATTN: _EC (' ren/L/Un -'72 l / ( / E ,4U 4e , / MIX NO. S 2 -- CYLINDER REPORT SEE FIELD REPORT NO. COMPRESSIVE STRENGTH CONCRETE: yam ADMIX/ ALLii , Ntxhim COfoG T CAC12 PRODUCERS AEA. PLACEMENT AREA & NOTES / 0/0, <P,00 $ Ld 4 r INSPECTOR: 4 /V37 CR N° 3640 CEMENT CU. YARDS PLACED DESIGN STRENGTH (7 COPIES TO: Tukw -Bbk e I �v�Lh s Nu) A.A.R. TESTING ORATORY, INC. IP 1 T'�V'Clf..� ' fir' SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 526g r' 5 -3 7 6F)? /y .� C? 11320 o 4/o (r)0 ENGINEER Eel - i1 tArs 526 s • 2.4- a CONTRACTOR . 42. 2 V /-( t/' ( 52.70 `'' 2•.g FIELD TEST DATA TRUCK SAMPLED /3 TRUCK TICKET NO. /7/ 7 5..5 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR WEATHER ,- (1 SV/1 /y .� C? TEMP AT AT AM PM ENGINEER Eel - i1 tArs ,ti '-...) ARCHITECT CONTRACTOR . 42. 2 V /-( t/' ( DATE C / CV - 9 ! FILE NO. 91-3/ C G-14( e J /, -i /3 PROJECT r"--) S SG e 6 r k CEMENT LOCATION C 7 / 6 O c _5 • /: g y r `' F_ . BLDG. PERMIT NO. S 1 c ( - 1 /3 0 OWNER OWNER WEATHER ,- (1 SV/1 /y .� C? TEMP AT AT AM PM ENGINEER Eel - i1 tArs ,ti '-...) ARCHITECT CONTRACTOR . 42. 2 V /-( t/' ( BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT Si 7 FA. /3 0 CA. /y .� C? WATER S! 6,A /S TOTAL §22 MIX NO, O9 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881-5812 FAX (206) 881 -5441 TO: /O / G �ct /'G ✓'/C , 1✓1 C. ATM: / 6/C-f / a we Sc.) , e_ dC7 93 Avc.r CYLINDER REPORT SEE FIELD REPORT NO. COPIES TO: CONCRETE: COMPRESSIVE STRENGTH PRODUCERS AEA. ! ADMIX CAC12 PLACEMENT AREA & NOTES 17 S CEMENT `1 O l e v i / �• brc 1 {41 . CR N2 3883 CU. YARDS PLACED Cry' DESIGN STRENGTH -00 0 INSPECTOR: A.A. .TI LABORATORY, INC. SIGNED: DATE S 7/ t/r 3/r PROJECT .51i1ct r, rya c lc (Q,t 4 k r b (a4. /3 LOCATION (- Xe0 0 S. /3 C/ • BLDG. PERMIT NO. OWNER rl fckOS cAot xeik C � `� - ci ( �C�.Jer Rte - in � e. czk� r WEATHER 5 vy- ••I TEMP AT AT AM PM ENGINEER {{ Z q ; /1RR /- /1). W . C" tl Ok;.SCJ'A-ip.2 c. C; Y7'Cdl ! i Poi-L---K ) 5 ARCHITECCT C NTRACTOR // �t /3a, //tip/ ear V. 1 \ 1 3 2 - k), rQ athrc7x -ks � ¢ p /.- ct n e}c. FIELD REPORT A.A.F3, TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 Wa /ct oc a t - PCA ✓` K i ,-1 C . C-c/ , T a v'Q Su,.14 600 `l/act. TO: ATTN• PREVIOUS REPORT No. No 1606 r ( a ) , e - L e i r1 �� /%^ P c , / 8 S � l ( / 3 /Z . ea/c/o-1cl S G 4 i / u ( S .4 ctrl 0 ' 1 ( f 0,„ c--1. S', ci s- a n of s R13 H 44/10(.c - , `'i qAc _, Dr 5 n r-X S L `7 /. S ctAat S a 0.1 y / . 1 I b c • c /c.. / / 2 /2C, l - / c, / s i r\ li‘e ; ..4 ee./)• I: Q � v -� ref (c Q ? /ot el s. INSPECTOR: 7d, „! ' l COPIES TO' t. -Wt FIELD REPO Ev r,Qers VJu�, 01 - �a1r k. S" - 3-91 SIGNED' pk ; 5c 'CP P k n c ; 4 5 _..1 Pct z /s C.: S 4e 6. C'IN -, .r),. o 1 c l lg e. i do elT rl fckOS cAot xeik C � `� - ci ( �C�.Jer Rte - in � e. czk� r Cam l, a c c'( (f /pins C" tl Ok;.SCJ'A-ip.2 c. C; Y7'Cdl ! i Poi-L---K ) 5 1 \ 1 3 2 - k), rQ athrc7x -ks � ¢ p /.- ct n e}c. , 72) `1 cl p r v-t. d p/ev-i.3 2 cS49 Cy1/4 /1olR.r 1rQ nvs- . >6 8 . - 1 r g ✓` Oco-,c)( eL. (- , n a t C y l: nr r" Ti, --c (\I-v. 4 ; av-1- ' y 5g_ c.t 11 Q R - ,r Yri 44. o•1 - / a l c L S' • -ti FIELD REPORT A.A.F3, TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 Wa /ct oc a t - PCA ✓` K i ,-1 C . C-c/ , T a v'Q Su,.14 600 `l/act. TO: ATTN• PREVIOUS REPORT No. No 1606 r ( a ) , e - L e i r1 �� /%^ P c , / 8 S � l ( / 3 /Z . ea/c/o-1cl S G 4 i / u ( S .4 ctrl 0 ' 1 ( f 0,„ c--1. S', ci s- a n of s R13 H 44/10(.c - , `'i qAc _, Dr 5 n r-X S L `7 /. S ctAat S a 0.1 y / . 1 I b c • c /c.. / / 2 /2C, l - / c, / s i r\ li‘e ; ..4 ee./)• I: Q � v -� ref (c Q ? /ot el s. INSPECTOR: 7d, „! ' l COPIES TO' t. -Wt FIELD REPO Ev r,Qers VJu�, 01 - �a1r k. S" - 3-91 SIGNED' CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 1 499 x,94/ 4-S 7 GK z. 4/, A /o4,)0 6c 3 5 40 /,,,./ q 0 0 4.- 28 /590 b0 5 o Li I 4.--z6 � /646.00 5680 -t FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO, TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR WEA R G1e Q AIR TEMP AT AM AT PM ENGINEER - ,/rJG . 4/, A ARCHITECT [� L CONC TOTAL DATE 3 g- i FILE NO. t/ - 3/..5 --- PR CT LI /06 LOCATION ydezc - s- 4170 P/ rv_ckai;/,L OWNER BLDG. PERMIT NO. Sg7 FA. WEA R G1e Q TEMP AT AM AT PM ENGINEER - ,/rJG . 4/, A ARCHITECT CONTRACT R /�' J G Rio ( ' . ti p / L ti BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 4170 FA. / C /fSo2 WATER Z O TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 TO: 2/i49 0/99 -/. ATTN: 1) "/A/ °` 41ti� f • /sT v e. 5u /r - c. C 0 c- S /v /7 /i, er Atv MIX NO. 08 COMPRESSIVE STRENGTH PRODUCERS CONCRETE: , f I l � S CEMENT CYLINDER REPORT N2 3256 INSPECTOR: SEE FIELD REPORT NO. / -A 7 y CR Sry CU. YARDS PLACED 11g AEA. ` ADMIX CAC12 DESIGN STRENGTH C & itVdC PLACEMENT AREA & NOTES �e.,2 / /t1 p rC /I JV Q a _c^:7w.4 COPIESTO:TtAkw1lCL, - Rids . r EYIs►nteys VOA. A. R. S I BO TORY, INC. SPO LTV �'Q lacta.. - Vark ghIC. SIGNED: 4 - 0 - y - R--OII CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 4og 6 1 - 1 4 -14 7 >/2 AM PM e 04L4Lo 0 - S.5 60 UA /5 , 1 z y 6 Or? ( 'i1 ) FIELD TEST DATA TRUCK SAMPLED /O j TRUCK TICKET NO. / / 2 L/ 0 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR -30 'Of AM PM EIyAINEER J S.5 (•ue UA /5 , RACTOR .v /4./ ( Sr. DATE C 1 . - / - 7 / FILE NO. 91- -/S DESIGN WEIGHTS PROJECT Si c- -. me k 6 ,44 r blok b . LOCATION ycic 0Q S . / 5L/ P S / 1 BLDG. PERMIT NO. s°, 7 1 OWNER FA. / 3 0 WEATHER ` / ( SVn� y rC �� TEMP AT AT AM PM EIyAINEER J WATER C ARCHITECT UA /5 , RACTOR .v /4./ ( Sr. BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT S / 1 FA. / 3 0 CA. / � _S WATER UA /5 , TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 To: 1�C5 la Cik q Y - lt 1- ct C ATTN: ( / C� / LIQ 5 i e Ow() r, MIX NO. 6 9 CYLINDER REPORT 3440 �/ N2. SEE ORTNO. , / 7b CR COMPRESSIVE STRENGTH PRODUCERS CONCRETE: 7 • < .5 CEMENT AEA. ADMIX CAC12 PLACEMENT AREA & NOTES (iYT 4 re_ It I�r U C, bC G YY""• 1 G I c ,1. C / C Pa( .7 dr) . COPIES TO: Cu�� -wAC( . 2::09. 7�QI � fly Neer s X103 PE ta.. 1101 ahru SIGNED: CU. YARDS PLACED 1/ % DESIGN STRENGTH 0. n g•-sd3 4s,? LS; /7, /2a, /c/4 INSPECTOR: l.._ - A. A. R. TESTING _ BORATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. ST 0 h'z3 `I -3 0 7 'x' - TEMP //5900 4 /D O ,5 sk .5" 13/ YB 5 2( 2.R CONTRACTOR R E• /7/} //,C.6 SI3 1 .5 2. ( ze I FIELD TEST DATA TRUCK SAMPLED / .2.. TRUCK TICKET NO. / - 7/ 1 -/ 1 -45 ) TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 8' 5T y I /2- TEMP 1.1z3 1.1z3 AT /s AM AT PM ,5 sk 6 YB ARCHITECT TOTAL CONTRACTOR R E• /7/} //,C.6 DATE z �3 - Si FILE NO. 9 / -3i s DESIGN WEIGHTS PROJECT S, m /PaC /. Ch7v7-S72 /4 CEMENT LOCATION yloo s. /3.y-!-- PL BLDG. PERMIT NO. `i 7 7 OWNER WEATHER r)./.-1.n.) D7 v TEMP 1.1z3 1.1z3 AT /s AM AT PM ENGINEER �� ARCHITECT TOTAL CONTRACTOR R E• /7/} //,C.6 BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT .5 FA. / ? ,b C.A. /B5-6 WATER �� TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: /, 4L A�9 AVK ATTN: - Fe" ? n) / c= C C "91/A/47A 6l� / /rJ6 ` 0 7 o S'c / /L.6"- s8 /o MIX NO. o CONCRETE: CYLINDER REPORT COMPRESSIVE STRENGTH PRODUCERS AEA. ADMIX CAC12 PLACEMENT AREA & NOTES INSPECTOR: SEE FIELD REPORT NO. 4 7 Z N_ 3492 CR CEMENT CU. YARDS PLACED / ° K+ DESIGN STRENGTH (d CV 6 4 ria - • � a COPIES TO l k W ‘ta �$Ic� ` f v i n2 Nt.)/ A. A. R. TESTING BORATORY, INC. 4 v1S L0� . , \4C)\ C-41 k8r SIGNED: DATE h' = . FILE NO. - 34.5 PROJECT • . S 90/1/4a Cc t'7t7e $! 3' ADDRESS l6D6 5 /34/ 771, / BLDG. PERMIT NO. ss 72 OWNER WEATHER mac.), TEMP AT AT AM PM ENGINEER 5irf 'IU ARCHITECT CONTRACTOR /r L:• . "/�4-V ,-1/ A.A.R. TESTING LABORATORY, INC Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 TO: 4yejLi9l..7A-/- Pk :., • ATTN: tea''' Q er.1/P n ?1M)c2 < p / / `��i�UC= . . r, . 1 - 7= Ss�7� /ILC� Cti- 15'/ c> INSPECTION PERFORMED: FIELD REPORT 6 c) • RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER SUPPLIER MIX NUMBER CYLINDER REPORT NUMBER SLUMP AIR CONTENT - s9 - q I PRIOR REPORT O FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER LOCATION(S): O CONCRETE O GROUT O MORTAR DESIGN STRENGTH NUMBER OF SAMPLES CAST TOTAL CU. YDS. PLACED CONCRETE TEMP TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO Date or Plan Number REMARKS: / ° rt em2 C4.-A r� .c10 .;'a ..►� �� -,�.� a--r COPIES TO: T4--w %tk -- D0fry � lr\pse$rs INSPECTOR' N ! (E PAY Ls'?) 401 uta -- a,Y E. A. A. R. T STING ABORATORY, INC. SIGNED. N2 4475 FR DATE FILE N0. PROJECT SLcavY, /'o C. k t -1 1c r* bi0f A ADDRESS J ? iP(JO s /3 Y &• BLDG. PERMIT NO. PE ,) c 7 1 OWNER WFATHER I-A 7 SVh TEMP AT AT AM PM ENGINEER • 4.e -Ql; �t1. v - E ARCHRE�T CONTRACTOR C /SC, •/ &,t (' 5 77 TO: ATTN: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 -5:101,„(0. FIELD REPORT 6 / 6 ? P Jsr� 4 J( .S() , 7z 66n Sec, 61/2, 1, )c X18 /c y INSPECTION PERFORMED: RESTEEL fl CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER LOCATION(S): 'fie /s 3, /C., SUPPLIER M: h MIX NUMBER O9 CYLINDER REPORT NUMBER 32 s 3 SLUMP / / y AIR CONTENT Q1 YES REMARKS: COPIES TO: PRIOR REPORT O FOOTINGS O AUGER CAST PILING O SLAB WALLS O COLUMNS FR O OTHER -C 7 - f G •14 / 5 dick e.,N) //c /Dc./ , N2 - 4534 17AI CONCRETE O ROUT O MORTAR DESIGN STRENGTH 0 0 C) NUMBER OF SAMPLES CAST 3 ' X/2 TOTAL CU. YDS. PLACED (-/ '/ CONCRETE TEMP -S-c( v TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. NO .5 Date or Plan Number ; c`c ; po (.n d i ^ pc, .1uL5 Occc c.i 4 the eirio rbveoC ect - A_ 4 ./te r' 2 ci= Dock y Vc - h 414 '' 9i4 mo o. c C. h� r; 2 . y /6/-0.c SLAB dc) Wk.(' ` � /3 0 .c.- rs INSPECTOR* i\I QE 9,ru ‘44a.ty PaYL. A.A.R. TESTIN SIGNED. it .a RATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. q q , c ~S 6-/0Z. 7 6x/,2, / :DSO (IS9ob 9/60 1 -1 6 51 1 0 6D - 3 2y ) - r 60/ 7- 02V /-1 391 I , JUN1 9 FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR LONG AIR q ' --CA. / :DSO ,s .i Cj l 6D TOTAL DATE 6 ^ ql NO / 3 is PROJECT qeg Sh Q 4 +ro� k 13 LOCATION 00 5 /3 ‘?/ Pi._ . BLDG. PERMIT NO. S9 77 OWNER WEATHER / if, 0 e ►^G4 5 TEMP ,6Q AT 9 'f S AM AT PM ENGINEER tJ tC 14 3 in a. €. Nut) ARCHITECT CONTRACTOR /� /�. E 6 4of Le)Pl BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS 9L MOIST ADJUSTED WEIGHTS CEMENT 57 7 FA. / --CA. / :DSO WATER 2 V5., TOTAL TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 // Ark rnc- ATTN: tigehrtl'e_ 'O'CO nhQ1^ PRODUCERS 6/6 lJ Ave. s,,;-1-e- 600 5 af� /e.. ,LUQ. 9V/64 MIX NO. cJ� CONCRETE: 41 //es COPIES TO: 1104 L 3 k a. 8Ad QE' 1ak& µtAactoA 1_ CYLINDER REPORT (e"14 9I SEE FIELD REPORT NO. COMPRESSIVE STRENGTH 1 fTG 7 CR N_ - 4696 CEMENT CU. YARDS PLACED AEA. ADMIX CAC12 % 1 DESIGN STRENGTH 3 0 PLACEMENT AREA 8 NOTES e- COLON T 1 o�(/� 5 k »1 i 61 y i s) C -4 gr%c) I;he} Cyas) INSPECTOR: 7 c m A.A.V2T1 LABORATORY, INC. SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 6 N5 — '' / S .-- 27 7 6J - I . TEMP 4G a ! / 07700 3 8/O 5 7 686 ARCHITECT 6_/a. 28 CONTRACTOR r ., A74y /C650 -sYo 6 I 6--/2._ 2.0 f /Ir65bn 5/86 FIELD TEST DATA TRUCK SAMPLED ',Z. TRUCK TICKET NO. 173 q7A, TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 2 =26 3L TEMP 4G a AT AM AT : b 6 PM ENGINEER ~ � ( f i ,V 5 7 6s ARCHITECT TOTAL CONTRACTOR r ., A74y DATE L —/ f/ FILE NO. ?l -3i PROJECT f 4ee' ce- l , A.ae C . 56101V LOCATION *' s " 411 P` BLDG. PERMIT NO. FA. OWNER WEATHER /1.:4'7022 CA. TEMP 4G a AT AM AT : b 6 PM ENGINEER ~ � ( f i ,V ) . „2_$ C,¢,L ARCHITECT TOTAL CONTRACTOR r ., A74y BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT vi -- 2 7 FA. J 3 "p CA. /5) S-C,) WATER „2_$ C,¢,L TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 To: i/ P9 2 JC ATTN: , C h l) t(J b�Y•� - 6/6 l arc i4214 - : /o 6 MIX NO. c5 CYLINDER REPORT SEE FIELD REPORT NO. CONCRETE: COPIES TO: HOLE FN - PP LV 1 rid0)11,11`7F.R.t IOW) RE 6rN LL ] / TL) KW 1 LY9 'B DLD . bcp COMPRESSIVE STRENGTH PRODUCERS AEA. ADMIX CAC12 PLACEMENT AREA B NOTES f3 % C INSPECTOR: iAtki yyy CR CEMENT CU, YARDS PLACED ( N° 3649 % DESIGN STRENGTH c ?clod) /4-14/)/AV Pr1 k , 4- A.A.R. TESTING ORATORY, INC. SIGNED: DATE 6_ S T f FILE NO. /_ 3 /� 6/ce is PROJECT 51i q caNOc ADDRESS X6 00 s /3? AL BLDG. PERMIT NO. 5977 OWNER WEATHER O 5 TEMP 6 0 AT 9545 AM AT PM ENGINEER .� " 9 iheers/ ARCHITECT CONTRACTOR R,cg iiiol 7 CoH.S A.A.R. TESTING LABORATORY, INC. TO: /" /O / . d a ti ATTN: A-� ©q A i- 0 n e Y' INSPECTION PERFORMED: RESTEEL X CONCRETE O MASONRY O STRUCTURAL STEEL 21, WELDING O BOLTS O OTHER LOCATION(S): s e c �u � r � - � 1 oU r 5 )q 6 c ) 5 ) F vi 5 4 C loo r I Q k 1 c' - 1 � U 4/3 ^ 5 .‘,61 , (, h r 40 c_K-le...(0fra- SUPPLIER M 1 I e MIX NUMBER 0 ? CYLINDER REPORT NUMBER 40 ?0 SLUMP 4 AIR CONTENT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. YES O NO REMARKS' X Q- i h spec"► p ycic e w t-tc1 s Q r /Op f /61 (a-1-90 4o N h0k Ali 4 r^e 4 s i r . col, p levti ce uv,,YL ppaaee. We1ct,' /•C Ae..54 ' n cecr i Iig(4,c ,cA ,. o �e.ey P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 6 (6 /5 4 ve- Sao Se9 /F- , u0a.. 9 FIELD REPORT dl a •aryn ce7 . tA / e l c u, CT CAow s C'owl q S COPIES TO: ViCAURi 1Pft12-1 EUGI MEEK. S. INSPECTOR. NWT TU 1L1 'PLC `D A.A.R. T ASAN-1LM-/ Ce`LO ` SIGNED. PRIOR REPORT Date or Plan Number O FOOTINGS O AUGER CAST PILING X SLAB O WALLS O COLUMNS O OTHER 0, CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH ' 3 000 NUMBER OF SAMPLES CAST 3 6 x /Z TOTAL CU. YDS. PLACED I i CONCRETE TEMP 6 TIMETYS oh A.ack f h aesi, na4-A N° 4767 FR OATEN` PROJ CT S 14/ B LOCATION egoD S. /V. BLDG. PERMIT NO. 3'7 . 77 OWNER WEATHER TEMP AT AT AM PM ENGINEER Tel6Ae4 / ✓ /K/ ARCHITECT COVRACTOAR est £+'f7 FIELD REPORT A.A, TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: 4/00 7.v6 Aeitit �7r doe 51fITre pt4 f /OY ATTN: 7 -ier r k ix . n--sou S r1�i S$ v , 4- '-c *0i /j/AeiS o Lri /t- 44Oa&Atz. 6 •T, LU042 c. / Zle'3/3t,T4veTi c - /Jf Overkt,d ,4 f1 1-/PYL Flo O lijat' fr�i 70 An.f7 (i Sip Solt/VS' - 7frgel s' / rArs I E - 7)Axt/..) • . AZ/ PREVIOUS REPORT No. No 1646 711 / .. Atoll Ai i ;64 , 4 - . 6 i/ / ,lm. r:.v' , i°.ANV /i r X 0.24 &•r. 7 / hoc COPIES TO HDLADI1y "FP V EMGi1\1EE 2 3 NUJ, R( WILE‘/, T AV Lfi ELD R CPT q1 INSPECTOR: L', L �l�J IJ JUN 1 1 1991 Cu or IL \ w LA PLANNING DEPT. i FIELD REP R SIGNED' DATE FILE NO. PROJE3r� /9,meoc I erk NA1 ADDRE4160 5 r 1.317,24,_ fGi BLDG. PE N ' �77 OWNER /1dG� WEATHE�R� r� �.�}` � T 0 AT �� QU/ C1q ,j / i AT �� PM ENGINEER d ,!" fat3 ,VW, ARCHITECT CONTRACTOR L Q / ! Et? L/ , 4/ [ r- k�/:!ri- 76 4 TO: ATTN: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 / -W4wIr3 , J7Jc OAM1 4. 64A/AoE Ave rsd1/TF 600 5&4-1 Tf E Ct)ict, 98/0 r INSPECTION PERFORMED: LOCATION(S): ► 1 S frA Gr W / 7 vxsI' W TD , el-/itJ . SUPPLIER r iS CD/Uc% ere, MIX NUMBER D 9X CYLINDER REPORT NUMBER 1 FIELD REPORT N_ 4824 PRIOR REPOR �Z .S — FR 7 f /'RESTEEL O FOOTINGS ` il CONCRETE O AUGER CAST PIL NG JUN 1 7 1991 O MASONRY ▪ SLAB O STRUCTURAL STEEL O WALLS . : i L r ! L. I Nt a v iLA O WELDING O BOLTS O COLUMNS O OTHER 0 OTHER • CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH Z "PS. NUMBER OF SAMPLES CAST /SF7 - ` 4 7 SLUMP 4z AIR CONTENT TOTAL CU. YDS. PLACED c��c r © C_ ) CONCRETE TEMP 46 o TIME 1 ' Zv ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. • YES ONO Date or Plan Number REMARKS AL /ewe eD1�A� 45- prz heige/4i 5.72,() Z ,ait/a•�ioA) /frrrn HT" -- �fi c�D1Nii COPIES TO. -- ru l� wda lo� �e , Erb the-eft INSPECTOR: rIVUJ j RE Scu Adlad. - NN-L A.A.R. T2IG ORATORY, INC. to - 1 I SIGNED. DATE d - -ly F ILE NO. 9/- 3 /5� Pa �i ex 1 �/ie,f,/C - ./7/ 8 , ADDRESS .4d00 _Sr /J /G BLDG. PER 7 OWNS WEATH R ��.� � - ;° S/ TEMP AT G ,7oAT7 AM A ENGINEER E-4/6// MI/ ARCHITECT CONTRACTOR zyGE(/ Cexi7//7 TO: ATTN: `)) A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 h o f a, - / Gr/,¢ 9914 . INSPECTION PERFORMED: • RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): REMARKS' FIELD REPORT 0 / o N° 4825 PRIOR REPORT 19 7 FR 6 /.54/ O FOOTINGS O AUGER CAST PILING • SLAB O WALLS O COLUMNS O OTHER k SUPPLIER MIX NUMBER CYLINDER REPORT NU SLUMP R CONTENT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. S YES 0 NO Date or Plan Number / (e /4/ Gobi, if 7Ai ,71-z44/ p f COPIES TO: TItkWllo. ?lk.�P'A €v the.trt Nu) IMF n.�1e, Noladuta,�r le- 10 - tl O CONCRETE O GROUT ■ MORTAR DESIGN STRENGTH NUMBER OF SAMP CAST TOTAL CU. Y . :. PLACED CONCRET TEMP TIME L \ t( t INSPECTO' A. .R. SIGNED. 7 ei t z.5 3071ORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 50 /o-9/ 6=-17 7 tx /L /0S300 3720 ,o / 3 60' 7 07 /6/5'400 i"9 :.o : ,- a:- ad' If _ ( FIELD TEST DATA TRUCK SAMPLED © II TRUCK TICKET NO. / 707 9'B TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR /,0; c3 %y ARCHITECT 575's ah c,, TOTAL 74 --s} / FILE NO. 9/ 3/s DESIGN WEIGHTS PROD CT $ A4iRoGk 8/23.6 .e ADJUSTED WEIGHTS LOCATION taro - 5- )3 e/ li / 6-7 7 BLDG PERMIT NO. 5 OWNER R 2 TEMP AT 6 `�� AT AM PM ENGINEER i116>dt -g&.-_Ae s //t1 ARCHITECT C IR CCTOR ,� A ��,vsf 2-S BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 6-7 7 WATER 2-S TOTAL CYLINDER REPORT A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: A £J y �iQ12 K _j. ATTN: Ba , e 4,f4^ sU1Te• rr/c, 1,14 9 V MIX NO. /9 cJ CONCRETE: Ai / 5 CEMENT COMPRESSIVE STRENGTH SEE FIELD /4/2 REPORT No. INSPECT • ' : 5-740 PRODUCERS AEA. ADMIX CACl2 PLACEMENT AREA 8 NOTES e)40.5 L/ fL a S T/Z, P ) S riPti G k P "V) lZ N_ 3275 CU. YARDS PLACED CR DESIGN STRENGTH .TtahSPO COPIES TO: ROL AMY F 1912 - 11- • I FJ J 65 - 1 E-ER- 5 kiWJA. A. R. TESTING LA ORATORY, INC. RE L3FNL ) TUKW1111 BLD6 . DEP 7 SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. S19o.3 5- C , =/( `7 2__A-Li - `76 o O 2 4 2. 0 ea .5 l< ,mo y him 6.4 -8 / 2-2,00 3 0 '7o s I 4. - e 26 1 2ZX7)7) 3/ S d V . FIELD TEST DATA TRUCK SAMPLED A2-- 7 TRUCK TICKET NO. / 7 2 go 3 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR /'35 riaeR' - ea .5 l< 6 g him TOTAL DATE S- 9 - Si FILE NO. 7/ - 3/3' PROJECT 5:444-7)-2.e.) C0‹ (14,7 2 ur`S7:2 • 4 f' LOCATION y6 &a LS' /J' %'-e . BLDG. PERMIT NO. t4 7 7 OWNER WEATHER 0477,r TEMP AT AM S' ° AV.' c:, b PM ENGINEER // •��0 c•u) ARCHITECT CONTRACTOR „ P E s-,92/44 f fi oSl BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 6 --- - FA. ,2 8) q 0 CA. WATER sz 4 . TOTAL TO l9! A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 ATTN: ["� iv i(Yl g r , en I re),V11J/T7'Z A / /_ / QcoU G-• s[>, 7z,,- l0 0 s / 9g / o PRODUCERS MIX NO. vT 2-• AEA. CYLINDER REPORT SEE FIELD REPORT NO. COMPRESSIVE STRENGTH 1eA ° . ADMIX / 44,4 toe CAC12 PLACEMENT AREA 8 NOTES , fil2 $La a INSPECTOR: `/V37 N_ 3646 CR CONCRETE: /'J7 «e.FT CEMENT CU.IYARDS PLACED .' y DESIGN STRENGTH LAI"' , COPIES TO: '1 '510s. �.■ NU; A.A.R. TESTING G Oi ATOisY, INC. C SIGNED: • ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 JOB NO.8j010.B JOB NAME DATE 5 -APR -90 SUBJECT • APR 1. i 1:i;:; NEW BUILDING AND ADDITION TOE SHAMROCK CENTER 134TH ST.SOUTH AND 47TH AVENUE SOUTH TUKWILA, WASHINGTON STRUCTURAL CALCULATIONS SHEET OF BY D M ,BL DG, C RE WSEt' UPEN /NG 5 STRUCTURAL iSOLATIOn/PAD understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted -code or ordinance. Receipt of contractor's copy of approved plans acknowledged. By Date Permit No..�9......J..0. NbRTHWEST April 9, 1990 . City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188 Attention: Duane Griffin Reference: Shamrock Center Bldg C Addition ENW #88124 Mr. Griffin: Here are calculations for revised panel openings along Grid E for the above referenced project including revised shear wall calculations conforming to the 1988 UBC per your request. If there is anything further I can do to assist in the clearing up of structural questions towards the issuance of the building permit, please don't hesitate to call. Sincerely, Daniel M. Lake Project Engineer cc: Mahan & Desalvo ENGINEERS NORTHWEST, INC. P.S. • CONSULTING ENGINEERS 6889 WOODLAWN AVENUE N.E. SEATTLE. WA 98116 12081 525.7680 FAX 12061 822.88911 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. 8312 0000 JOB NAME S /,/4 /e0Cic. G J1✓T7e , l3LDG7. C SUBJECT REV /SED Sh a AID 0 '-4 1/ 6" ' 14 1 . 0 1 ` 3�,o "__ zB-3 t GN�cK e so(►p 38 26 L 0T/•1 = 36./(22)+ 34 /(,s. 1 K• ft (9.1 3 4- Sq)/ 7 13 ok ` K GK (1y.7 q .!G k (1.7, /) IL.G� -�q 3• I , 24'9' pl 131( -S 36.1 k (RED. 3/[. ATE , 1, EXlJT Fog 70 r '1'- ADD /r/ek 7 3o -9 SETS. G Ir 1,22_1_,1 z_4' 29 = x" Re f 4.1 DATE 3-4P/- SHEET OF BY t 30 pm L Eg/Jr 9z.8 ! 543 ' , 3 2744 /23.5 -'1 25 3 zs' Y _ - , = 430 Pct° ,Syo q5 }47-49.f ) _ 9I. A C 3 (9.I (o. 29/ / 07 @ g -0 Oor FFOn- 6K e V 46s(07.9) 430 _ 42•5" 4 = h 2 5t ,7. 46.0 99 .� =p x = °.��.8 3(c.) k (18 /A.F) .S oK fl MAK r A 2.3.31 6.4) - O,61 •/2% s 0,$ (lrol Ir a 49 (43 ?pL' SOkd �E ft ; l 4 - /.O3 !L 3 1 • . 1 0 .D = /5• G: ft 46r(10 '10 : 4 2 Iry 4.2.3 37/ f6F < N 2S ' 114 371 31-r a l (/o' -/o) .• -'/2- (v rr 437 423 107 -SA IIl43 ? 320 /0 a 0 l 2s " z 7t A �-� INPUT service OUTPUT 'Axial (kips) Shear (kips) Mom (ft-k) Wall Ht (ft) Wall L (ft) Wall t (in.) f'c (ksi) Fy (ksi) � Loads (ult) Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu ~ Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(4"c) Vc kips Av=in^2/ft spacing (in) Shear Wall Design loads DL 156 22.00 49.00 5.50 DL+LL 218.40 0.00 0.00 0.00 199 2.52 39.00 -179.40 0.00 0"00 1952.49 390.50 0.00 57.45 LL 0 Load per %9.60 2.77 109.51 -129.17 0.00 163.80 LATERAL 70' -/ 70 1326 Bar area = 19.60 0.48 18.82 0.00 163.00 0;00 0.00 57.45 57.45 D=.9*L= 44.10 DL+E0 DL-EQ 0L+LL+EQ DL+LL-Eg 238.68 42.12 316.68 120.12 98.28 98.28 98.28 98.28 �°28 1856.40 1856.40 1856.40 1�956.4' 0.00 0,00 0.00 0.00 � �' ' /p .=°.� m ft � .^���m m^^ ��� ���* ��*~�° 4� /.~� .~- , �`kl�� , = 39.60 � ',o �/ ~- �~ ' ^ '�� m/ �� 19.60 19°60 ^ Sr `� - Ci --169.75 -65.89 0.00 163.80 57.45 {).79 0.00 183.8# 0.00 ENGINEERS- NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA SPANDREL DATA OPENINGS MATERIAL DATA 1 2 3 4 5 6 7 LOAD CASES height (ft) 22.00 thickness(in) 0.00 LEFT LOADING DATA unfactored wind seismic... zone ledger LLIplf1= concentrated load LL(lbs)= concentric load LLIplf)= horiz load plf 1+ inward): REBAR DATA Vertical 1 15 concrete.(psi),rebar (psi) 14500 60000 in Ipsf)= 0.0 out Ipsf)= 0.0 3 . press Ipsf1= 15.5 import fact= 1.00 0 DL Ip1f)= 0 ecc (in): 0.0 1 LL w /seismic= 0 DL (lbs) =146930 ecc (int= -2.7 1 LL w /seismic= 0 DL (plfl= 0 1 LL w /seismic= 0 dist above floorlft)= 0.0 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhiSNn (in -k) deft (in) Allow defllin) Comments _,. Top of wall 1 36.4 -1.0 78.16 -0.01 1.50 2 36.4 -1.0 78.16 -0.01 1.50 3 36.4 -17.4 78.16 -0.11 1.50 4 42.5 -1.2 89.06 -0.01 1.50 5 42.5 -1.2 89.06 -0.01 1.50 6 42.5 -18.7 89.06 -0.11 1.50 7 56.7 -2.0 107.33 -0.01 1.50 Bottom of wall 37.0 0.3 79.20 0.00 0.53 case ok used interaction curve 37.0 0.3 79.20 0.00 0.53 case ok used interaction curve 37.0 -9.6 79.20 -0.00 0.53 case ok used interaction curve 43.2 0.7 90.28 0.00 0.53 case ok used interaction curve 43.2 0.7 90.28 0.00 0.53 case ok used interaction curve 43.2 -9.5 90.28 -0.00 0.53 case ok used interaction curve 57.6 1.8 106.19 0.00 •- 0.53 case ok used interaction curve 1) .9DL + 1.3111 inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E0 4) 1.05DL + 1.2811 1.28WL inward •- 5) 1.0501 + 1.2811 + 1.28W1. outward 6) 1.05DL + 1.2811 + 1.4E0 7) 1.401 + 1.711 INTERACTION CURVE DATA .71Po .7$Pbal .7$Mbal .7$Mn 141.4 54.3 110.3 12.7 CONCRETE JAMB DESIGN (version 3.0) Sheet of 1988 UBC • SHAMROCK CENTER BLDG C REMODEL 15:42 :48 04 -06 -1990 SHEAR WALL GRID E pa 100 = ____= a = ___ width tin) thickness Ain) parapet ht (ft) 44.52 ,5.50. 3.50 offset (in. + outward)` - 0.00 width (ft) height Ift) RIGHT width (ft) height 1ft) 0.0 0.0 0.0 0.0 d= 3.69 Horizontal min in "2 / ft 0.13 add thickness 1in) K factor 0.00 0.85 0 0 0 NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve ENGINEER-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E.- SUITE 205 • SEATTLE, WA 98115 .12061525-7500 • FAX # (206) 622•6606 Joe No, 85 12 (4 COCD Jos NAME -SW"( Or v C77ZB DATE S SUBJECT TA /3 DESIGN gevaeo E 144. 004 01..4 0110 M. ••• ••• •••• ••• ••• ••• 001 ••• ION IA. Coo* 1.I• ft• •I14 NCI 0.• •• • 101.16••• •••• ••• 2 6•14 i••• OOOOO .216 • 04 •■•09.• ••• 0.11. 004. 044 0040 104 0•••• 4.4 440 ow Owl* .144 414144 1440 4.0 ••••• ••• * c es 1 re rim' III 1..).t.lr '7 o r. tit ( 1 ii, 9) moil Ii di ol:mictl (Iii) :3 14,11 1 I till ) 4 It oc tor (0 lt i) . '47; rat-m.1ml; It'll ( f I:) lamb 1,..lacknyno ( n ) 7 . wit11:11 (in) 11 (Vial I:1 (mat Iti moo ( u ) • 131: 1.1i.i..tAutIon (In) 10 till .1: mo I: (iii) .1. out. oar 1..1 II 1.0.1: onolli mi wi all (410 1 ijim I: (4 ) 1.',3 IfltiIil : 1.1110.911 I'M width (f . 1 4 Imi ( ) :5 1tiwnrd wi rod 1 clot! (owl' / 4 Outward wi nt.I •icAtl (t) t; I ) r. food r. ono ( I it, 4 ) 4 f., 15,11 it11:1111 I AIM:11 4 AC till 1.edtier LL ( 1 i ) 1)1.. (n1. ) 9 di oh. 1 r tun 1 no do .1. nat.? (iii) 10 7. 1,1. w/ !Intl (I. to 100) .1 1. Cutuankt...aleti_l 1,(.11).1%.) .• ( 1 1 3 di to 1 rum I. nrii do •Ac. (hi) 1 1 2, 1..1. 04/ rel mud ( I t o .100) • - et Corsconir c (ul ) 1)1... (n1 ) t 7 % W/ C lo 100) 1 CI rtm sc hor milt? (mo t 1 ) 19 he 1 (Ail obf3VITP Ilr 1) J . 1 2 7!4 s' 3q 440 00 •••• 440 • 4• Bomar or , • • LL ( Di. 167,u ua PA/MA r c. 867 f. 1.' 1, W 6(647) r - . 31 ef,Lr "OKI s) 34,3 ar(/) al. 5 f ENGINEERS-NORTHWEST . 6869 Woodlawn Ave NE Seattle,Washingtun 98115 JAMB DATA height (ft) 22.00 SPANDREL DATA thirkness(in) 6.00 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind in (psf1= seismic... zone ledger LI.(plf): concentrated load LL(lbs)= concentric load LL(plf): horiz load plf (+ inward): REBAR DATA Vertical 5 16 CONCRETE. JAMB DESIGN (version 3.0) 1988 UBC 12 :34:03 04 -08 -1990 po 100 width (in) thickness (in) add thickness (in) K factor 34.00 7.25 offset (in, + outward) 0.00 width (ft) height (ft) RIGHT width (ft) 24.0 14.0_ 24.0 concrete .(psi) rebar (psi:) 3000 ;60000 14.4 out (psi): 15.0 3 press (psf)= 91.9 356 DL (plf1= 157 0 DL (lbs): 0 0 DL (plf1= 0 0 dist above floor(ft1= import fact= 1.00 ecc (inl= 3.0 ecc (in1= 0.0 d= 5.38 Horizontal min in "2 / ft 0.17 MOMENT AND DEFLECTION RESULTS + inward outward Case Pu (kips) Mu (in-k) Mein (in -k) deft (in) Top of wall 1 11.8 100.2 206.13 0.75 2 8.8 -109.1 206.13 -0.86 3 0.8 -02.7 206.13 -0.51 4 12.4 92.9 169.20 0.65 5 12.4 -120.8 169.20 -0.93 6 10.3 -84.2 207.61 -0.51 7 19.4 -25.7 179.80 -0.07 Bottom of wall 1 9.6 2 9.6 3 9.6 4 13.3 5 13.3 6 11.2 7 20.6 LOAD CASES. 11 2) 3) 4) 5) 6) 1) 77.3 206.92 -81.2 206.92 - 57.0 206.92 74.5 170.55 -81.9 170.55 -57.1 167.28 -5.3 181.60 .9DL + 1.3WL inward .901 + 1.3WL outward .901 + 1.43E0 1.0501 + 1.28LL + 1.28WL inward 1.05DL + 1.2811 + 1.28WL outward 1.05DL t 1.2811 + 1.4E8 1.401 + 1.7LL INTERACTION CURVE DATA .71Po .71Pbal .7$11bal .7$Mn 124.2 25.3 188.7. 150.4 NOTE 0.0 parapet ht (ft) 0.00 0.85 3.25 X LL w /seismic= X LL w /seismic= X LL w /seismic= Allow defl(in) Comments Sheet of shamrock center bldg C REVISION DOUBLE 24 ' DOORS height (ft) 14.0 0 0 0 1.50 case ok 1.50 case ok 1.50 case ok 1.50 case ok used interaction curve 1.50 case ok used interaction curve 1.50 case ok 1.50 case ok used interaction curve 0.04 0.53 case ok -0.02 0.53 case ok -0.00 0.53 case ok 0.04 0.53 case ok used interaction curve -0.02 0.53 case ok used interaction curve -0.00 0.53 case ok used interaction curve -0.00 0.53 case ok used interaction curve in cases 11, 2), 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS - NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C ADDITION Seattle,Washington 98115 16:24:21 04 -06 -1990 REVISED PANEL OPENINGS _ _ = po 100 =_ _ _-- - -_ - -_ __________ _ _ ____ JAMB DATA height (ft) width lin) thickness (in) add thickness (in) K factor parapet ht (ft) 22.00 26.15 7.25 0.00 1.00 3.25 SPANDREL DATA thickness(in) offset lin. + outward) 5.50 0.00 OPENINGS LEFT width (ft) height Ift) RIGHT width (ft) height (ft) 24.0 14.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) INTERACTION CURVE DATA .7$Po .7$Pbal .71Mbal .71Mn 124.2 40.4 162.3 87.0 3000 60000 LOADING DATA unfactored wind in (psi): 14.3 out (psf1= 15.0 seismic... zone 3 press (psi): 62.2 import fact= 1.00 ledger LL(plfl= 356 DL (p1f1= 157 ecc (in1= 3.0 Z LL w /seismic= 0 concentrated load LLIlbs1= 0 DL (lbs1= 0 ecc (in): 0.0 Z LL w /seis.ic= 0 concentric load LL(plfl= 0 DL (plf1= 0 Z LL w /seismic= 0 horiz load plf (+ inward): 0 dist above flaor(ft1= 0.0 REBAR - DATA Vertical 3 15 d= 5.38 Horizontal min in "2 / ft 0.17 MOMENT AND DEFLECTION RESULTS + inward outward Case Pu (kips) Mu (in -k) Phi$Mn (in -k) defl (in) Allow defllin) Comments 1 5.8 96.4 128.52 1.34 1.76 case ok 2 5.8 -102.9 128.52 -1.48 1.76 case ok 3 5.8 -72.7 128.52 -0.73 1.76 case ok 4 8.2 93.5 134.51 1.21 1.76 case ok 5 8.2 -112.0 134.51 -1.56 1.76 case ok 6 6.8 -74.1 130.98 -0.72 1.76 case ak 1 12.9 -14.7 111.05 -0.05 1.76 case ok used interaction curve LOAD CASES 11 .9DL + 1.3WL inward 2) .901 + 1.3WL outward 3) .9DL + 1.43E0 4) 1.05DL + 1.2811 + 1.28WL inward 5) 1.0501 + 1.28LL + 1.28WL outward 6) 1.0501 + 1.2811 + 1.4E0 7) 1.401 1.7LL NOTE in cases 11, 21, 41, and 51 the LL used is 1/2 of the applied LL ENGINEERS - NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C ADDITION Seattle,Washington 98115 16:29:57 04 -06 -1990 REVISED WIDE JAMB OPENING ___ _- - JS .. . C po 100 =_______________ __________________ __________ JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 22.00 46.00 5.50 0.00 0.85 3.25 SPANDREL DATA thickness(in) offset (in. + outward) 5.50 0.00 OPENINGS LEFT width Ift) height (ft) RIGHT width (ft) height tft) 24.0 14.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in Ipsf): 14.3 out (psi): 15.0 seiseic... zone 3 press (psf): 42.2 ieport fact= 1.00 . ledger LLlplf)= 356 DL (plf): 157 ecc (in): 3.0 1 LL w /seiseic= 0 concentrated load LLIlbs): 0 DL (Ibs)= 0 ecc (in): 0.0 1 LL w /seiseic: 0 concentric load Ll.lplf)= 0 DL (p1f): 0 1 LL w /seiseic= 0 horiz load plf (+ inward): 0 dist above floor(ft): 0.0 REBAR DATA Vertical 4 16 d= 3.63 Horizontal min inA2 I ft 0.13 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi1Mn (in -k) defl (in) Allow defl(in) Consents Top of wall 1 3.5 43.1 83.75 0.91 1.50 case ok 2 3.5 -50.6 83.75 -1.27 1.50 case ok 3 3.5 -37.9 83.75 -0.68 1.50 case ok 4 5.1 39.6 85.61 0.75 1.50 case ok 5 5.1 -57.7 85.61 -1.46 1.50 case ok 6 4.1 -39.1 84.49 -0.67 1.50 case ok 7 8.0 -14.0 72.33 -0.09 1.50 case ok used interaction curve Bottom of wall 1 4.1 33.3 84.47 0.04 0.53 case ok 2 4.1 -35.8 84.47 -0.03 'Y 0.53 case ok 3 4.1 -25.3 84.47 0.01 ' 0.53 case ok 4 5.7 32.0 86.37 0.04 0.53 case ok 5 5.1 -36.2 86.37 -0.03 0.53 case ok 6 4.8 -25.4 85.30 0.01 0.53 case ok 7 8.9 -2.9 73.58 -0.00 0.53 _case ok used interaction curve LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9D1 + 1.43E0 4) 1.05DL + 1.2811 + 1.28W1 inward 5) 1.05DL + 1.2811 + 1.28WL outward 6) 1.05DL + 1.2811 + 1.4E0 7) 1.401 + 1.711 INTERACTION CURVE DATA .71Po .71Pbal .11Mbal .71Mn 94.2 19.8 88.7 61.2 NOTE in cases 1), 2), 4), and 5) the 11 used is 1/2 of the applied LL ENGINEERS-NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet ____of...__ 6869 Woodlawn Ave NE 1988 UDC shamrock center bldg C REVISION Seattle,Nashington 90115 12:51:52 04 -00 -1990 DOUBLE 24 ' DOORS po 100 JAMB DATA height (ft) width (in) thickness (in)_ add thickness (in) K factor parapet ht (ft) 22.00 36.00 6.00 0.00 0.85 3.25 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 14.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar..ipsil - 3000 60000 LOADING DATA unfactored wind in (psfl= 14.4 out (psfl= 15.0 seismic... zone 3 press (psi): 53.5 impart fact: 1.00 ledger LL(plf): 356 DI (phi): 157 ecc (in): 3.0 1 LL w /seismic: 0 concentrated load LL(lbs): 0 DL (lbs): 0 ecc (in): 0.0 1 LL w /seismic= 0 concentric load I.L(plf1: 0 DL (p141= 0 1 LL w /seismic= 0 horiz load plf (+ inward): 0 dist above floorlftl: 0.0 REDAR DATA Vertical 3 16 d: 4.13 Horizontal min in "2 / it 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi$Mn (in -k) deli (in) Allow defl(in) Comments Top of wall 1 4.6 52.1 96.17 • 0.82 1.50 case ok 2 4.6 -61.1 96.17 -1.14 1.50 case ok 3 4.6 -40.0 96.17 -0.67 1.50 case ok 4 6.5 47.5 99.12 0.67 1.50 case ok 5 6.5 -69.4 11.12 -1.29 1.50 case ok 6 5.4 -49.4 97.39 -0.66 1.50 case ok 7 10.2 -17.1 03.82 -0.08 1.50 case ok used interaction curve Bottom of wall 1 5.2 40.5 91.10 0.04 0.53 case ok • 2 5.2 -43.3 97.18 -0.02 0.53 case ok 3 5.2 -31.8 97.18 0.00 0.53 case ok 4 7.2 38.9 100.18 0.04 •' 0.53 case ak 5 7.2 -43.9 100.18 -0.02 0.53 case ok 6 6.1 -32.0 98.52 0.00 0.53 case ok 7 •11.2 -3.7 85.32 -0.00 0.53 case ok used interaction curve LOAD CASES 11 .9DL + 1.3WL inward 2) .9DL + 1.3W1 outward 3) .9DL + 1.43E0 4) 1.05DL + 1.2811 + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.2811 + 1.4E0 1) 1.4D1 + 1.711 INTERACTION CURVE DATA .7$Po .7 *Pbal .7HMba1 .7$Mn 102.8 26.0 108.0 68.2 NOTE in cases 1), 21, 4), and 5) the LL used is 1/2 of the applied LL ...LI 1 1 • L.I . iL .,, • a.I ._ • •• • A t I A PAD FOR SHgAR. SH Az cir: = /G, 400 • 4 -1' b' -0 _____ -.A. I We 1 n ,- - ux.w o,ci�.►uea ow air i4004. *A4 I Se-e.?It9wl A -4 TYPICAL- 4 s was sGAL,e '4 /• a" PIMAK3.�?OC, CORPORATE and sALO anlas 616 am M,. SuU.600. S•61119. YN 9904 C200292•1160 6601 Saudi Mader SL, Mau* 94496166 (206)2924160 1� Ibitords. All 99701 (9101632.1131 0 0 1:4• ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -8698 ,1 JOB NO. 091 Z '�.007 JOB NAME 6114 AD c,k ( +t/7/Z. SUBJECT 4i7p 1.01D.fxAA/1,E,Jr FPTo k Jvp,'aK.r ED/C SHEET OF " /6,s k � r ( / /r?�/C MAGN /�/C .. BY 00/+s1. ae3 16 ' Gv /t 4 N (h es) -L /0' s 4 SO rt F � 11"-r LL 0.411 d eu&r = O,7GS a, /s 0,001) z s l.v S. KLF I ft .rr�ti, �.u. /.) c I< ••.J b = /I' Kg, = 8 G.3 ANn''O.1 4 : 0,2r9 (4) 7#3 Le s,/, nog' PI mod r 0 . 0 — 0./>>L 0.09 > n` ¢ @ 2 4' 2 7 P c., ✓ 4 ' s y 6ss v$-E God. of W RA Ta 'l EA/ 0 d u�T /G.,r 4,J-01'0(1,7) to 3, 47 X17' i 60(0 tip 2., /3- c..f° z 5 2 c4.) - D4 1 8 /s, 2 k . ft C/82.6 DATE 1,21' ii' 9 - APi' - b = /2 l3s I<_, e (DZ. a al 5 bl 2 j r 3 Qi3y > I @ M• s a": $' G./ . 'or, W l 4 r '‚ Rr4a cNtCk J14-044 ' s) � 5,9q 1 r 1 ;:l V't 0.011 KSX OrtodRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 1 15.000 8.000 2 15.000 8.000 ...„ .' 3 15.000 8.000 4 15.000 8.000 5 15.000 8.000 DESIGN DATA SPAN INPUT DATA SPAN LOADS INPUT DATA COLUMN INPUT DATA PAGE NO. 1 TIME : Sun Apr 08 16:22:06 1990 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 1.125 2.250 0.475 3.000 144.000 60.000 Ultimate Pattern Loading 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 0.000 -0.250 0.000 0.000 0.000 0,000 2 0.000 -0.250 0.000 0.000 0.000 0.000 3 0.000 -0.250 0.000 0.000 0.000 0.000 4 0.000 -0.250 0.000 0.000 0.000 0.000 5 0.000 -0.250 0.000 0.000 0.000 0.000 _ L 2 2"'22. 222 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH _ _ =_ 2 _ - -_ s =====_____ In In In In Ft Ft Ft 1 14.000 0.000 0.000 0.000 '" 99.990 0.000 14.250 2 14.000 0.000 0.000 0.000 99.990 0.000 14.250 3 14.000 0.000 0.000 0.000 99.990 0.000 14.250 4 14.000 0.000 0.000 0.000 99.990 0.000 14.250 5 14.000 0.000 0.000 0.000 99.990 0.000 14.250 6 14.000 0,000 0.000 0.000 99.990 0.000 14.250 hi.,uRAM : Flat Slab ECDM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 CANTILEVER INPUT DAT..A.. = UNIFORM LOADS = _= LINE LOADS == PARTIAL LOADS SPAN MOMENTS PAGE NO, 2 TIME : Sun Apr 08 16 :22:18 1990 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 2.500 1.250 1,250 0.000 0.000 WARNING - Does Not Meet ACI 13,4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12,000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0,000 0,000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1.250 0.000 0,000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2,500 1.250 1,250 0.000 0,000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1.250 1.250 0,000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 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 1.000 14.250 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 RIGHT 2.000 14,250 0,000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 COLUMN 75% ADJACENT SPANS 757.. 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 -3.622 -9.168 -1.351 -7.496 -3.622 -3.316 -4.379 -9.950 2 -193.192 - 192.283 - 116.717 - 112.500 - 113.849 - 116.107 - 219.632 - 217.762 3 - 165.784 - 165.924 - 80.179 - 83.825 - 83.123 -80.284 - 155.453 - 156.222 4 -166.317 - 166.185 - 84.219 - 80.580 - 81.611 - 84.475 - 157.861 - 157.120 5 - 191.349 - 192.227 - 111.565 - 115.752 - 112.955 - 110.595 - 7.13.872 - 215.615 6 - 18.527 - 13.309 - 10.272 -4.224 - 12.677 - 13.309 - 21.506 -16.337 rmARAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124,007 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 Ft -K Ft -K SHEARS Ft -K Ft-K K K * Total Shear Stress Exceeds Allowable Stress PAGE NO. 3 TIME : Sun Apr 08 16:22:38 1990 Ft -K Ft -K 1 -5.545 0,000 -6.145 0,000 0.306 0,000 -5.571 0.000 2 0.909 0.000 4,217 0,000 -2.257 0.000t 1.870 0.000 3 -0.139 0.000 -3.646 ' 0.000 2.840 0.000 -0.770 0,000 4 0.132 0.000 3.639 0.000 -2.863 0,000 0,741 0.000 5 -0.878 0.000 -4.186 0.000 2.360 0,000 -1.743 0.000 6 5.218 0.000 6.048 0,000 -0,632 0.000 5.169 0,000 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT . LEFT RIGHT LEFT RIGHT 1 -7.087 36.792 -2.545 41.779 -7,007 7,625 -8.601 46.437 2 - 61.329 50.827 - 56.342 17.149 - 22.363 51.259 - 74.395 64.570 3 - 47.294 49.034 - 12.039 49.034 - 46.862 14.905 - 56.262 60.307 4 - 49.087 47.383 - 49.087 12.928 - 15.083 47.162 - 60.525 56.632 5 - 50.738 60.640 - 17.060 56.092 - 50.959 21.522 - 64.199 73.356 6 - 37.480 13.545 - 42.028 4.460 -8.466 13.545 - 47.475 16.513 SHEAR STRESSES COLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE VERTICAL UNBALANCED FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS REACTION MOMENT MOMENT PATTERN K /In ^2 K /In ^2 K /In ^2 K /In ^2 K Ft -K Ft -K 1 0.036 0,001 0.037 0.186 50.711 5.571 3.343 4 2 0.069 0.000 0.069 0.186 134.479 1.870 1.271 4 3 0.057 0.000 0.058 0.186 112.003 0.770 0.523 4 4 0.058 0.000 0.058 0.186 112.672 0.741 0.503 4 5 0.068 0.000 0.069 0.186 133.070 1.743 1.184 4 6 0.031 0.001 0.032 0.186 57.636 5.169 3.101 4 Fjty� 1as1s111222222222122222 ------ 22222 2 - = == 2 2222 =2s - - -- -22222 AII'! Slab iE'COM'ASSOCIATES, Inc, • 108 1,thaarock center bldg c shear pad ' t ' 88124.001 %4 sasas tsst 1:stun 22 = = == s 2222:22222=2122 TOP REINFORCEMENT "COLUMN w'' NUMBER ' 1. =2122 2 22=222222■2 2 2222 -2 I PAN NUMBER 22 1 -2.253 2 - 139.116 3 - 106.684 4 - 106.950 5 - 136.342 6 -8.291 2 3 4 5 COLUMN , BAR NUMBER • DESIGNATION 1 _-- - - -__- COLUMN STRIP = DESIGN STEEL MOMENT ' AREA 14 16 74.404 49.660 58.791 50.143 73.695 15 15 $6 5 --- -24322 22 Ft -K In "2 Ft 1.231* 21 6 °14 7 125 4.916 'c i ' 7,125 3.726 7,125 3.736 p,0 7125 4.885k 3 .061` '" K 7.125 1.231* � 7- 7.125 * Minieua Steel __ _= COLUMN STRIP = DESIGN STEEL 'STRIP MOMENT AREA ' WIDTH In "2 ,1 Ft,. 3.106 -1 o: 7.125 " 2.017 S 7.125 2.411 y; oG 7.125 2.037 ► 7,125 • 3.074 A10,07.125 I Minimum Steel == =22 == =222_22= COLUMN STRIP =_ NUMBER ' LENGTH OF BARS LEFT ' RIGHT 4 ,3 6 6 7 6 6 6 STRIP WIDTH In "2 1.000 1.000 9.856 6.177 8.317 3.310 8,317 3.310 8.544 3.310 CONCENTRATE _ STEEL STRIP AREA WIDTH BOTTOM REINFORCEMENT . 5.126 3.310 8.544 . 3.310 8.317 3.310 8.317 3.310 10.765 6.728 Ft 222222121221121211 ;�•' PAGE TIME : Sun Apr 09 16:22 :55 1990' • a MIDDLE STRIP = =_ =__ = =_ DESIGN STEEL , STRIP GOVERNING MOMENT AREA NIDTH . PATTERN 2 " _- 222222 222221= 2212222222222222122222221222121 -0.751 - 46.372 - 35.561 - 35.650 - 45.447 -2.764 ** Overreinforced Ft -K In "2 Ft 1.231* 7.125 1.547 7.125 1.2311 7.125 1.231* hod 7.125 1.515 m # 7.125 1.231* 7.125 4 4 1 4 . "2222 _2= =222222222:222122212212212212111 = ==222222 MIDDLE STRIP 2 =21222222 DESIGN STEEL , STRIP GOVERNING " MOMENT AREA ' WIDTH PATTERN ;Ft -K In "2 o ,7 Ft 49.603 2.014 2 r 33.107 1.321 4 „ eN 7.125 3 39.194 1.574 ° 4 7.125 2 33.429 1,335 v 7.125 ' 3 49.130 1.994 7.125 2 ** Overreinforced 1222222222 222252222222 222222222222 2111s 2 2 2 2222s2s2222s 2212222222= 222222 2222 22222222 2221 22s2222s1222222 TOP BARS _______= MIDDLE STRIP 121 a2221aa2sts11 BAR NUMBER LENGTH DESIGNATION OF BARS LEFT RIGHT 2222.'722212222222: 22222 - - 1222222222222222222222222222 C2222222222222221222111122222 2222222 2 21222222211121111a11111111111111 Ft -K 2212222222222222 =222 22222 2 2 2 2 2 221 212222 22222222 2222212 222221112221222 22 22221a2s 21a1sasr ss21ammeasiaraasassrssls l■ Ft Ft .Ft :.' . . , 14 14 14 14 14 7 8.073 8 . 8.073 ' 7 . 1.000 8.073 .8.073 8.073 3.590 8.073 • 7.400' rhddRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 T 0 P BARS COLUMN STRIP MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT. DESIGNATION OF BARS LEFT RIGHT 3 3.310 2.000 BOTTOM BARS PAGE NO. 5 TIME : Sun Apr 08 16:23:10 1990 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 S Ft ' Ft Ft 1 05 11 14.989 14 6 14.733 5 12.733 2 M4 11 14.519 44 4 14.500 3 10.500 3 04 13 14.519 M4 4 14.500 4 10.500 4 114 11 14.519 04 4 14.500 3 10.500 5 05 10 14.989 114 5 14.733 5 12.733 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 1265.890 1063.810 2.096 1111.500 CONCRETE VOLUME Ft "3 778.500 : Flat Slab ECM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 SPAN SPAN SPAN NUMBER LENGTH THICKNESS 1 2 SPAN -__= UNIFORM LOADS =__ NUMBER DEAD LIVE K /Ft ^2 1 0,000 2 0.040 COLUMN NUMBER THICKNESS Ft In 14.250 8.000 14.250 8.000 K /Ft ^2 K /Ft -0.250 -0.250 WIDTH DESIGN DATA 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 1.875 2.625 0,475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN INPUT DA1A SPAN LOADS INPUT DATA DEAD COLUMN INPUT DATA PARTIAL LOADS LIVE BEGIN END K /Ft Ft Ft. 0.000 0.000 0,000 0.000 0,000 0.000 PANEL /CAPITAL INPUT DATA PAGE NO, 1 TIME : Sun Apr OB 15 :16:24 1990 N Ifir tr.cr 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 14.000 0.000 0.000 0.000 99.990 0.000 15,000 2 14.000 0.000 0.000 0.000 99.990 0.000 15.000 3 14.000 0.000 0.000 0.000 99.990 0.000 15.000 DROP PANEL =__= COLUMN CAPITAL LENGTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In In : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg_ c shear pad RUN : 88124.007 PANEL /CAPITAL INPUT DATA PAGE NO. 2 TIME : Sun Apr 08 15:18:36 1990 DROP PANEL =__= COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH 1 12.000 2,500 1.250 1.250 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. "- 2 12.000 2.500 1.250 1.250 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 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 1.000 15.000 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 4.000 15.000 0.000 -0.250 0.000 0.000 0,000 0.000 0,000 0.000 Ft-K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K SPAN MOMENTS 0.000 0.000 0.000 0.000 0.000 0.000 COLUMN 757. ADJACENT SPANS 757.. ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT • RIGHT LEFT RIGHT LEFT RIGHT COLUMN MOMENTS Ft-K Ft -K Ft -K Ft -K Ft -K Ft -K 1 -3.792 -8.563 -1.402 -6.496 -3.792 -3.109 -4.589 -8.797 2 - 200.577 -200.408 - 118.571 -115.228 - 126.123 - 128.729 - 233.180 - 232.478 3 - 57.864 - 54.772 - 52.411 - 54.772 - 20.814 -16.522 - 69.369 -67.522 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 1007. LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K 1 -4.770 0.000 -5.094 0.000 0.684 0.000 -4.208 0.000 2 0.169 0.000 3.343 0.000 -2.606 0.000 0.702 0.000 3 3.093 0.000 -2.361 0.000 4.293 0.000 1.848 0.000 L....dRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB t shamrock center bldg c shear pad RUN t 88124.007 COLUMN 75% ADJACENT SPANS NUMBER LEFT RIGHT -211 e 1 2 3 22e2 -2222 222222 22222:222 -:222222 - -22 K K -7.427 - 62.535 - 39.057 0.037 0.079 0.043 35.586 59.063 27.819 0.001 0.000 0.000 Ft -K In A2 a 222 -2 -2 K K -2.646 - 56.925 - 10.586 2. 2222222 COLUMN STRIP 128228222 COLUMN DESIGN STEEL STRIP NUMBER - - MOMENT AREA ' WIDTH tasesa222 COLUMN STRIP 22222 =222 s - ssasssaesssszsesa 22- - - -2 .224222222 222222222 2e22222222222222222222222222222 . 22.-22 a 2 - - -2 222222242 22222- 222 22 -22222222.22 75% ODD SPANS LEFT RIGHT z z 0.038 0.079 0.044 SHEARS 41.196 19.402 27.819 0.186 0.186 0.186 75% EVEN SPANS 100% LL ALL SPANS LEFT RIGHT LEFT RIGHT a 2"2222222 2-....222221222222112222:22222222222222 K K -7.427 - 23.627 - 41.487 TOP REINFORCEMENT 222:222:222:2222222222222222:222222222222 222222 2222 SHEAR STRESSES COLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE VERTICAL UNBALANCED FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS REACTION MOMENT MOMENT PATTERN 222 2 222:-2::22 -22-2 :2 - 222-2 2222 ..2..2...2....2 222:22: K /In A2 K /In ^2 K /In A2 K /in A2 - K Ft -K Ft -K ss CONCENTRATE as STEEL STRIP AREA WIDTH 49.512 143.741 78.880 * Total Shear Stress Exceeds Allowable Stress 6.361 56.633 8.694 4.208 0.702 1.848 2:22 2222222222 222222222222222222222222222222222222: 22222 22222222- 222222 222222222 222 222 2222222a22222 222222222222222 222222222222222222 22222:2. 2222: 2222: 2222 22222222 22222282: as2aa s22sea 222e222222a 222a 2es 228 a222saas2a22: 212222222222 222 222222222222222222a , Ft In A2 Ft Ft -K 1 -2.360 1.231* 7.125 -0.787 1.361* 7.875 •4 2 - 147.365 6.214-. 7.125 - 49.122 1.852 7.875 4 3 - 38.265 1.435 7.125 -12.755 • 1.36141 7.875 4 * Minimum Steel 54 ,0 at Overreinfarced i affe R~` rir 22:22220:2222:222228:22222222:22222222:22222222 2. 22220::ess e22222822sa2ssaes22222:::a2 -.2a s- 2 2222222: 1122 :2222:222s2saa2222:2s2aassa :22:222 :2assa2asa222aa2s2saas a222222s22212ss BOTTOM REINFORCEMENT, SPAN DESIGN STEEL STRIP DESIGN NUMBER MOMENT AREA WIDTH MOMENT c .....) e222222 22712222. 222222 saassas2a2sssssasss2sassassssasasasssss- aaasses222222 222222222 Ft -K In A2 Ft '3, i roo ' 1 68.966 3.097 , 7.125 2 61.424 2.730 111 pU , 7.125 �11 t ° g * Miniwn Steel to Overreinfarced 41 [1 K K -9.021 - 76.162 - 48.970 PAGE NO. 3 TIME : Sun Apr 08 15:18:52 1990 -.222-222222222222222222222 2222222222222 2.525 0.477 1.256 44.670 71.862 34.194 4 4 4 222222 222 MIDDLE STRIP • 12511212 DESIGN STEEL • STRIP BOVERNINB MOMENT AREA WIDTH PATTERN • In A2 Ft • e22222z22 MIDDLE STRIP STEEL STRIP GOVERNING AREA WIDTH PATTERN - Ft-K In A2 Ft = . 45.971 1.993 t ' ° 1.875 ,..T, 2 a 40.950 1.765 1.875 3 • 11. A" 1 11 14. F,..oRAM : Flat Slab CCUM ASSOCIATES, Inc. JOB : shamrock center bldg_ c shear pad RUN : 88124.007 TOP BARS 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 4 1.000 4.878 14 7 1.000 3.425 3 1.000 3.160 2 16 8 10.881 14.250 14 10 7.454 14.250 7 6.799 3.160 3 114 4 7.781 4.000 114 7 7.635 4.000 4 3.160 4.000 BOTTOM BARS TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL _ TOP BOTTOM STEEL — SURFACE STEEL STEEL WEIGHT AREA Lb Lb Lb /Ft ^2 Ft ^2 705,092 452.386 2.303 502.500 PAGE NO. 4 TIME : Sun Apr 08 15:19:07 1990 COLUMN STRIP MIDDLE STRIP AN 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 15 10 14.239 114 5 13.983 5 12.095 2 14 14 13.992 14 5 13.983 4 12.095 CONCRETE VOLUME Ft '3 353.750 1...JRAM : Flat Slab ECDM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124,007 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 1.875 2.625 0,475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 1 14.250 8.000' 2 14.250 8.000 3 14.250 8.000 4 14.250 8.000 DESIGN DATA SPAN INPUT DATA PAGE NO. 1 TIME : Sun Apr 08 15 :55 :30 1990 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 0.000 -0.250 0.000 0.000 0.000 0,000 2 0.000 -0.250 0,000 0.000 0.000 0.000 3 0.000 -0.250 0,000 0.000 0.000 0.000 4 0.000 -0.250 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 In Ft Ft Ft 1 14.000 0.000 0.000 0.000 99.990 0.000 15.000 2 14.000 0.000 0.000 0.000 99.990 0.000 15.000 3 14.000 0.000 0.000 0,000 99.990 0.000 15.000 4 14.000 0.000 0.000 0.000 99.990 0.000 15.000 5 14.000 0.000 0.000 0,000 99.990 0.000 15.000 -.DRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 PAGE NO. 2 TIME : Sun Apr 08 15:55:42 1990 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 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. o4c 2 2 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1,250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12,000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACT 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 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 A2 K /Ft ^2 K /Ft K /Ft K /Ft K /Ft Ft Ft LEFT 1.000 15.000 0.000 -0.250 0.000 0,000 0.000 0.000 0.000 0.000 RIGHT 4.000 15.000 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0,000 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 1 -3.792 -8.499 -1.402 -6.620 -3.792 -3.440 -4.589 -9.232 2 - 185.857 - 105.119 - 113.122 - 109.568 - 111.567 - 113.610 - 214.053 - 212.611 3 - 156.212 - 156.262 - 70.746 - 73.693 - 69.794 - 67.066 - 133.731 -133.940 4 - 180.779 - 181.349 - 97.829 - 95.259 - 106.381 - 109.722 - 194.551 - 195.289 5 - 57.924 - 54.772 - 52.864 - 54.772 - 21.246 - 16.522 -70.214 -67.522 .UMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K Ft -K Ft-K SPAN MOMENTS COLUMN MOMENTS Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K 100% LL ALL SPANS BOTTOM TOP Ft -K Ft -K - 22222 :2 222:CC22C22222 2.22222:22..-2.....2-2 .22 a - s 222 - .C2 -222.2222222222222022222222221:222222222222212221122 • Ld0AM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shairock center bldg c shear pad RUN : 88124.007 a- 2 - 22 - -a e COLUMN MOMENTS . PAGE NO. 3 TIME : Sun Apr 08 15 :56 :02 1990 C - -2 - - 2 2 - 2221sasas:e2 :r_22 :2a22esases2a :saris COLUMN 15% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP 2112 2 :21.22222122 22 2 22 : 22222 - - - - a 22222 2222222 :22212: 2222222222222222 22222e222223222 assa11 M1222 1 -4.707 0.000 -5.218 0.000 0.353 0.000 -4.643 0.000 2 0.738 0.000 3.554 0.000 -2.043 0.000 1.442 0.000 3 -0.050 0.000 -2.947 0.000 2.727 0.000 -0.209 0.000 4 -0.569 0.000 2.570 0.000 -3.342 0.000 -0.738 0.000 5 3.152 0.000 -1.907 0.000 4.725 0.000 2.693 0.000 222 :a 22222 2222 :211 :: :'222222222222 :2e22z :2X2221 :22 :222222:2: 22x222222: 22222:22 1222 22222 2sa sea2222122 :111asa21a111a11ataa22 • SHEARS. COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 2222222 _..- :2__.2..__2_2_ 2.22 -- .22_---2- ..22._ 222- 1:s_:see22 2222 :sae22222222221 2222: 22222 :22sa222saa2aee K K , K K K K K K L,.. -1.427 . 36.614 -2.646 41.587 -1.421 7.406 -9.021 46.042 2 - 61.501 51.089 - 56.534 17.718 -22.582 ._ .. 52.135 - -• - 74.189 65.951 3 - 47.032 47.340' - 12.270 47.361 - 45.986 12.235 - 54.880 56.162 4 - 50.781 57.722 - 50.754 17.969 - 17.753 55.269 - 64.669 69.193 5 - 40.399 27.819 - 12.019 27.819 - 42.852 8.694 -51.639 34.194 222 22 22 22 2s2aas2s2aas2: a22222222aea2saaa2222222 :a2 : :2a2aassassasa2ass22212212: 212222222sesaaa a22222 SHEAR STRESSES.....- COLUMN -- PUNCHING ECCENTRIC TOTAL , ALLOWABLE VERTICAL UNBALANCED ' FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS REACTION MOMENT MOMENT ' PATTERN aaa asa zssssanaasass: 222 assessaam 22222 s 222222 Sa lta 222 222222sa nnnnnnna assa lsanssa ssnand■ aaammesssaasssss :sess.11ss 1.sts.11ssss.t.s K /in "2 K /In "2 K /in A2 K /in "2 . K Ft -K Ft 1 0.038 0.001 0.039 0.i86 ' 50.884 4.643 . 2.786 4 2 0.075 0.000 0.075 0.186 136.457 1.442 0.980 3 0.058 0.000 0.058 0.186 106.759 0.209 0.142 4 0.071 0.000 0.071 0.186 129.579 0.738 0.502 4 5 0.045 0.001 0.045 0.186 81.549 2.693 ':` 1.830 e Total Shear Stress Exceeds Allowable Stress esaa sass: 222 nnn: sssssstns: ssssannnnnn ea aaaa :a:a:saasasasmnnnnn 2221222: 2121:s sssa saa s11a 1nnnn nnsss11s11s1ssssssSsssssslls TOP REINFORCEMENT aunnnnnns COLUMN STRIP 22:2:2222 22 CONCENTRATE 22 MIDDLE STRIP ) •��!!UMN DESIGN STEEL STRIP STEEL STRIP - DESIGN ' STEEL u:iBER MOMENT AREA WIDTH AREA •WIDTH. • MOMENT AREA 4 4 STRIP GOVERNING WIDTH PATTERN t :1:1 ::12222e22112122211 Ft -K ' In "2 ' Ft In "2 Ft Ft -K In "2 Ft 0 0 0 1(. 6 ) 4 j(, y1x 4•,74 -2.360 1.231e 7. -0.781 1.361e 7.875 4 2 - 134.758 5.592 ) 7.125 AD a PI., ,, - 44.919 1.688% A00 7.875 4 �- ---=121 22222 ___.._2 - 22222 - - 2 22 S2= 229 = =ss2 =2s2=2 s 2222122222222122222 =22 =222 C.„.iRAM 1 Flat Slab ECOM ASSOCIATES, Inc. JOB s shamrock center bldg c shear pad RUN s 88124.001 .12222:222102222 M 22 COLUMN STRIP = COLUMN DESIGN STEEL STRIP • NUMBER MOMENT AREA WIDTH 22222s2s2===22=2 -s 2 -922 222=2=92=2=3 3 - 99.640 3.969 4 - 121.710 4.971 5 - 38.265 1.435 22222 :222 COLUMN STRIP 222222222 SPAN DESIGN.. STEEL STRIP NUMBER MOMENT AREA WIDTH Ft -K In A2 Ft ' 70.299 3.162 4 b I '� "1.125" _ 2 49.152 2.151 1 7.125 3 52.426 2.303 " 7.125 4 66.167 2.96 r C h ` 7.125 2=422222222222222222222222222 2222 2 2 - - 2 2 - - - = 2 ---- 2222222 2.. ----22=22922221222122222222 4 Minimum Steel TOP REINFORCEMENT _= CONCENTRATE _= 2== MIDDLE STRIP === =2== =2 STEEL STRIP DESIGN STEEL STRIP GOVERNING AREA WIDTH MOMENT AREA WIDTH PATTERN = 3 " 22 - - - 2 2 222222:2222222222222222 222222 22222222 - 33.213. 1.3614 1.875. 1 - 40.570 1.519 <1,i6.1 7.875 4 - 12.755 1.3614 0►. -7.875 4 7.125 µ631)0 (5)4-0) 7.125 .:74, Z4( 7.125 TOP BARS 4 Overreinfarced 222:222222222212222222222222:22212222222222222-2. 22 9 -22- - 2222=2222222 =222 ==2222222222222222222822- BOTTOM REINFORCEMENT Minimum Steel. 44..Overrtinforced 2 29: PAGE NO. 4 TIME s Sun Apr 08 15156:19 1990 222S32232 MIDDLE STRIP 2222=2229 DESIGN STEEL STRIP GOVERNING MOMENT AREA WIDTH PATTERN 222 2 92 2 1 922 22 2 2222222 =s222222222s22s9222 22222x= 2232222222222 =92 9222221 9292 221222 222222 =2s22222s22222222 222922222222226222222229 Ft -K In A2 Ft :: ' 2. V 4. 46.866 2.033 0 r 7.875 2 32.768 1.400 d/ / 7.875 3 34.951 1.497 7.875 :: 2 44.111 1.908 7.875 3 -l•7 / 22222222223s1222122282222222 22222 120122 22211. aiII22222 .a122222622112/11202111::: 2222222212222 =2 COLUMN STRIP 2 =992921222222C2s "- 222:22::2222222 MIDDLE STRIP tss222222sss22ss- COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH-` NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT 2222222221 22222 922222222222 2222222 1222222222222222212222222 22222222222922229212 222229221222 229222222 212■ 22222222222222222 222l22tsils 1 14 4 1.000 ' 4.878 14 3 . 1.000 3.160 46 1 9.647 8.169 44 6 6.050 3.160 3 05 . 7 7.942 7.942 14 6 3.160 3.160 ' . 4 46 6 8.169 14.250 14 6 3.160 3.160 4 7.781' 4.000 14 4 3.160 . 4.000 Ft Ft ' Ft Ft 1.000 ' . 3.425 6.649 7.635 7.635 . 14.250 : 1.635 7.635 . .^8AM : Flat Slab [COM ASSOCIATES, Inc. JOB : shamrock center hldq c shear pad RUN : 88124.007 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 1 05 11 0.239 04 6 13.983 5 12.095 2 04 11 13.769 04 4 13.750 4 9.975 3 ' 04 12 13.769 . 04 4 13.750 4 9.975 4 05 10 0.239 04 5 13.983 5 12.095 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 1115.989 846.408 2.110 930.000 PAGE NO. 5 TIME : Sun Apr 08 15:56x32 1990 Ft Ft CONCRETE ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 JOB No HR 124. OD.°] JOB NAME .St m i c.l< CENTER 8LDGh DATE SUBJECT SHEET OF BY SU/PPL //1FiTL NEW BUILDING (BLDG: B ). . SHAMROCK CENTER 134TH ST.SOUTH AND 47TH AVENUE SOUTH TUKWILA, WASHINGTON TRUCTURAL CAL CULA T/O/V RECEIVED CITY nWTI IKIRIIL.A ,IAN 1 8 PERMIT CENTER ENGINEERS° NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 - 6698 • • JOB No $a12y JOB NAME Sl,km2oc SUBJECT S o _.. 14 4 y�e 'y 061 I I "u0ix", N : NA 11.4,4e 1.4,46 /< ti ..r 0' - 2 ,g ...s" g ' / X j 'gym 3) 2.8 g4 G- DATE SHEET I OF BY t om. JOB No JOB NAME DATE SUBJECT SHEET I- OF BY ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 • FAX # (208) 522.8898 LL _ 1t� ops• ;Roof D «in b L = p6 �P BO z •S Vy cox 2. D1= o/ 2x,k a 2 =o l ,l -'.JT GS a g' o" , 8 s pri ",, kite - s . 2 . ZAl 3v JAt1oh 1 , 1 . 8 L,'.1, t• J ALAI 2 .b Nl�sc / . $" . y x 2 / x 2 Cv„ cnlc III D P4 c 1 7-sO f j Rep. a 9 s , i Er- /goo KSt S+ .- l'A ers T L. 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P.S. , 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 Joe No JOB NAME DATE SUBJECT SHEET_OF BY S ,ihe 4 a .4cL ?-` is 2 Sk Ql 71) CAL) .. 6 001 L-7 7 t4-1, ' 1.7 k / fe M= s � (21) - f � 6 1 SPun Z!, 3 P t z6 is1 ' ARE I G G ,it < 19 i4 /c Ga.01 r" Vd wd•w S �47- 4 Ls� 1�1 Z� s. )7 ZS 3$ N EZ t C / so (L r, /61J) de.m'er = a." ;. 2- 2 O. ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 • FAX # (208) 522 -6698 JOB No. JOB NAME DATE SUBJECT SHEET_ _OF BY c4 lever �� lls"tt.S 36 j. A 33- t 6 /4 Aw1g r. /8o, 5 : '7 65, 2 in 1/ 3 /,z 3 3 S. ZS 11 3 4X 2 8. A * 2 aG : In 6 2 $ ` 1 p S 9 to II � ' USe f3 h4 X 8% X II 1131 'I 3 7/ 4-- 3,, . 7. . - k ' ' 0 7 64 '7 `x ? : �� 8 X21 N/ = 27. 87 ` C. 7 bW L ,. 3 °) 470 b= zs ��b- 2.,�y~.. x 7 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 • FAX # (208) 522 -8898 JOB No. 88 1 2 -4•4 2 JOB NAME SNA/!l/ -0C•k £31-p6 £3 (12QUP F/t,flc ) SUBJECT EL E1//41 XL S /44 Fr /L62/41 /6.-. Porn -e r-4, r 3 d 'S*s�?S�r'-(3) f 2(15r Z C` 2 3%3 /4r 2 35(7))' z tor) /66 /.65-(/ z) ' /, ls 8Uo(/ • o,ys is) r . s63y.,y74-�yot V(/,7 cO6 ?r) /. (0 4 2 K Ft lS,8C - 26,2 4. /3 s"JC¢. �� - /vb(y, ;)' _ 880 3 I 60' f&.. L( 3 ( /Z ti n 3 0, / ,!� / 2x FRr7 AD /04.4 ✓Aron. V," o c . z ( ,2s ) ,. ' P'-f /qK 74(/0.1 ")L /647 S 5 r P/162.) 7/ 4 - 1 WS71,ir LB f�. . / 0 ' 357' Ar1-,43 ) 5S (i. i,r to!‘" 0 "" 5(706o, 0V0tLi t67E6)(; :i DATE I —9 1 SHEET OF BY DA ' L 4 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 JOB No. 1 )8 Uo.VJoB NAME SUBJECT f SNI0 RC" #C.•6V. 13 )74 P° /.5080 ` /.32 k �Ow . 01. 00.$) • ,aBeCi0,4 • g . 7 f:G B K.ff L a (/, /$ J , r y /. l a i c /•s i � MK 6,1�$ �i - = 2 6 , z ' 5 5 ,- 1 S-2.4 '(I t0 j z. I 230. 41.,);, 2,74 , , A ` ;Zs t ) � - ,/ Sht • oyf'(I -/39 ,,1013 1172..\6 J3zo 071,9X-/o. 5 ) 3 a _ z 88,9,1„ 3 9 / .fy95j„edLk Cr/t pLD 6 f� C1 e rgin SHEET OF BY PMti DATE ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522-6698 JoB No 661 009 JoB NAME SUBJECT /?OOP F4 eirmo ,�}� sxyLIb Nr GR wX IP © - 6 M , i,.os Q z 1.31 z - 2 yy. H6r 28 - g" , (0+ 2 ', O 5/ U C z 57' a. z.s;zs z.zc z /ri f /o z 2°JOP '-F g�G (95 - 2s) .46i.G9(1s9r) - 37.83 /t. ft X39.8 3(/2) sr= , 2.94 ; 2 /64.51h z , A =� V,- I , 5(G)P. s L 4.3.7.h` 4 G3 Z. 3 Is •fC 3 s ( ? ,290.5 HErioeed Q GA,t6E SKyt..rw r 8 . 2. . /5 - { 2.r 4. - .L /O K 1 M =,218 /,G B h{fi //, 5 3 t� ,ogsC/,/, ) 2 crt/o) (6)`f/7 s 28, b / 1" 4 .'Sy(/,'7v�) ( ... sHkn Roc,J( Co../rE7t 01,06 B 3.1 ° (v.y3 USE <3 HGrP. 4 /4,2 _ I .. 11 ! 1 USE '3 %ss /8 14 3 3. l'8 /. 2/ r� /H.J ti � Xs / S /fl :ir /899 -- 5 (2.y6)(4.-7)V1225 s l eiG .1fly(heft)( 1. y, / 4' DATE _9 I SHEET 1 of R FRMG,, BY Q1t! i >.< pto41s f(4.,) 3$D P'-r FRAMi �I(„ @ EaT� WA skrc. /tarry 2 01,7, 2 s '. 00 41! USCDF #.2 4.J A. 23;1 3 s Jo.tc ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 • FAX # (208) 5224898 JOB No `D5124.009 Joe NAME - SHAM/Z Ct7j*X SUBJECT T YP/CAL .SYL I GNT FRA/►' )ram a. 13 OR 2, 2. PS F , 5/0 1 5 pot 6,1 0, f /A J ULr, 1. 0 sus P, Cia . 1 75 Par L S,vv,.) ZS, v 3 2. r Psi r V/= 32.5( 2) */o = /07S ft. r 5s !`n Sv ' .2, /U 7•s = 8cO fr' C. 6 4o0 1 -) . 1 7, /Y tit 12 (Hs') 5 (io7.6(3) to 304 (.1.86 0 • Z ? - ) .e/3 co (,1 EL K L./ tta r. P =Co.$)(1.417)(►) .. ,s opsF - AOJ/tAdF «rilcyL/al eh /4 L 4 (,) * 5(2) !P�f .ner ve: ; /s(3) -/y. ? 30,3 30..2 Cy) 242.4 Ft ` ea D ui /e s+' 4, Cs ii,,L.(000(7.3") Q. y) $1/ ✓ /•0 � _ /.25(1.3.)E3 ; st ,%) -k (.1 ) 7 l'48 up WE Pr* DATE I SHEET OF BY (!!1. V :, 30.)(1 12Z t.1. r ZO. , 6 0 USE DoL414 E DFH Z '-: tx 6 A= 8 = .Q6" S r 26,2 w /S'>" "J (NP 28- 2 NGas X. 95.2 L 4.2. Y (I t) , /1 / KC 26. zY, ok t, /U/1' o; 1 38 (z.r I ok I ! I 4 + JOB No, 6512 41. 00°, JOB NAME _.S 4AmRIQK CO✓T& DATE / - ` / - .°J / ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522.8898 SUBJECT Gnu? Bet' ' $fc'/C e . 06 i r 10 4 . 4 4. (/5 ) /GO pi_ i6 (2,9)'' 6v 1 f Pittio /d y 8 a /&,BZ Kott . /6,,B1. C12) 2_ ' 73,17 A. ' 2,3 ' 18.3 �h w est (/ ..a - (,, v$ ) /4 LT T72us 3 Se-AC.47 a J SMJ IL" V ' 166 t: y2 ', USE ,S inyv vsE si4 .. -3 2,7ZSK .�. + SHEET OF BY ,OIL UJE 3 va x //o . /3G.g7 //6,9,a 114071 15 3 ;.: ',Si ° 6.1- TtQs • .10l(r GAT t ey ED1:17o/✓ i ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 522.6698 Joe No. 8 D 1 2¢.0 0 9 Joe NAME SHA MROCK C. gLp6 S >� I t SUBJECT I r 4 7 ELY • I 12.1 - Z" FLOOR ; p/ ° ( Oo + 4 'Jv � /- . ' is) = s ou 0 z. 2. Zy( /t)' S z .4C24. ) !,� Z () f) -3 re., X" twy w ®K c3 /1 x2,32, 2. mss -2 /,2. 4Ktr o ,9/11('6 r. 0, 2 a? 4- 4y 4)1,6 60“) 2,7? 7 coo ( � fo y.7.s' 6/ ¢, 22 ) J E C 6/(8.1.- n►/- a c 0 143 + / l y L .G� arc = 0. WA- 45.5:9. 4 1. . 2.3(s) A e y (LAN 3.s" DATE 2 - i SHEET I OF R Z BY Oryi L- 4 r /9.S ' z /9 ., A. 1-.0" p w /R _ s. (s Od►O 1- 113 s; . I ..� 4, =3;9 i I i X )3 .Lt '1290 ..I. .. •; r I," 4,3tpls +I.` _ r t 4 ,o>k .' .. . .z: 3P,� .. • S,s g ; •501 .6.); •2:70 24- I Y i ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE, ME.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 5224698 Joe No. 6 C )14 00, Joe NAME ‘5/ Ock c ,/�-n SLOG .B SUBJECT REV /S G'7o ele , (2N--Q FLOOR 3 . - - ( 0 - 1 . ( 4 - ' 4 ) '1 ' 6,y6 m z 1/ 68.$) L . ?6( /8.5) . Uzi. k•ff w /6,, l S• 612. _ )l�,.y � o k S _ G S.1 •-. i s 4 ' / . 2'7 4!,) U . 7� _ ;. 2.1 7c s 7 , 10 @ Gz 0) 0_0 33,5 (4:,4 56 +zo) 4 r4/0 z 9. SZ33 s) ;LLIZCO a : , 6 3 (ge .-►.- o) = , t � 1 2 ?. I (i * 4r � . S3 P fefez r- t w ae , 33.5" (4.3 4- 20 M a 1)5 9 S S 3, .2 G /xc.r= 3, 4. Z9, .3_42_77( 4 ' • W a K8 � a Z3? 4.f= , 47/1ti DATE 1-3 I SHEET Z. OF R-2 BY A� 2,lo K povR -t,�u • i,z . -- - -- . +, e7 I S (i9)' 1 1726 (3)26' , 39yC (gala) iyv U.sc y✓ 24 x 8 8.1? K S l c. y<ac)t I JOB No. 8812'I • QOg JOB NAME SHkr/A0 cK CJ •?t 13tDc B ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 • FAX # (208) 522 -6698 SUBJECT RG Frt4011/y7 ) r o 151,0 ®3 . i ,Apeo , Cart 3 0,(Z %) a / A. •08( -/So) z•3!7,3 01" 4,5 (45+ to + 56 6 -, 39.3))17 75 z y ` }.' f 20 t .5TO 3? 31) " Z 66. P < F; 6C) — Sc's)- • su iir� 2fs,31;-ft. Te ►,tf 2 X (o 2 - r - /330 2459(.4) USE w 2/x6 I C `arm : 0, g 2 ,a 'A?? of t .3•B.37 so9 , 25. 2 K z 5 rw' Txuss • w/ 4-c2E0 yd-: (4S+ 20 + 5o (; 3v,3) 494 PcP f .° DATE / SHEET 3 ()FA 0 BY a � J t-'- ' �},tT Cq ,l � ; 7s /3O I24h tyr� 1 a l , : 3s64,e4r. u =. (3017 tot 41r) • • , a, 3 t . 4.r .. v. •4. -s i ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 522.8898 Jos No, Iii9124.00`? Joe NAME .SM>4?n/Oc,(( /3 Q DATE SUBJECT /ten') S EP 1 --" ) d ' ")m F' F'Lq Q •✓ea/Z l z'a Fe-(104) SHEET .1-+ OF R -2Am / BY PO/ reG lCGc, . iLAn) I A - VA' L i-R = S4'tt 11.1 arm G' G4.,0 ( 1 0'0 pL eAar ,0.L Z 23;5 (4s t2o t I (/-,'¢)sD) # s 3, 2(03 KCr i 1 W2 z �/s +2o ;4(so } g 2. 83; 3,26 (iS.S) L m Z SU. (o( /JAS) s!?3 //2 Sii&o.0 r d3 r!?' s 332,3 k•f tey a1 21x c z, ,S" (fSr 2O 1 s C fLf '. L (41.. ttotJZ) * y o : 13, 6' • 328 PLC a .= z47 ' : 13.6(L2.0 -- .6/5-0L.02. /6 , y f £v 2- 1 " "• ' % 2 , 0 null- , A 0,(.l z7 k - i O r 10. Y) � ( see Pt' w - 3sH G 2a P M dlfck (3 (iJt so 1. 307 1,367(24 •1. 13,,74. 30. 6�`✓� 33. W,= 3,24,31 4i 2 1,31(,s7f) k 1. I ?9 d :,ytri i w °, ,! - zf, T = 2 ?oo .L. S . 2zz I fcszfai o. ?s =? 41f s 0.4 11.0 (W" ) 'a2 :Or k cr.. ..1 50i3Y; ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 (206)525.7560 - FAX # (206) 522-6698 Joe No, 661Z -f a Joe NAME .57•1710/Mtit D4406 SUBJECT Rs(i/) ( , m /''b ( a, t. ) Comp ixe D 1rc7?cox /U» e'7P. a j - LJ/ 01.40 :. M g,A) FG d )t 13 kf,a+ C • � IE'x , 71.4fy d e-W/tN ki.— z (of t /di) fi 2.G ; . 4a9..)( y) ..r/ 2.. C n Z ,/r s(4bS)610 .-)3i1(ZEC)( _ �. z�rs) !Om C;c O. 92 , i,, V 1c 26 Spy bk. DATE / 91 SHEET S oFR "z� BY cO \L reefig : W,AMM/G-7 r:L ;(/ 01 X / r o,7 I KviZM 1vv g Vim% V *i - rn'*, w /ie&/fii r ENGINEERS- NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522 -8898 JoB No 86)2 4.. 00 JoB NAME SUBJECT .S M-1/1 t✓411 /96 /6 Al L,A,Jph.../ p e 22. 9 4 7 13 FogMLOk 0 tc. k w / aka. * ry rtii.5 G S uf/"ox T D L - 3 7= 0 " mow SPAN R= z (131 ) = 4d0 p'f m =, 466( � -SOS:. / O Ai*.•%va r comp - 44)comp 041 • 0,S62 5� ( ?X3)(?0) OW. Old 6 , s4iyQlrr fix. PI, 3 .51-1/101R Oc G EV Mt B OG /3 vs E 3 i. ; z 2 /8 " 0. 2 1'1,4 DATE 1 - 91 SHEET I OF S770 /4. • BY DM t4 K l a ,dog J. : °r t Sfl y 3" TIC ,B /ft "Pidef 7Li Jos No Joe NAME .SNAsy1 C,G ITEK ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX #(208)522-8898 SUBJECT rizoto sPA4j.► l -0 ,D L = 2 " 7z '/m✓ = Z5.0 14 94 (WI 4• U. ,s7/AI 6 CR t)ES /Q/ e- M - /,z6 (4.Z.) - ' ,00 Go Fat Mir9-s #fel Sligo /€ s /40. z . 017 (�z.r) z $,$6 .11 .r a.3/63o is )2.5 r, .sup e c� 17o 60)53.7) 6 52.4 ,S) Si�EZ J77 4coriy f)EJ /S'/ wow e � ( p/- � 000 *.3014 # 129 t 2(s) 284 soy 300 pc. r 00,0 N) + 30°C � L : 2,1 K. = 2 /.Gk)2 5.8C(rz.) 2 32.GS Kst (/Se •6F 3, LS Z/. a 4- ( 300 )(1 i..r) 2 b) _ 38y(9E) ASS y Z 0./03 41r,t o:. f} LO6 $ irlc l t x /0, Co ; 24 4- 093,00)( O.3Z2 DATE - 9 SHEET OF OF SM BY 0/0 L • i (30o )= 9c044 y .7o 5i A.. /,3(.I00 4/6/ /'/ a 7 Q illic /2. xi0. ` 5 9 t`; r = ir' 4 :=, , A • 3,10 Joe No 88 /Z ¢ Ob`,' Joe NAME 5 /f'RAvCOGA Grit 73 GO6 8 SUBJECT s77/,C44JA7 ptJ - ENGINEERS—,NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -1206)525-7560 • FAX 4 (208) 522 -6698 MX/int 1.441 o J ,D'$ oolsl' � &Jos,* 311- 02 t •� + /o V . „„et u Di. S7 Pc.F s46 6.5 wN01. i liuu +31) + . 1L t 4 /1'00 e 4.5'2 PCP lie • - , /i r y. +/o . 2 !e M /008(44 # 2L (6 5, , 7./ (IL) ,6 C36) 3,94 1 %' 60, LOW i. /WO I N9 .S✓O'Otr 13M \ z 45'2. (Jet Aoovr Wt' 1 i! (iou +Jl) , t 2(0 =,1 Pte. s. r 7 to s,S,21G:n of g Z ,3.74 4/914 -cry 4 6x la.vaO . 8.1'/ ' 14.83 Its I . 01C /O. 0‘ 41 '. it ruP ruf onAseo o J • 3 -4/! r __ DATE — 9 SHEET 3 OF 5Tit1/ BY De c. ,eery tl /, mkt tto ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -8898 JoB No. 8 2 31 ' - 7' ,04)9 JoB NAME S P DC SUBJECT S7- e'N( QeN G v W y = 6;> �o� * 31) /2 f � � Ra /O kt re X77// - z 4s(4 p1.F Lk)p /N e BA— = 1--is / t 31) r 2 t b r/ d /2? 9L7 P e ti 43 ics.r cwc .179( -z C4 T r3 QZA 471 • n.. /( 13, p F 131(4.5) r S. K ,ft try .MG Sx8. ( a) T I- /70 1 1. t L -- 34v 131 (44'0 2, _. �sV, �� -r�s am) 8 (25ECxyt,T), 4 j(z i st.T ' 0109 ..-- 1941iDk 7bl FtAie &timer By oak v .12.3-01' s lb ?? Kjt o: se's I e 447 —' � :63(F.4.0 to JO" F� .yF •'/ 00( in) = 22i Sr 9"W L /pip /� ,. cAar 71;4 . c.V. t7C DATE / _9 SHEET S 007 771 BY DM " ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N,E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522.6698 Joe No. 881L4'.009 Joe NAME SIaA/n/zoo( co./ TrR B cPG a DATE / — 9 SUBJECT L5773/RGc/14y P6 3/6A m Z 0.050 (6,13 V) I- • 2Y 3 ic. te u Co-) = /Z3 I .4 epC srit OursipE ,sritb-' 0 c l ky. rI P/Pe _vZ3101-0_ 3.ZS) z /.o'.) K./k 1QJ 60 :cam 04) .517 `use: 2 "� srO \ plf E p&srs UP /E2 LMo1#16 S eke oO r 130 •1 ok: ,30 \' Tz c= .56202) L4PLf 1�- k lmin 1( SHEET 4 OFsrifMt BY r I iereir . see r> 34 • 9' ‘7,2A. anlior To ; I ' ',6(c) 0. 1�NEt..fTK‘J ..... .J'/L (seed' t. ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 • FAX # (206) 522.8898 JOB No. 130I24.Oc- JOB NAME 18AVROSA C17 6Lt'_C3 , DATE !' SUBJECT AIR /Urn Fit - 2 FC 00,1. SHEET OF BY D%n1-. Joe No. JOB NAME .s kiAol e-leck G /n- ay.04 ,3 DATE SUBJECT SHEET OF BY ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522 -6698 M 041c ` 3 . I( 7 C)( 13, 0 9- ‘ (,(.90.1)( 4 ) _ 1 '4J lO r DL tsc1s '. L0479 fyOIL de , LL DL z 8,3- 4 : 3 ,11or P,, E7j m' c, 83K 'Ps • ( ro,- z ( z 46r4) ells 9.$(9.1? +/3,83 7,s zpI ft r ,JZS +. pL - .,od c. (v /,3s' iP */D,9 0-; Z!y(,ilrt,l) 6.6" ; <- 0okce.c.A /'ok 1 INPUT DATA INPUT DATA DESIGN (ULTIMATE) LOADS MATERIAL STRENGTH SECTION + CONCRETE COLUMN DESIGN + + '~ SHAMROCK CENTER 15 IN DIA CIP STAIR COLS. DESIGN METHOD --STRENGTH (ULTIMATE) + + CONCRETE COLUMN DESIGN + DESIGN METHOD --STRENGTH (ULTIMATE) + + LENGTH UNSUPPORTED (FT) = 17..5 IN % DIRECTION BRACED A6AINST'SJDESW#Y' EFF, LENGTH FACTOR (0 0"80 IN Y DIRECTION UNRRACED AGAINST SI[)ESWAY �- EFF . LENGTH FACTOR (K) FOR NO GIDESWAY CONDITION 0.08 � `- EFF° LENGTH FAC'[(lR (K) FOR RlDESWAY CONDITION 1"2() FT & KIPS: + MOMENTS = CLOCKWISE Lnad -WITH NO APPRECIABLE SIDESWAY- --WITH APPRECIABLE SlDESWAw--~ Case Axial Mx TOP Mx BOT My TOP My BOT Mx TOP Mx ROT My TOP My ROT r 19,8 0,0 0,0 0°0 0,0 8,0 {],0 0,0 22"3 4'' . CONCRETE F'c (K9I) = 3"0 STEEL YIELD (KSI) 60. 18 (IN) ROUND TIED CLEAR COVER OVER VER1ICAL BARS = 2 (IN) FOR CASE WITH NO APPRECIABLE SIDESWAY MOMENT RATIO, DL/TOTAL IN X DIRECTION = 1 FnR CASE WITH NO APPRECIABLE SIDESWAY ( MOMENT RATIO, DL/TOTAL IN Y DIRECTION r= 1 , RATIO, Pu/CRJT,P FOR ALL COLUMNS IN STORY = SAME AS THIS COLUMN FOR CASE WITH APPRECIABLE 8IDFSWAY MOMENT RATIO, DL./TOTAL IN Y DIRECTION = .9 REINFORCING AREA FE( °,l' 1), (SO. IN): PERCENTAGE : (J OR MORE BARS 2.54 0.0i0 . () MOMENT MAGNIFICATION FACTORS 'I:..(J(11:) WITH NO APPRECIABLE ;:i I r)I ':iw( ;Y WITH APPRECIABLE 5 X r EswAY CASE:: X DIREC'T'ION v DIRECTION x DIRECTION Y DIRECTION 1 1,0015 1,015 1,0(.00 1.033 SHAMROCK CENTER 1E3xN. DIA C.I.P. STAIR INTERIOR COL. DESIGN :r (:iN METHOD -- STRENGTH H ((.IL'T' :c MATE ) INPUT DATA MATERIAL STRENGTH CONCRETE E Iw r: (I::.;'3 :r.) _ 3.0 STEEL YIELD (KS T.) = fat: 9.0 (IN) Nfl(.JNY) TxEI) CLEAR COVER OVER VERTICAL BARS = 2 (IN) NUMBER OF BARES = 6 AREA PER BAR (I N^2) = .44 TOTAL. STEE :L. AREA (x N' 2) = 2.64 + ALLOWABLE-LOAD L..E L.OAD + + + F'bR BAR TENSION (KS I) _. 60 • (I.JL..'r , -- F'(11 : ;'rlJRED LOADS) P (KIPS) • = 192.1 ECCENTRICITY (IN) IN Y DIRECTION= 6.32 M (FT—KIPS) = 101.2 .4. + CONCRETE: COLUMN CHECK + + Joe No. 88124.!7)% Joe NAME (5 (.K CTX. 131-06 SUBJECT G . B • L. ADS )b /°/ /C S e .3 r r/Z f viviod✓ZIT ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 • FAX # (206) 522-6698 6 ,vl pL 4 3 . 1 LL BrI 1 . 6 Ot/f _stop rL 6 g 4,3.g v GP LL 8 .4- /5.3i (9.$) z i � 1 + // (/ f. l z r))4- R� 1, ,.o z K k. J, u7S (.IZS)(z�) LL r� L ' 4e.l" Ic GBt7T1f1p .7tABt L�- / ?: • 97 ft 4 ' I'1.9" 'ff GO 17 / 7(/ {.i:s) r pl L,6 P� = G K (I .' ): '• 1! 17 I 7 MMK ir 23?.9 K Fr" 4`214- i A, s z.G,L UJE �'�`� 8vr 15;;-" DGS, GOR; hJ pL � i •• t. 7(/). = w � 7 (,lz :;.g7slc(.40 •ti • . DATE SHEET OF Pf BY 2 9? l <' tf` 0,3 ?GU, fL 1 :3. 01s20.3 b " . 2 1 1 k . r. 3,2., 43 .1- 1 l z-sif s /,2.3 (See ') _67). ?/.3: I i 1 • .) y= Bt.7s . US< 4 F8 Nor 3* ? . . TdP 9A 7 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 Joe No 861 Joe NAME S/i4MRoCK CT 84,06, 6 SUBJECT A/W- ,s vrivaa r e 4r7t' .'' (Ilse G I2...x z o . 7 . w/ � ,`es WHO x o -7 ` ez -o ` 11 MRAic 06r, 77 Iv w J=, 106" 6104 )(707)(3)(24 r 2, 78 ( S2 (svp.f)(i ' ) 700 ft. e 2) (6 r 0, 2 70 //' .+ . ")(r,.v) G ; /Z x 20.7 t O.Z8z. ". 0,7 (r z ) 1.3KIP "K Pa. w olfs A„r ASJWr!!El 'Alcoa A„ svRFA = O.OS (0 )(Z)(6"." )) 2.Y.) boo u 4.79.KiruK DATE SHEET OF BY 'fir ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522-6698 JOB No. 85n-q,()) 9 JOB NAME arH/9771/lOGf _ 1?/k, SUBJECT s ?cL71 s LAD 4,t.1/4RWL / /T ,01577 /6.a OUO * uN lr Assume 4 RYA rat i,J i = 2W v 14M0 c,o40/7 = zx smwc r 4)41 M 8(4.sa3) u 6. 24" 8.31" Ka 74/ q� '• O, 2 5 (7) 1 A ,,,, • O. 4. e 46/ 11 3 ( p �0 r ` , �jvA�f , c7 (2.0) S.1? K.ff (no ,0 Kill) f PftAD 1' �4., / JEAU \a 3c(loo) i .3( 88S per U$g Itrenf t 6r 88> (►. 4) t 3vs6,7) /. 8 ?? 4( t /.53�!?(6.12) - -.16,1 K. ft ( 161,2 A...); b -.0 "' cy = ao kj =,a d * e.r" f! -.3 4, = o.¢(l = 0.514 =' s s-e /z. Z, a z/ iZy DATE OF BY p"),(_, V� s 2J-3-070 L { Z �j k , i t , 9 ENGINEERS-NORTHWEST CONCRETE JAMB DESIGN (version 6869 Noodlawn Ave NE 1988 UBC Seattlp,Washinntnn 90115 0R:35 :00 01 -07 -1991 po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor 19.00 43,00 6,00 SPANDREI. DATA thirkness(in) offset (in, + outward) 6,00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 12.0 0,0 0.0 MATERIAL DATA concrete.(psi) rehar.(psi) 3000 60000 LOADING DATA unfactored wind in (psi): seismic... zone ledger I.I.(plfl: concentrated load LW.11hs): runrentrir )nad II.(p1f): i hnriz load plf (+ inward): RC BAR DATA Vertiral S #5 d: 4.13 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Hu tin -k) LOAD CASES 11 2) 3) 4) 5) 61 71 .901 + 1.3W1. inward .90L + 1.3WL outward .911 + 1.43ER 1.0501 + 1.28LL + 1.28WL inward 1.051)1. + 1,20L1 + 1.20WL outward 1,0501 + 1.21I11 + 1.4E0 1.4D1. + 1.71.1 INTERACTION CURVE DATA .7$Pn ,7$Pbal .7$Mha) .7tMn 102,8 26.3 107.7 67.2 14.3 nut (psfl: 13.1 3 press (psi): 44.0 import fact: 1.00 175 DI. (plf): 113 err (ink 2,5 0 Dl. (lbsl: 0 ecc lint: 0.0 162 Pt. (p)f): 1413 0 dist above floorlftl: 0.0 1lurizonta1 min in ^7 / ft 0,14 - outward Phittin (in -141 dell (in) Allow defl(in) NOTE 3.0) Sheet of SHAMROCK CENTER BLDG C PANEL 5 N /ROOF DECK LOADS 0.00 1.00 % L1 wlseismir.: % I.I. w /seismic: % I.I. w /seismir: 0 0 0 Comments in cases I), 21, 41, and 5) the LL used is 1/2 of the applied LL :: parapet ht (ft) 0.00 1 0,2 52.2 100.39 0.82 1.52 case nk 7 0.2 - 51.7 100.39 - 0.85 • 1.52 rase nk 3 8,2 -44.3 100.39 -0.53 1.52 case ok 4. 13,3 55.5 117.66 0.79 1,52 case. nk used interaction curve 5 13.3 -61.4 87.66 -0.96 1.52 case ok used interaction. curve 6 9.6 -46.2 01.93 -0.52 1.52 case ok used interaction curve 7 22.6 -0.7 102.05 -0.04 1.52 case ok used interaction curve ENGINEERS-NORTHWEST CONCRETE .IAMB DESIGN (version 3.0) Sheet of 6869 Wondlawn Ave NE . 1908 UDC SHAMROCK CENTER BLDG C Seattle,Washingtnn 90115 00:41:25 01 -07 -1991 PANEL 5 RT PILASTER W /ROOF DECK po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K fartnr parapet ht (ft) 19.00 11.25 11.25 0.00 1,00 0.00 SPANDREI. DATA thicknPss(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width lft) height (ft) RIGHT width (ft) height (ft) 29,3 12.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactared wind in (psf1= 14.3 out (psi): 13.1 seismic.., zone 3 press Ipsf)= 162.2 import fact= 1,00 ledger I.L(plf1= 175 DI (Oil= 113 err. (in1= 2.5 X LI w /seismic= 0 concentrated load LL(Ihs): 0 DL (lbs): 0 ecc (in):: 0.0 % LL w /seismic= 0 rnnrentric Inad Il.lplfl= 1162 DL (plf1= 1413 X I.I. w /r..eismic= 0 Wiz had plf (+ inward): 0 dist above floor(ft1= 0,0 RFBAN DATA Verfiral 7 15 d= 1.00 Horizontal min in"? / ft 0.27 MOMENT AND DEFLECTION RESULTS + inward - outward (:arse Po (kips) Mu tin - k) PhitMn (in - k) i1f1 lin) Allow defllin) Cnwments 1 31,5 193.1 317.27 0.37 1.52 case ok used interaction curve 2 31.5 - 155.2 317.27 -0.74 1.52 case nk used interaction curve 3 31.5 146,3 317.27 0.21 1.52 case ok used interaction curve 4 50.9 196.4 370,14 0.33 1.52 case at used interaction curve 5 50,9 - 161.2 370.14 -0,23 1.52 case ok used interaction curve 6 36.7 149.0 331.49 0,20 1.52 case ok used interaction curve 7 86.8 6,2 360,12 0.01 1.52 case ok used interaction curve LOAD CASES 1) .901. + (.3W). inward 2) .90L + 1.3W1 outward 3) .901. + 1.43E0 4) 1.0501 + 1.2RLL + 1.2RWL inward 5) 1,0501. + 1.2011 + 1,28W). outward 6) 1,050L + 1.2fIL1 + 1.4E0 7) 1.4DL. + 1.7LL INTERACTION CURVE DATA .71Po .71Phal ,71Mba1 .7111n 192.8 69,2 419,7 231.9 NOTE in 1), 2), 4), and 5) the LL used is 1/2 of the applied 11 C FNf,1NEli0- WIlIIIHWE5T CIIWCRF1F JAil 101f6N lver•slno 3.0) Hheet of 6869 Woodlawn Ave NE. 1988 URC SHAMROCK CENTER BLDG C SeattIn,Washingion 9U115 (H139:1111 01 - 07 - 1991 PANEI. 5 /RI111F 2 - 0 ,IAMB pn 100 = ,IAMD DATA height MI width lint thickness lint add thickness tint K factor parapet ht (ft) 19,00 24,00 6.00 0,00 0.85 0,00 SPANDREL DATA thickness(in) offset (in. + outward) 6,00 0.00 DPENIN6R IEFT width (ft) height (4t) R16HT width (ft) height (ft) 24.0 12.0 0.0 0,0 MATERIAI. DATA rnnrrnte (psi) rehar (psi) 3000 60000 LOADIN6 DATA unfactored wind in (psf)= 14.3 out (psi): 13.1 seismic... zone 3 press (psi): 72..2 import fact: 1.00 ledger LL(plf)= 175 DL (plf)= 113 er.r. (in)= 2.5 % LI. w /Seismic= 0 concentrated load LL(lbs)= 0 DL (lbsl= 0 ecc (in1= 0.0 X LL w /seismic= 0 concentric load t.l.lplf): 1162 DI. (p)f1= 1413 % LL w /seismic= 0 horiz load plf (+ inward): 0 dist above floor(ft)= 0.0 RFDAR DATA Vertical 4 115 d= 4.13 Horizontal min i102 I ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Cage Nn (kipt tin fin - k) Phi11Mn tin - k) deft lin) Allow def)(in) Comments Top of wall 1 13, II !i7,4 1(19,17 0,59 1.29 race ok used interaction curve 2 13,0 - 60,5 109.17 - 0.65 1.29 case ok used interaction curve 3 13.n - 52,3 109,17 - 0.45 1.29 rase nk used interaction curve 4 21,1 60,3 112..74 0.51 1.29 case ok used interaction curve 5 21,1 - i0,'$ 1 -(1.65 1.79 case nk used interaction curve 6 15,2 -54.4 112.11 -0.43 1.7.9 case ok used interaction curve 1 36.1 - 14,1, 42.07 - 0,05 1.29 case ok used interaction curve Bottom of wall 1 13,5 42.4 . 109,91 0,03 0.46 case ok used interaction curve 2 13.5 -39.4 109.91 -0,01 0.46 case nk used interaction curve 3 13,5 - 31.7 107,71 0 ,00 0.46 case ok used interaction curve 4 21,8 41.4 111.86 0.07. 0.46 case ok used interaction curve 5 21.8 -39.5 111.86 - 0.01 0,46 case nk used interaction curve 6 15.8 -31.7 112.98 0,00 0,46 case ok used interaction curve 7 37.0 - 2.3 90,90 -0.00 0.46 case ok used interaction curve LOAD CASES 11 .901. + 1.3W). inward 2) .90L + 1.3WL outward 3) ,901. + 1,43E11 4) 1.0501 + 1.28LL + 1.28WL inward 5) 1,05DL + 1.2811 + 1.20WL outward 6) 1.05DL + 1.28LL + 1.4EG 7) 1.40L + 1.71.1. INTERACTION CURVE DATA ,7Wn .71Phal .71Mhal .7$Mn 102.8 18.4 116.5 91.5 NOTE in cases 11, 2) 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 522 -8698 Jos No. 8 12¢, JOB NAME S H/PiROcK G6V re'Z pc PG? . 8 SUBJECT c.s rsc . P / CO Lv, fAJ 4.0Vo ra puLED d..- e' T� PL- R (33. 5)(. 9) 6 )%3o + 2 U 4 1 51 4 (4) = > ecreA s �+JG Pit 2.88 ST06 98.80 ST07 9.46 ST08 0.88 ST09 36.80 STOA 12.25 STOB 2.88 STOC 12.80 STOD 24.50 STOE R/S R/S 51.04 * ** 0.85 * ** 0.63 * ** 0.57 * ** 90064 Ese7<4 s 7/eo% 2.86 ST06 98.08 ST07 6.11 ST08 8.08 ST09 36.08 STOA 19.80 STOB 2.06 STOC 15.68 STOD 20.08 STOE R/S R/S 110.68 * ** 8.85 * ** 0.84 * ** 8,ac *4 1r vcTM s 7rz u y /��t 8 "O 2.88 ST06 98.80 ST07 6.11 ST08 0.08 ST09 36.88 STOA 19.18 STOB 2.88 STOC 12.80 STOD 24.58 STOE R/S R/S 79.58 * ** 0.85 * ** 0.67 * ** 0.49 * ** c oa rR f °� D or po Asolle £ )4 J7 ea1 6 "Pipe 2.86 ST06 98.80 ST07 9.46 ST08 8.08 ST09 36.88 STOA 12.25 STOB 2.06 STOC 15.60 STOD 28.88 STOE R/S R/S 71.36 * ** 0.85 * ** 0.67 * ** 0.55 * ** /r= 4A :Aser I DATE /"5/ SHEET OF BY Om �- 15.7 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Joe No, 9612', Joe NAME c,SHAMROck Cr/J7 7t 84.pCn B DATE / SUBJECT A TE1 - L P /PE. ,. • SHEET OF BY JAM 1v " sro Pi" ENGINEERS - NORTHWEST INC. P.S. 3.67 STO6 98.88 STO7 6.11 STO8 0.88 STO9 76.80 STOA 19.88 STOB , 3.67 STOC 11.90 STOD 29.98 STOE R/S R/S 62.13 * ** 0.85 * ** 8.68 * ** 9.49 • tit♦ ID 5r0.PPC 3.67 STO6 98.08 ST07 9.46 STOB 8.00 STO9 36.80 STOA 12.25 STOB 3.67 STOC 11.98 STOD 29.98 STOE R/S R/S 40.05 * ** 8.85 * ** 8.59 * ** 0.56 * ** Joe No. JOB NAME k5h4t1R CeiVr 2 /3CD6 /3 DATE � 5 I ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522.6698 SUBJECT Pt raZAPC d r' SHEET OF BY ►D/`'1 L ( /p� 6-6 (apt /4o) + ¢(/oo) ( 3.356 I(L. ' z ?rIi.r w�u 2 200 PLF W , 1 (1z5"0.7) '- loo 0-4))t 4(,00x,. q) 3� 380 p 7'/2 z - (/LSrao4) t y 000) ? 17 SU P6 f U s - • (I z.,--6:7)+,60 (l. y�) . `{ 0-0)0. 5 2 67s7PLee 23,3 (G.y ) - 3.380.v) et) = 80, K'f C5 677 f3Ur,te4JF, bwZ .y �'G� If„•1IL � Ai = 0 (yi,) • f, 12 _Tat IcEI ✓p t —4 " fI "° k,, <�S 4.: L" 'fi 23. r /9u =%d vs K . n 4 . 0, 9 y v(y�) • I 2 c _p! 3 * G Pie 4."5 - (9) % zy. i( ) - 9/,s- - /4.83 VES .. cevc, z 0,85 (2.)1 3ovo (2-y9(2 / ") 44.SJK 2k 3, 23.3 I ? - 34.) K U� T /099 k.I/J i S ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Jos No. 138i24,00 Jos NAME SHAMRock ceevrE'R BI.pG,, B SUBJECT PA 770 DEG* - o 12. V 1 • o DATE 9 SHEET OF BY Drys (.• u,Y: _YlSW fel 3 N, m � z , I A i i Sr6P PTy , ` 1 /O G i a .. m A 4 Aw.opy „ , I / f ,ADD 4 ,5 // L 9" - roe E SP @ Pe GRID ® ® am° • Z.. /ADD L JJ 2 4 4- 6OT, MID STRIP T?f' GRID° TTJ J ADD 4-#4 BQT ALE 57RI P (TYP GFiI DS ® TO ®) ■ L #4x /O / -D "d e /3 "% TO!•' • U / N A2./ 4i)" w 4 x d-O "e /3 "% TOP I I \IF FEpi r= W L..1/4.-)_i i . ( ' � ' 0. N / 4' fi e f1W .�APP A -2,1 18 l3 " , ,0 4 t212 ? 4' CJ' e ti :h� 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 Pg.& J ' UtJ La S Q emeiperrs //a0 F 77ff stns Q _N/4 •Caf Meeitcr L �u ? Si, _ 3 02 I FTE � -o TJT: I e ,16A. r .j, ;83, • /43 (3 • .2 z (a.) • 2 91( .a" S. t. .983 t2) 4 3 • 0'J S (i, 1 * s p re A — 0 , 2 . a " r z A GHQ@ d J/°A�Jar° -19/L Deuble s c / Li c rrr 141 =�•(.t7 )2. = Ii'4. a (z - M = 9s7 (3,4, 1, — Cszci ) z . 783 ft-" JOB NAME SM/4I4ck CO/ rat BLDG ( 8 1 2 7.5 / sr -. ?4. 0 esr 2 t 2 H'.'. S. G 3 ,>v t (o .7 ,L I 26 f a. at.. <7 lyv pj - z 08 ><�fT t 73 o,, � r� 2 (a) • U > tt p* — zKG `0 4 0/41'1. do M iry p r : ;iAts'PaEID Noc..) 083C 3,Sg,, 3 At.►" 4.05-60.4 -) a 6.2 r 29 ? L �.� • t Gcsnimeo T • s rJn DATE -)9 SHEET I OF AT' BY Pm t I_ (71,o) Lei ENGINEERS- NORTHWEST INC. P.S 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 • Joe No. 8812 4. 00 Joh NAME st 1R 0 L0G l3 DATE SUBJECT .5/444i/41 0E3 4 SHEET! OF, fk BY Del t4 JQm/ pEc 2Z 9a TytE 13 FOX, ILOk 01r . k w / k: yv /Pie t_e0Gen suprar Li." nu uc.- 31 7:- o r►Av SPAN 7 R= 1" ( 131) _ 460 p-r 416 Mr 4o( = o S J jy - ' O 1 L /A, ,7S(7co; Gp ArrAcHotiwr 4,11.4) 6 iSce/cK( t co�►13 .(c.,,)140207 = 0.562 s 56 1 r = (.19'?s)( ?o ?X 3)(?0) > 7-0 H s191 @ 173 rs r ok ,4G --� .dog itC4' 4 °r • ,7 2 sAy 3 " 7 ie 4 1 8, 4 1" LIML'f►7/� -- � goo) com Aot n # (208) 522 -6698 trim • r 13 %,. r 4.5% 8 K > 41'3 s �i K . /d ° r zo't Q Eupr. • ►1141( 2 1+12 ° � 8 f artGol i.'. Ku: 293 I A I 2,38.1.' A, _ 10 ' .6► 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 £HAMRai< GE/ IER D A 18 SUBJECT SU// CALG GR e P /A60N4L wr>ty 7 Rr 2 smAla a e .✓9y yam ( 26. . +.100 -r-.Z.60t. /O. ep + , 8'7S (i,7) 4: I Z i s? LF .H6 9 1 1 / (8s)Woox20 6,Sk2 G ~ . spy •4 ' e 9'1'. over 2 06, 4,t ft 1 �Wf Tat) H/6 N V 14,3 ISZ 2.o 4p0 ■AiragtmeV 1. DATE 2- -- SHEET 7 OF r BY OM L ,o/SO) = • ,12s rP(1. I-) a' Z . e'zs' , IooPiF(PL)(x). .700 ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # a JOB No 68 O09 JOB NAME AM ROGIc Cen/T�R $ Ifj( DATE 2-1D-12 SUBJECT ,rNTty G,. 13. @ DrAGO t< c.�Al/1 NoT 4DPED /�/T 7,?, O /476 P /LE e I,* .G, 13, W✓ Z (, 2's +.7oo 4,127KV 'I 5- M s 4./a7(101 8 , To/ 6� 24 t '4 of r z2` ,3or R61,0 /` Mt) N -,K (341 p d l.J ` t, /t,0t. Zhu r .c,oQ) /.4 ,-, /,7) t - (4.l z7)(10') a Ls $ k I 9 VL � 8.5104)(20 ) Jd70 1L) L , 8 k Avc.. = 22, • K 0. 14)3 e ° 0 0, 4 (G o , L 6-1. so( 44eD 1 , ' 2 . =1,a,347 °'°' C A'i e 19 ne !C :� ,JOT, , $rliAlle d R,pp• n lia* J AY = y , 8S Y2'ON .) T& . 2" 2. 7D ,cam/ ✓I� : //. ; t '/ (4/'.I )R•" /c( . d , R. =,s2(0,7/i' <, ` 1 .3i48.t K.,.J A. it 3t (v,J_ U.1ezL4tp, <3.7) { /°., Ae- c/l6 :K FO, /e LE ADJAGtv7 NdN, DFc ofT3 /OE' iA/ ' Jatk 1.1..4' A ADD d nW . , 2, tS(1000,4) t .q(o) Wr K�F c040 00 rim SHEET 4 OF Aar BY DM i•■ Lout . wu� f,l27i J" 44)-4 G 007;f H L $ (4.9z /)( /0 sa'B, /oe . ) 2(i/cai .. TIES /C- 3 P.-c. f. C. -2,), o Joe No. SUBJECT Ec.1 -1AA! ► C.A L. Om er Gq ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 • FAX # (206) 522 -6698 � o of Mkt !hair e oe W ed/t r . D.•,., .790.0 A 4950.10 10.9 ,),, L 9(9) ,ozs(s) Joe NAME •SNArl /OCI< Gin . cBC.l7G 8 2,4.8 iv • 20. 7 ,w 3 B ao ` ri/i/r P•eC NrZK Gv2 63(i•,r) ',58('e2 ', Z /y.7,di, 3 I. C. VOL) Sp- (8))(8) • (l.99)(a. Sae (d) / ? t& lee l,) ti) (0, v) 6476 (a) L 35;,9 shy <a r' 2 -1 9 -91 DATE SHEET OF BY OML i 3 7: 4 77: N/ i 2 (,,rri) s F I f Us'::ps *-z s 2.5;38 , 4. 1 ! J 34.6G.4,t //Lift,' 1552 L ; 1 b r3wp..1 eN • 63C • { 01b)- IA .0 . i ... • , t U.s! .14 G if. 1,D, Li" Joe No. ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 • FAX # (206) 522 -6698 SUBJECT M� = / .3z(14 l )- Sr BA 64 i 2. - JOB NAME S K rcoc'c cm 13(.06 8 - nc-04LK 2. -'5 /NECK. uA/ IT 4 OLT ; DL o 13 ps F c9ruIuo› Is OF G,u,Q 4 - s s w w 49,5-(I3# ts) 4 3s - I /s,, rc.lr 2y.3(6,0 s l9z. Id99s L1 7 0,82 ), 44 4 rt. ; ifJ 16,y 13x1 Is AD64uIPfih < 1.0rr3 Fox 8414 flat* O ,� ' , loo* . G 4)1 33' - (Q'' 50 :I 'II • 113,73 n. ff /19. 2.?L 519. f ih sky o N'a, °or 30' - 7.] /2,3'1 i 80,? —' 990 6 Zak ¶ 3 . 3- 6 Goi i- 27=6; 4'1yit 2 a 1 L 33' -4` 1' '' 16,32 :1.� s 19,o 1,4- 1 e /7E7 - 8 , bll ,9rd43 J�V 7( (L) +/N G 904X a) (28.4 21,31: Ifro 20,9 DATE SHEET BY z -Lo -g� 4,- 2. it 1, w )L OF I CD cs rh s 2 - 1 G 1 1-s 3 ( Z // i? //9CIL) 83g,os, /6.0 Joe No. ENG INEERS - NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 SUBJECT SCE `Cdti .4 /A4 - 414 f/N Ir Ld ills ARID C GLL'J 1,191KLF zy 6,›iyx as 1 D, f - 62iD 0-0 4. l2 7y(/0.8t8) ,3y >S.yY CAS►?, a wr GR ) -Q 0,9c > 4 L6 s Joe NAME Silflo»Coak crx P 6 B 60.2)4) Z - s 69,J 2 2, r p, 4 4 (►. >) -2,/4&v /2/.s a4. t Mt /9.u�c' ?) -827f - /,/7 /(,:c:} �r6Y 65 oMa ,/355 Clz /l7,? 61-) ` s gfo. t I, ?0 Z k,z ow < 2•,e,C i g✓ z 2.2.13 (r.r) - . 0,18 07 < /By7,j o O : 'f Z =-) ..er/9 G e . 0 1 1 - I,I7/ l•) ' / f ,Von : au or' AooF ok By iuJPr c.r'o DATE SHEET BY s,zrt a ,,s 1 /G, r64z) i9.nif 8Z 87,7`1'4' 117,'1 i` 1r C OF Ph( SHAMROCK CENTER BUILDING 'B & C' 134th ST. SOUTH & 47th AVE. SOUTH TUKWILA, WASHINGTON NOVEMBER 27, 1989 CODE INFORMATION: ARCHITECT STRUCTURAL ENGINEER CALCULATIONS INDEX 1:3)C BLDG "C" FRAMING 1 /FRMG - 7 /FRMG LATERAL ANALYSIS 1 /LAT - 4 /LAT PC WALL DESIGN 1 /WAL - 14 /WAL SHEAR WALL DESIGN 1 /SHR - 17 /SHR COLUMN DESIGN 1 /COL - 4 /COL STRUCTURAL SLAB 1 /SLB - 12 /SLB MISCELLANEOUS i /MSC - 6 /MSC BLDG "B" FRAMING 1 /FRMG - 11 /FRMG LATERAL DESIGN 1 /LAT - 9 /LAT SHEAR WALL DESIGN 1 /SHR - 6 /SHR PC WALL DESIGN 1 /WALL - 20 /WALL STRUCTURAL SLAB DESIGN 1 /SLAB - 13 /SLAB FOUNDATION DESIGN 1 /FNDN - 14 /FNDN COLUMN DESIGN 1 /COL - 4 /COL Led lui JAN 2 MAHAN & CESALVC, INC. UNIFORM BUILDING CODE - -1988 EDITION .WIND - - -80 MPH, EXPOSURE B SEISMIC - -- -ZONE 3 0 1 19911 MAHAN b. DESALV3, INC. EDBURG CHRISTIANSEN ARCHITECTS RECEIVED 616 FIRST AVENUE, Suite 400 CITY OF TUKWILA SEATTLE, WA 98104 (206) 682 -2857 Nov 2 9 1989 ENGINEERS NORTHWEST 6869 WOODLAWN AVE. NW, Suite 250 SEATTLE, WA 98115 PERMIT CENTER ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.. SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 • FAX • (206) 5224696 Joe No. 36124.00g Joe NAME .s Nf}NIRoc.K CEAnER 84 06, SUBJECT PANELI2 E0 Qvof sv.t1EA EIL/ - O.''UE2 M4.104 2 E1L /J /yt! 8 u lZ = Z.2 P,s F %" c = 1,8 Df+k / 2,c y d Z'-o� = 0,? TJz 65 & 0=e t, 0.3 .P /t/.414 E,( /NJUL R r"/Gft) SU s/. MEL H, 6c miJc, r 2,0 • /. 8 ▪ 2.7 13.0 P3F L, L, SHOw,/ = 25,0 Psec DATE / " Al OV SHEET I OF ?RA& By OAP? GIrY or ru xW /L/1 433 - /85' 008 8Eij c'scro) Zo,✓E TE krOJAI 00 MPH w/NP EAP. " y 08sE2vAna 5014J- PI s (WMTWO sre vcrva4C. jc R8 REF. Jo u sAOrt CR cAscAOE GEOrEcgrn44 L 821 - 5080 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 - FAX #I (206) 522.8898 Joe No 88 /Z4•0 Joe NAME SHAM2OCI< Cc.i m7Z 81.r& C SUBJECT rh4,jt2 /€Y /.S/O!./ tact I (.4I STRo4/6Fe2S 'D L LL t )e°4-./ F r r 1._ R s (o1. Y (7.so) z M z 61,y )4, r z30,30,5 '' 9s (Mr) 4131.7 (n.) 3 S'' = 2os00.1S) = Z 19 in 5(4).4)0..0w Tr - 98y ihaE6] (. .5 ") op P� 0.8( l.ss» b L. Rlatir. Z( 7, s)(9, 3) 8 .v -s /e "c o. x = 1. El AF rrl a z'0`: = 0,7 5.7 P.3 r 5Now . es. ° Psi r. 30.7 P> 3. H• i4. S .7 3 Ps.r 70 t.b /JoiST s >•• 2 - Av.fs DATE SHEET BY 4s 5.25' S r 3.04 s: Sob / .-A/0V - 59 I LAW DF * 1 2. X4 t' 2 /O "t - OF Ficm y W= 2(1 2,3o, 8 e=0 - ,3 6 ! f-- ru t I !— N6if 2 43i.7 ft. t.' - I k ar- • 4, , 7 ! 4 ,, U s IM PJO4J F Z 11 PA •E /IG0AS ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 • SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Joe NO, etV2 V.006 Joe NAME S//ANIgQGk C A)T ,ACDG, C SUBJECT //ElV D l,✓NErt' - MAJOR X Ev /S /O.(/ 8' -0" 8A Ys (,v Q (25 +19) = 304 PLF ,Q = z 8'- co " - 34" u z s7' 13Ay Acro,e L DE - P 5,2 Titus .5 JO/ )r C.477? CO 9 zG "rJr6s + 3 � z ?'- � ktu /1flVd►,c = 2y ) Us& 26" TJI 6Se R - 2b (304) = 4 2 5 - Z UtLirr s> P g 0,8(1,1) (1 ")(s) = 15,0 DL WORST cAsF 61L 2 C.3y.) F Nlr H6,es f D/sr, ra l3It61, ZG N TJr GS Gam' 8 -o"t = 313 PLF SA 215, 30y (27,1oy)t 27.92 K'!✓t 8 V 304 (27 4, l20 kip Mf, 2 VAllOW 3&DO(1,1 4,L41. `. kip 65.)3 1 /7 21 3 = 0 in 4 9s o �8y( 45�/s EG) �• ouR 2. S /. "c Ole I, B 2x4 rit us s 6.1 /aSUL I.0 - -5Pgi.Jttelt Z. — 28, 61 'K�k A v DATE 3 1 - acr -ei SHEET 3 Or/rA<„ BY 0/ L. o • D E tn 4 V 5C S I? -►PSON H w 14 z` C4 /tC /T 3L VI, I 421412 RAP : 6.3 (8)67. /04) a r Lip t /ad =Z'N - s/e •1.02.5(38)(/,33) + 82.3 Cd G "t ,3 - /od; a 4= !l" C ENGINEERS-NORTHWEST INC. PS. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 • (206)525-7560 • FAX # (206) 622-6698 Joe No. AO 2 Joe NAME i SEAtAl ' 1 DATE ,31-ocr-ekg SUBJECT NFL., OW NER - MAJ W.5101v ,SHEET 4 or PZ Pe G• By V/-IL Bpi SEAT /9./ Ar 05 oA Gt Ls 2.c)(28 .5) 4 ‘o 1,1'0 i<LF W t3(0.;) + Go .43 I /44(351_ L ez,23 = 4.36 341 5 "itert, 1 /./ (i 9) + • .7:- Z39,7 a A - = 05,7. p . Z3.5.9 (it) 2. y0./0 2 r 3 9) P 17ta 2.3 38110,064] Ek 9S 4 s its cg,r p f4.0 oil 2 rt ztz.8 itt.` Ius. g 1,0% itt /tri7\r 20,214 Is po A r " 5p - 8 5:7 7. " .203.5 s 0 170 (big) (90 '1‘6"0.10 z42.2.;it 4.5".0' 30:::}1.244 233. k • Pt Q -(v 2.4 0.1.0 Air ( Pe. ) OE tf 33 /4. ;le R 23.86 60.17 +N 233.16 -N 8.88 168.45 LU 8.10 12.82 to* ---R CANT 6.50 A 1.14-1.14 6.50 P-END 22.20 ---SPAN 45.08 A 1.14-1.14 22.58 P-END 2.30 W 1.14-1.14 22.58 S 2.406 0.165 1,800. SR 1014 DUR1.15 --6.75 X 32.19 XN 0 99 81 f' . ' I I I t c 4, Pu = 15'sP r DL Bug z•z PeiDu I. te Lx 0,7 ri o I 0,a /,0,101 /, v srurl( Z,0 B, s ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E, - SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 • FAX # (206) 522 -6698 Joe No /2 9 •BUG Joe NAME .S HAHR,Qck CENT ,Z QLDOi G SUBJECT UPL / Fr 0,1 6; I. /5•8.r = 4, rsr(e):s : rcr i G49 s S(. l /LF DATE " �l4y '89 SHEET J OF MM67 BY Dm L 39.S I GLp > r uo r/E /1EQP, ~~ BEAM.. MAIN SPAN= 45.00 RIGHT CANT= 6.50 UNIFORM LOADS (kif) MAIN SPAN= 1.158 R ]e4t = 22.3 R rinht = 59.6 R left DOES NOT INCLUDE ADJACENT BEAM REACTION Mmax (ft-k1ps)= Vmax (kips)= 29.8 E= 1800 Fb= 2.76 Fv= .189 MOMENTS CENTER SPAN= 214.6 RIGHT CANT= 169.4 SHEARS EACH SIDE OF SUPPORTS 22.3 29.8 29.8 BEAM.. LENGTH= 36.5 UNIFORM LOADS= 1.158 k1f M(ft-kips)= 214.6 V<kips>= E= 1000 Fb= 2.76 Fv= .189 BEAM 3 1/0 X 61.5 5 1/0 X 40.5 6 3/4 X 31.5 8 3/4 X 27 to 3/4 X 24 BEAM 3 1/8 X 46.5 5 1/0 X 36 6 3/4 X 31.5 8 3/4 X 27 10 3/4 X 24 DEFLECTION 0.64 1.36 2.20 2.70 3.12 DEFLECI]UN 1.21 • 1.60 1.81 2.22 2.57 %max fb 0.566 0.759 0.925 0.954 0.969 %max fb 0.959 0.948 0.925 0.954 0.969 131-D C - 400 ED t.u-L4n RIGHT CANT= 1.158 %max fv 0.986 0.991 1.000 0.914 0.846 %max fv 0.972 0.809 0.719 0.661 0.614 Aoo 2.9 lt /eta. "DTI dP 44 , ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N, E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522.6698 - Joe No. 6Al2¢, 004 Joe NAME - SHAMRr1Ck CEA/ reit BLDG, C SUBJECT REV /S/0/V - AOD 2 - 4S gAseJ 0 • M 1 _ I rt 0 M I „ C+ I I DATE SHEET 7 OF 1►4 Br DM L AcruAt 00A4/FiGuRAr/cY MP/Po /G RICH r7 or nActir ..'fA(, Pt✓G1, c 4. Joe No, 8Fl2 f 0 07- Joe NAME S NAMAOCk CENT /C QLOGI C. DATE LC - 44 V 8 9 SUBJECT SHEET / OF L477 BY 0 ,01 Dlyi1JE GR/FF/N) cirj OF ruK WILA (433 -1851 88 Co DE .. I D 80 MPH (ExP 8) seismic zoVE 3 SNor./ Z5 P..SF F =,001 , Sr iNcratAG sc,AQ On) p/ e. EJ ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 • (206) 525.7560 • FAX # (20$) 5224698 .SE /St4 /C. - v P = (0.8)(1,3)(17)( /) = 17, G8 Ps F /9,6,8(25 9.' g (zs, Zs)1" = Z 5'V PL.,: V ° 2 (z2.5) (0.3)(1)(2.7S) u/ 3,607 Lb y = 3,46 ?(,14) 0,14 W RS(z5.zs)` �/ ° 2 [ z(zz.) 1 +11904 SO S PL SE /SM /C CoireoLs ■ ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 - FAX # (206) 522.6698 Joe No. 88124, 0 Joe NAME , SNA,YROCK c v N pcOG+ SUBJECT 4,(25,2s) ccr� (z2,$) NJ G9(tszsr7 ■■/, = Z ` 2 (22,5) -� /37 PL 11 'l (s 2)] .14 149 (" + 32 (6)7,1L G.(2s,ts ) 1) 64 - Z (z 3, Zr 461 pLF cRio 215 - l�Z PcF 4-p \ij 2 H t Zi 4(/4)(/ - a)+ /3 =633 P LF = 132 pig J34ZS' DATE /5-IaV -8' SHEET 2 OF LA r 0 ts,2 &I (4) F 9.3k1 ; (,919812-1) ; ? z 91.4 • d /5( 0? • @ 81-0• OUT pant V= 14. . 4o 425 K • rr. 1 A -I • 1 i& 44.0 99 1.4a 430 PLO' ( 437fLP 493" pol= .2. A a 29/ ) Vk C 22. f .3Co. I ' zr. 4421 ri-Pr Cfrosx 23-3C(1.4) — .. a ( 5 - 0.5 (DO .S41 CPC Z,C41k-ft wS.; ok CNC-ck. G J41 V=465-00-43 42.3 Jc -3- r: 971 ft-P ZS I ..371 31-5- G410 0 0 • 633 ft.p f • -, /Z- 2r 43 .= 107 4= Z. • _sA 8' 104. 439 320 => 73 102 6 29.4 w (11 L- O 0 CO al 9 0 0 -• — 22-5 41 7 37 17 2 . 7 • 2 _ 4. 1/..= 7 '7 1 " c ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 • FAX # (208) 522.8698 Joe No SUBJECT ,4 \�._..� ■"0w`g\ \ riN\ //// 0 1 Joe NAME 5E /4 MROCk CEiJIE4 ,'?W6 (// ; =az — 2 ,' ...,-;r 14. Al 14.J '• 1 3. u. ti � r) � . u W ■% IL i...-1 j a 00 • J o W V tY 4o t t . 1 . 7 1 N U O N DATE • SHEET 4 or-4 T BY r,P7 L. NI A ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.. SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 - FAX # (206) 522-5695 Joe No, Joe NAME .NAM Ro Gk CFA) TEI At.D62. C DATE SUBJECT Qt = 2s' -3 Gi,o PNact. L./4yoar W u : ; 357, KC. F Woe , , eS al-Da C - /Q6/1'QptL SHEET ) OF �A/A ZM= 3 0I - e • 9 ►I 1 0 /0 90' BY Drh 2� #4ele "ti EaJe — 7 1 ;9 2Y= 2M-STwln, Cl E,F /2os(sE,F) @7 /'� fy M• s t /o $ z: - b CA/ Joe No. 881i V.' JOB NAME .CHrimi -Ou• AL.D(„ SUBJECT SPA A/ O.(CL pEJl44J Lu)/vD Lo # 1 , P 0.8 (1.2)( MO) /G,.3 rll- (/N) W iu ue.r 6 A g .Q t . 6 a. OA/ LotaER 3' oG PA,✓EL uo-r ,B S (� )(33X� = 3( 4 2.76 3 Ks. 1<1, - 4.710: od a) -74 (2.?s) ` .00.0 AJ =0,58 G?. /k t 0. ituJ6.L #? fiA/ , nF sP4A DKcc (5E W - Z pL Mu t /.4) (21.79)(78)2 = / 46,1< •f t 12 . /2" d 2.7$" /,44 (Izuu.3) / 53 .00.3? s = 0,1Z 4.0,0 ►r Vie *4 Q /gr• v A at. (7 + , ) 0G0) = /6,3.o p LF 3.9 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # 522 -6696 Ra Q, 7R (.. W = 0.542 t,O49(//.25) 1.3 /8k l.F R = /, 3/B (Zs) /6,5 K A, , Re '5- (l.y) o. r? () 0 1' ' fL .5WER2 FR IC 77 on/ A "; gr y .11a iow A4, DATE /S - ,<Jov -4 SHEET 2 OF VA)/ BY On,.L f.5'1Z1< r�T o. 1/ERr +.00►:(s.$)(,c.) 0.019 sky +► • € /8 "t,• Ve/rr Corr /AR r; , „✓ /se. 0 A 6 . i M v ,r (3 °)6 3)(/)(,75)(69)( /.4) ' 65;2L .../ice rt.r CoN TRO LS d (/o) / - /Duo (//.71 04 4) /6,s (1.4) k cJ4..r 2 / l , 9 tt, = I/ in.1 z s . r•„ a AV /ro.S'(I.y) ( /(6 A1.r var l6,5' O. y) A v f , as - (w)(►. ^ 0,3 vsrr �► /: 0 , Or y s 5 /WOK I& 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 &SO -1.004 Joe NAME NAM/too 'DLD SUBJECT L)o sr/ /6 /ANEt L 9 S /grJOR Seer ` 0. 5 - 4 > 24y= O, See 2 wgif NGr, N EED A 6tv PAVEL DATE LC' .UDV-8, SHEET J 0F14/4// BY Om L- 1 AL Joe No, 56 /2 -Y_0)6 J01 NAME SIbtfrn,c. cr�t t3u� SUDJECT i/ /I PaI6.A co (p 3 Van 4 Fyn r Reim+ bar size (4 to "9) 6 ' bar spacina (in) 7 d distance (in) • W al 1 hei aht (ft) 4 k'factor (0 to 1) 5 Parapet height (ft) 6 Wall' thickness (in) 7; Additional wall thickness (in) 3 Inward wired load (oaf). 4 ttward wind 1 oad (ps•F ) _,eismic one (1. 1 :o 4) 6 seismic importance factor 7 Ledger• LL (calf) O DL ( O f ) cf ' dist from in:si'de face:. (in) IC' ' % LL w/ seismic_ (0 to 100) 1 1 Concentrated LL .(l bs ) 12 DL (lbs) 13 ciist from inside face (ih) 14 7. LL w/ seismic (0 to 100) is design strip width (in) 16 Concentric LL (plf ) 17 ; . DL (plf ) 18 ;7. LL w/ seismic (0 to .100) Conc horiz 'force (Of) 20 ; ' height above fir (ft) r a' M oo^ = WIG , Ft. L.e X044 (es) 4)e1 - g4 /9J NOTE i COwKErtdlgr/ve .67 uor is CLct),v p4101,6 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N,E. - SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 • FAX # (208) .... • .11.. 014 . •._.Ir..rw..s .,. • • , / 4.s 1•01 00 •••.•• w MO w w •_.•• I11(J.961 !.b ✓r • , .9a 7 337 Pialr on. 24 20.V DATE SHEET **Mil By es= C / 861 �Sye« e. Joe No. SUBJECT 1 A/9 QEAGA) was 6210 1 a:. 4 Fv' 5 Rein+ bar size (4 to 9) 6 ' bar spacing (in) 7 d distance (in) Y Wall h e i o h t (ft) 4 k 'factor (0 to 1) • 5 Parapet height (ft) 6 Wall' thickness (in) 7; Additional wall thickness(in) 3 Inward wind load (Ds +f ) 4 outward wind load (ps•f ) 5 s eismic zone (1 to 4) • 6 seismic importance factor 7 Ledger. LL ( l + ) F� ! DL (Of): 9 ; dist from inside face (in) 10 Y. LL w/ seismic (0 to 100) 1 1 Concentrated LL •.(l bs ) 12 ` DL (lbs) 13 dist from inside face (i'n) 14 Y. LL w/ seismic (0 to 100) 15 design strip width (in) 16 Concentric LL (pl f ) 17 • ; ! . DL (plf) 18 '% LL w/ seismic (0 to ,100) 19 Conc horiz 'force (pl•f ) 20, height above flr (ft) TI& FORCE Zoe PLP >too / 952. f& L.4 M AAX 952_1113 (Z3) W `4 it, Ps F Xio CoMS EKPAtl✓ 8 N ANT Av vph4/ / • • ENGINEERS-NORTHWEST INC. RS. ,, • 6869 WOODLAWN AVE. N. E. • SUITE 205 • SEATTLE, WA 98116 • (2061525.7560 • FAX N (2O1 Joe NAME S h Adc, k c Al r .A P 14, 4 8 5— • . .+.... w Y ....... _....• ...w..om,w..r moo M e V . /./!o.( 3. +54'• ea - ) J o2 « /it 1,73'' DATE Irma' SHEET 5 4441Al BY mi- zsa t1' -a el. AO' •sR.u1a 1,943 0192 v a 0,7090 a 5lb> ok o, o f 4. ENGINEER - NORTHWEST INC, PS. 6869 WOODLAWN AVE, N.E. • SUITE 205 • SEATTLE, WA 98116 • 1206)626.7600 • FAX R (2011)1122•1111011 Joe No. « S it Y. u 06 Joe NAME •S / -(4014 •ie C OL C DATE 8URJ[CT J'A M 13 DESIGN m n / D L _l 04 Ti 911EET ‘, or 1^/A O v -<- .X :. • f /I ry em C:. f,rti11f bar nIzo ('1 Le 7) 1:1 number 7 ri iiin1 :net :1 (in) ItIA 1. I1+~11..1111; I l' 1: > 4 It f ',II: (0 I: r:► I ) rar arm 1: I1rl (1 I:) 41 J.iwb 1111( :)(ttrlset (i n ) 7 . width (i11) /1x.11.11 I:1 r:►n►:1.1 jamb 1 :1► cle. 1rms (in) r i _ SWAP d I• • r i I 13 1.1..c3n Irvin (1 u ) n of 1 1 +I: (i1 .1. 111.1Lwar•11 11 I .r I mewl 1111 wi11L11 12 het l x1111: (f I; ) 1.3 tllll: tibeninn w.11.1I :I► (f1 :) 14 11,11 obi Cr l:) inward win1.1 1 n, tl (n!sf 4 110I:w,arrl wi n.I l end (11n F ) rmiAmir, zoom (1 to 4) /1 r! ?tmic imtrr.tr•1:x'11 1 c'iC t: rlr• '7 Le deer LI. (n1 f ) I.)I.. (W. ) r, di! I from 1n! .1.1c+ face (tn) 10 o 1..1. w/ m"1r,i!Intl r: (1. 1.13 100) 1 1. Ct ls.W.fl.k! Al• rr.LLI..,._LLb u 1 . 2 I)I.. (1 h!:s .t dint •frem 1nnirlre .fr-1cr (1n) 1h % l..l. 1.4/ vri tn1ir, (1 1: .1. 01;1) 3 (.;rJeceeI :r1r 1.1_ (t.ltfi) L)L. (11.1 .1 ) • 7 7. LL. w/ Sri >alm.l c (t I t:, 1 x.11,1) 11:1 Colic (1x'11• "i - fciri ;r, (r►.I I ) 19 lit I n11 L above fir (f l: ) SOM- ■ ,3g9 X87 •3 NOP .0 • 3.fo Lr 4.2 ss se[ WAN PAIL eA.c Zs3 Jo No. it Jon NAM, CeA/TEA DA? n SUOJECT JAI' 13 DE51611■1 Some? 7 or 14,44i/ J 2 Am 0 , '/ S By RE -Do PA A ce I , 11• ENGINEER INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 206 • SEATTLE, WA 98116 • 1206)5264660 • FAX # (206) 622•66011 • 3 1'c:1 4 ry. n Rminf bar m1 (1 to 7) 6 number 7 ii (11 ts Lot of: o (1 ii) 64 4 4/ 0.4 woo 441, 14,40/0.4.044.040.4 3 Wail holoht (ft) 4 I f L or ( 0 I: r.) I ) n rArAnpt t1'11Ibt (It) sinmb 1;111. (in) 7 . width (1o) D Atit.11 11 noal Jamb 1111 Cl(t111.9M .1 OffM111: (111) .1. outward 1 I 1.0 t MIN 1.1mi 141 of 1:1 12 114110,1: 11. 1.3 UI sils t coveutho wi Ali If ) 14 Ott Inwara N1od load (bsf) 4 Outward wind Iona (omf) seismic zoom (1 to 4) 6 !mimic imoortaorn factor 7 Ledger LL (o1f) 001.) 9 dint •from inside face (in) 11.1 % L.I. w/ seismic (1 to J00) I 1- Col MCI I kr.ate ELI (LI,n 1.2 III (lbs) dint from losiae race (111) 14 % Li. w/ VPIMMiC (1 to 100) 'm Concentric LL (ntf) 6 ft. (sill) t7 V. LL w/ seismic (t to 100) In Cooc hertz force lot() 1 heloht above Fir (a) rj 6.400.4 4,4.4 #1.46 .L4 0 21 0 .4400 0 . 0114 0014011. •fte M01.4 .3 014840 .4.-- see ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 MALL DATA height (ft) 23.00 MATERIAL DATA concrete (psi) 3000 LOADING DATA unfactored LOAD CASES Top of wall 1 0.8 13.4 2 0.8 -14.3 3 0.8 -16,2 4 1.0 13.0 5 1.0 -14.4 6 0.9 -16,3 7 1,4 -1.0 Bottom of wall l 1.5 3.0 2 1.5 -3.1 3 1.5 -3.5 4 1.8 2.9 5 1.8 -3.1 6 1.7 -3.5 1 2.5 -0.1 11 .9DL + 1.3WL inward 2) .90L + l.3WL outward 3) .9DL + 1.43E0 4) I.05DL + 1.28LL + 1.28WL inward 5) 1.05DL + 1,28LL + 1.28WL outward 61 1.05DL + 1,28LL + 1.4E0 7) 1.4DL + 1.7LL CONCRETE WALL DESIGN (version 3.0) 1988 (IBC 15:02:49 08-01 -1989 po 100 thickness (in) added thickness (in) 5.50 0.00 rebar (psi) 60000 wind in (psf): 14.5 out (psf): 15,0 seismic.., zone 3 press (psf)= 15.5 import fact= 1.00 ledger LL1pIf): 100 DL (pill= 60 •ecc lin): 3.0 % LL w /seismic: concentrated load LL(lbs1= 0 DL (lbs1: 0 ecc (inl: 0.0 % LL w /seismic: concentric load LL(plf): 0 0L (plf): 0 X,LL w /seismic: horiz load plf (+ inward): 0 dist above floor(ft): 0.0 REBAR DATA Vertical 14 at 16.0 in d: 2.75 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) Comments 22.65 0.14 22.65 -0.15 22.65 -0.16 23.03 0.14 23.03 -0.16 22.91 -0.16 23.82 -0.01 23.92 0.00 23.92 -0.00 23.92 -0.00 24.50 0.00 24.50 -0.00 24.38 -0.00 25.73 -0.00 K factor parapet ht (ft1 0.95 1.25 1.75 case ok 1.75 case ok 1.75 case ok 1.75 case ok 1.75 case ok 1.75 case ok 1.75 case ok 0.18 case ok 0.18 case ok 0.18 case ok 0.18 case ok 0.18 case ok 0.18 case ok 0.18 case ok Sheet :3 of 1 - 1 /" SHAMROCK CENTER BLDG C WALL DESIGN GRID 2 NOTE in cases 11, 2), 4), and 5) the LL used is 1/2 of the applied LL 0 0 strip width (in): 0 0 C, C' 4. ENGINEERS - NORTHWEST CONCRETE WALL DESIGN (version 3.0) Sheet 5 of 1) 411. ,869 Wnodlawn Ave NE 1988 IJBC SHAMROCK CENTER OLDS C Seattle,Nashingtnn 98115 15 :02:49 08 -01 -1989 WALL DESIGN GRID 2 po 100 SUMMATION OF LOADS based on one foot strip units inches & kips top of wall bottom of wall case 1 2 3 4 5 6 7 1 2 3 4 5 6 7 wall DL 0.837 0.837 0.837 0.837 0.837 0.837 0.837 1.588 1.588 1.588 1.588 1.588 1,588 1.588 DL (ult) 0.753 0.753 0.753 0.879 0.879 0.879 1.172 1.429 1.429 1.429 1.668 1.668 1.668 2.223 ledger DL 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 LL 0.000 0.000 0.000 0.050 0.050 0.000 0.100 0.000 0.000 0.000 0.050 0.050 0.000 0.100 DL(ult) 0.054 0.054 0.054 0.063 0.063 0.063 0.084 0.054 0.054 0.054 0.063 0.063 0.063 0.084 LL(ult) 0.000 0.000 0.000 0.064 0.064 0.000 0.170 0.000 0.000 0.000 0.064 0.064 0.000 0.170 ecc -5.750 -5.750 -5.750 -5.750 -5.750 -5.750 -5.750 -0.288 -0.288 -0.288 -0.288 -0.288 -0.288 -0.288 concentrated DL 0.000 0.000 0.000 0.000 .0.000 0.000 0.000 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 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 0.000 0.000 0.000 0.000 0.000 0,000 0.000 LLlult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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 -0.138 -0.138 -0.138 -0.138 -0.138 -0.138 -0.138 concentric DI 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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 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 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LLlult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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 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 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 0.000 0.000 0.000 0.000 0.000 0.000 0.000 moment hor load 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 (ult) 0.000 0,000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 moment wind /eq 10.384 - 10.742 11.078 10.384 - 10.742 11.078 0.000 2.301 -2.381 2.455 2.301 -2.381 2.455 0.000 (ult) 13.499 - 13.965 15.841 13.291 - 13.750 15.841 0.000 2.991 -3.095 3.510 2.945 -3.047 3.510 0.000 MATERIAL CONSTANTS Ec= 3122 (ksi) Es= 29000 (ksi) SECTION PROPERTIES igross= 166 (in4) Mcr= 16.6 (in -kip) N= 9.29 Fr: 0.274 (ksi) EN6144ERS, NORTHWEST ,869 Woodlawn Ave NE Seattle,Washington 98115 ASE PHI Icr 4. CALCULATED OUTPUT (inches & kips) top of wall case 1 2 3 Mu 13.29 -14.17 -16.05 Pu 0.81 0.81 0,81 Putdelta 1 0.44 Mu total delta (ultl M service P service P t delta M set total delta (serl 0.44 0.44 2 0.15 -0.15 3 0.15 -0.16 4 0.00 0.00 5 0.00 0.00 6 0.00 0.00 0.00 7 0.00 0.00 0.00 8 0,00 0.00 0.00 9 0,00 0.00 0.00 10 0.00 0.00 0.00 13,44 -14.33 -16.23 1 0.55 0.55 0.55 2 0.19 -0,19 -0.22 3 0.19 -0.20 -0.22 4 0.00 0.00 0.00 5 0.00 0.00 0.00 6 0.00 n.00 0.00 7 0.00 0.00 0.00 B 0,00 0.00 0.00 9 0.00 0.00 0.00 10 0.00 0.00 0.00 10.16 -10,97 -11.31 0.90 0,90 0.90 1 0.49 0.49 0.49 2 0.13 -0.13 -0.13 3 0.13 -0.14 -0.14 4 0.00 0.00 0.00 5 0.00 0,00 0.00 6 0,00 0.00 0.00 7 0.00 0.00 0.00 8 0.00 0,00 0.00 9 0.00 0.00 0.00 10 0,00 0.00 0.00 10.28 -11.11 -11.45 1 0.55 0.55 0,55 2 0.15 -0.14 -0.15 3 0.14 -0.15 -0.16 4 0.14 -0.15 -0.16 5 0.00 0.00 0.00 6 0,00 0.00 0.00 7 0,00 0.00 0.00 8 0.00 0.00 0.00 9 n.00 0.00 0.00 10 0.00 0.00 0.00 0.16 0.16 0.16 0.89 0.89 0.89 8.76 8.76 8.76 -0.11 -0.18 0.00 0.00 CONCRETE WALL DESIGN (version 3.01 1988 UBC 15 :02:49 08-01 -1989 po 100 Sheet '° of /✓Ay SHAMROCK CENTER BLDG C WALL DESIGN GRID 2 bottom of wall 4 5 6 7 1 2 3 4 5 6 7 12.81 -14.23 -16.08 -0.96 2.98 -3.11 -3.53 2.91 -3.08 -3.53 -0.01 1.01 1.01 0.94 1.43 1.48 1.48 1.48 1.79 1.79 1.73 2.48 0.55 0.55 0.52 0.78 0.82 0.82 0.82 0.99 0.99 0.95 1.36 0.19 -0,19 -0.20 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.18 -0.20 -0,21 -0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.99 -14.43 -16.29 -0.98 2.98 -3.11 -3.53 2.91 -3.08 -3.53 -0.07 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.18 -0.19 -0.21 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.18 -0.20 -0.22 -0.01 0.00 -0.00 -0.00 0,00 -0,00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.97 -11.16 -11.31 -0.61 2.28 -2.40 -2.47 2.27 -2.41 -2.47 -0.05 0.95 0.95 0.90 1.00 1.65 1.65 1.65 1.70 1.70 1.65 1.15 0.52 0.52 0.49 0.55 0.91 0.91 0.91 0.93 0.93 0.91 0.96 0.14 -0.14 -0.13 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.13 -0.15 -0,14 -0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 10.10 -11.31 -11.45 -0.62 2,28 -2.40 -2.47 2.27 -2.41 -2.47 -0.05 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0,55 0.14 -0.15 -0.15 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.14 -0.16 -0.16 -0.01 0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0,00 0.14 -0.16 -0.16 -0.01 0.00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.18 0.18 0.18 0.19 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.88 0.88 0.88 0,87 8.89 8.89 8.85 9.16 9.20 9.20 9.20 9.40 9.40 9.36 9.81 c a . ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 WALL DATA height (ft) 23.00 MATERIAL DATA concrete (psi) 3000 LOADING DATA unfactored wind in (psf): seismic zone ledger LL(plf): concentrated load LLllbs): concentric load LL(plf): horn load plf (+ inward): REBAR DATA Vertical 14 at 16.0 in d: 2.75 MOMENT AND DEFLECTION RESULTS Case Pu (kips) Top of wall 1 0.9 2 0.9 3 0.9 4 1.3 5 1.3 6 1.1 7 2.0 Bottom of wall 1 1.6 2 1.6 3 1.6 4 2.1 5 2.1 6 1.9 7 3.1 LOAD CASES + inward Mu (in -k) 1) .901 + 1.3WL inward 2) .901 + 1.3W1. outward 3) .901 + 1.43E0 4) 1.0501. + 1.2811 + 1.28WL 51 1.0501 + 1.2811 + 1.28WL 6) 1.05DL + 1.28LL + 1.4E0 7) 1.401 + 1.7LL CONCRETE WALL DESIGN (version 3.0) 1988 UBC 15 :04:48 08 -01 -1989 pp 100 thickness (in) added thickness (in) 5.50 0.00 rebar (psi) 60000 14.5 nut (psi): 15.0 3 press (psf): 15.5 import fact: 1.00 357 DL (p14): 185 ecc (in): 3.0 0 DL (lbs): 0 ecc (in): 0.0 0 0L (plf): 0 0 dist above floor(ft): 0.0 inward outward Horizontal min in 4 2 / It 0.13 K factor parapet ht (ft) 0.95 1,25 X LL w /seisaic= X LL wlseisaic: X LL w /seiselc: - outward Phi$Mn (in -k) dell (in) Allow defl(in) Comments 13.0 22.87 0.14 1.75 case ok -14.8 22.87 -0,16 1.75 case ok -16.7 22.87 -0.16 1.75 case ok 11.9 23.59 0.13 1.75 case ok -15.6 23.59 -0.17 1.75 case ok -16.9 23.16 -0.16 1.75 case ok -3.4 24.94 -0.03 1.75 case ok 2.9 24.13 0.00 0.18 case ok -3.1 24.13 -0.00 0.18 case ok -3.6 24,13 -0.00 0.18 case ok 2.8 25.04 0.00 0.18 case ok -3.2 25.04 -0.00 0.18 case ok -3.6 24.62 -0.00 0.18 case ak -0.2 26.81 -0.00 0.18 case ok Sheet // of 04/1 SHAMROCK CENTER BLDG C WAIL. DESIGN GRID A AND E NOTE in cases 1), 21, 4), and 5) the LL used is 1/2 of the applied LL 0 0 strip width (in): 0 0 C ENGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet 11. of 4J.4/1 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,Washington 98115 15 :17:10 08-01 -1989 SPANDREL LOADS GRID E lc A po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 22.50 36.00 6.00 0.00 0.90 2.75 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) ' RIGHT width (ft) height (ft) -- 24.0 14.0 0.0 0.0 1 MATERIAL DATA Concrete (psi) rebar (psi) 3000 60000 1 LOADING DATA unfactored wind in Ipsf)= 14.4 out (psf1= 15.0 seismic... zone 3 press Ipsf): 53.0 import fact= 1.00 ledger LL(plfl: 357 DL (plf): 185 ecc (int: 3.0 % LL w /seismic= 0 concentrated load Li(ibs): 0 DI. (lbs)= 0 ecc (in)= 0.0 % LL w /seismic: 0 concentric load LL(p11): 0 DL (plf1= 0 % LL w /seismic: 0 horiz load plf (+ inward): 0 dist above floor(ftl: 0.0 REBAR DATA Vertical 6 45 d: 4.19 Horizontal min in "2 / ft 0.14 7 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in-k) Phi$Mn (in -k) deft (in) Allow defl(in) Comments Top of wall 1 4.7 61.6 125.75 1.05 1.62 case ok 2 4.7 -72.0 125.75 -1.41 1.62 case ok 3 4.7 -56.3 125.75 -0.87 1.62 case ok 4 6.7 57.3 127.63 0.91 1.62 case ok 5 6.7 -81.0 127.63 -1.54 1.62 case ok 6 5.5 -58.1 126.55 -0.86 1.62 case ok 7 10.4 -18.9 107.13 -0.10 1.62 case ok used interaction curve Bottom of wall 1 5.4 28.0 126.45 0.01 0.36 case ok 2 5.4 -30.1 126.45 0.00 0.36 case ok 3 5.4 -22.6 126.45 -0.00 0.36 case ok 4 7.5 26.8 128.32 0.01 0.36 case ok 5 7.5 -30.4 128.32 0.00 0.36 case ok 6 6.3 -22.7 127.32 -0.00 0.36 case ok 7 11.5 -2.6 108.55 -0.00 0.36 case ak used interaction curve LOAD CASES 1) .9DL + 1.3WL inward 2) .901 + l.3WL outward 3) .901 + 1.43E0 4) 1.0501 + 1.7811 + 1.28WI. inward 5) 1.0501. + 1.2811 + 1.28W1 outward 6) 1.05DL + 1.2811 + 1.4E0 7) 1.40L + 1.7LL INTERACTION CURVE DATA .71Po .7*Pbal .7$1(bal .71Mn 102.8 19.1 118.8 93.2 NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL c C :• ENGINEERS-NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet 13 of /... 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,Washington 98115 15:35 :12 08- 01-1989 PANEL 19 REDO pa 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 23.50 24.00 7.25 0.00 0.90 1.75 SPANDREL DATA thickness(in) offset (in. + outward) 7.25 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 14.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) '/ 11 3000 60000 LOADING DATA unfactared 7 4 wind in (psi): 14.4 nut (psf)= 15.0 seismic... zone 3 press Ipso): 86.5 import fact= 1.00 « ledger Li(plf)= 100 DL (plf1= 60 ecc (int= 3.0 . 4 LL w /seismic= 0 2 concentrated load ILllbsl= 0 DL (lbs)= 0 ecc (in)= 0.0 % LL w /seismic= 0 4 concentric load LL(plf1= 0 DL (plf)= 0 % LL w /seismic= 0 horiz load p11 1+ inward)= 0 dist above floor(ft)= 0.0 REBAR DATA Vertical 3 15 d= 5.31 Horizontal min in "2 / ft 0.17 MOMENT AND DEFLECTION RESULTS + inward outward Case Pu (kips) Mu (in -k) PhilMn (in -k) deft (in) Allow defl(in) Comments Top of wall 1 6.9 98.1 139.82 1.21 1.69 case ok 2 6.9 -106.1 139.92 -1.38 1.69 case ok 3 6.9 -95.9 139.82 -1.04 1.69 case ok 4 8.5 96.5 143.34 1.15 1.69 case ok 5 8.5 -110,0 143,34 -1,39 1.69 case ok 6 8.0 -98.1 142.37 -1.02 1.69 case ok 7 11.9 -8.3 116.65 -0.03 1,69 case ok used interaction curve Bottom of wall 1 7.(1 43.3 141.75 0.01 0.38 case ok 2 7.8 -45.5 141.75 0.00 0.38 case ok 3 7.8 -39.0 141.75 -0,00 0.39 case ok 4 9.5 42.3 145.43 • 0,01 0.38 case ok 5 9.5 -45.1 145.43 0.00 0.38 case ok 6 9.0 -39.1 144.51 -0.00 0.38 case ok 7 13.2 -1.2 119.11 -0,00 0.38 case ok used interaction curve LOAD CASES 1) .9DL + 1,3W1 inward 2) ,9DL + 1.3W1 outward 3) ,9DL + 1.43E0 4) 1.05DL + 1.281L + 1.28WL inward 5) 1.0501 + 1.2BLL + 1.2BWL outward 6) 1,058L + 1.28LL + 1.4EQ 7) 1.4DL + 1.711 INTERACTION CURVE DATA ,71Po .7$Pbal .7tMbal .7$Mn 124.2 37.7 164.0 94.8 NOTE in cases 1), 2), 4), and 51 the LL used is 1/2 of the applied LL f ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 23.50 SPANDREL DATA thickness(in) 6.00 OPENINGS LEFT MATERIAL DATA CONCRETE JAMB DESIGN (version 3.0) Sheet ) 1988 UBC SHAMROCK CENTER BLDG C 15:40:07 08- 01-1989 PANEL 19 REDO pa 100 width (in) thickness (in) add thickness lin) K factor parapet ht (ft) 39.00 '6.00 0.00 0.90 1.75 offset (in. + outward) 0.00 width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 14.0 0.0 0.0 concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf): 14.4 nut (psf): 15.0 seismic.., zone 3 press (psf): 51.7 import fact= 1.00 ledger LL(plfl= 100 DL (pill: 60 ecc (Inl: 3.0 X LL w /seismic: concentrated load LL(lbs): 0 DL (lbsl= 0 etc (in): 0.0 % LL w /seismic= concentric load LL(plf)= 0 DL (p141: 0 % LL w /seismic: horiz load p1f (+ inward): 0 dist above floor(ft1= 0.0 REBAR DATA Vertical 4 16 d: 4.13 Horizontal sin in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Mu (In -k) Top of wall 1 3.9 65.9 2 3.9 -71.0 3 3.9 -57.1 4 4.8 65.2 5 4.8 -73.8 6 4.5 -58.5 7 6.8 -5.1 Bottom of wall 1 4.6 29.0 2 4.6 -30.5 3 4.6 -23.6 4 5,7 28.4 5 5.7 -30.2 6 5.4 -23.6 7 8.0 -0.7 LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E9 4) 1.05DL + 1.2811 + 1.28WL inward 5) 1.05DL + 1.2811 + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4E9 7) 1.401 + 1.711 - outward Phi1Mrt (in - dell (in) Allow defl(in) Comments 110.98 1.44 110.98 -1.64 110.98 -1.02 112.22 1.39 112.22 -1.67 111.83 -1.01 114.60 -0.03 111.92 0.01 111.92 0.00 111.92 -0.00 113.25 0.01 113.25 0.00 112.88 -0.00 115.78 -0.00 0 0 0 1.69 case ok 1.69 case ok 1.69 case ok 1.69 case ok 1.69 case ok 1.69 case ok 1,69 case ok 0.38 case ok 0.38 case ak 0.38 case ok 0.38 case ok 0.38 case ok 0.38 case ok 0.38 case ok NOTE in cases II, 21, 41, and 5) the LL used is 1/2 of the applied LL c ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 • (206)525 -7560 - FAX # (208) 5224898 Joe No. SUBJECT K 25 3" V U tz 1 - (. j c) 1 /0= ■ Joe NAME 5H4 Ai/4)04 C. CA/7E ,SLO(a C.. DATE 16 NOV 3 9 SHEET _L_OF CHR G-/U r e � - ? N b _ I L L a 3yl. D . a. 147 /tL r s1= V" = 88,3 k ,P DIAPNAAGM =36.1 K IP v . 52.2. KIP 3,.93(1 g ' 4,00 6 . 8 9, 3 ✓ • 19.6 BY ?gym g. 4u I!o * 10 II ..._.____,,, 3l ' = Zy ! _ .34 riE2 d AG P Iaz Y � /E/t O __. ivorE f0 , & ( "Au0A . ( s 0 1 n3S K1 q io 2,53 3.1 : G /t J rs.�; 8 10 II /,ZG O, A 1 l,9 2/ 19.0 c tell' = 2J3 0.s. 8 ,,o3s 3. / 50.3 t � tr ,0 s = J.lG 0.074 ..019 1,7 zr), c : s' E .c7 = J,OZ 1,369 948 ,30, 7 So 3.s y tr 2:: : / . O. /,3C. , 30.7 503.( INPUT OUTPUT OUTPUT service Axial (kips) Shear (kips) Mom (ft-k) Wall Ht (ft) Wall L (ft) Wall t (in.) f'c (ksi) Fy (ksi) Loads (ult> Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(f"c) Vc kips Av=in^2/ft spacing (in) INPUT service loads DL 37 Axial (kips) Shear (kips) Mom (ft-k) Wall Ht (ft.) Wall L (ft) Wall t (in.) f'c (ksi) Fy (ksi) Loads <ult> Axial (kips) Shear (kip Mom ( -k) Mom r sign Mc uncrack xial stress Eccen (ft) a (ft) Cu (kips) = Cu - Pu Tu As = Tu/.9*F Vu/phi (kip) loads DL 18 Shear Wall 23.00 10.50 6.00 3.00 60.00 DI +LL 31.94 0.00 0.00 0.00 01.5" 0.60 4.20 0.33 39.00 7.06 0.13 0.00 372.67 74.53 0.00 52.67 Shear 23.00 21.00 6.00 3.00 60.00 U LL 4.84 O. 00 O.00 0.00 326.09 0.60 8.40 0.68 39.00 -25.84 8.00 0.00 |.L 4 DL+EQ 16.38 4.34 71.12 0.00 0.00 52.67 Wa1l Desiqn LATERAL 0 51 D=.9*L= Bar area = Load per ft (klf)= 4.20 4.20 0.17 0.17 7.35 7.35 -9.03 -9.03 0.00 0.00 7.23 7.23 0.00 52.67 Design LL. LATERAL B 0 3 312 I L= DL-EU DL+LL+2Q 16.38 30.80 4.34' 4.34 71.12 71.12 0.00 0.00 Bar area DL-1411 32.94 32.94 4.34 4.34 436.24 436.24 436.24 47 Load per ft (klf)= 21.64 21.64 0.89 0.89 38.64 38.64 5.70 5.70 0.11 0.11 7.23 7.23 = C;IZ /9 CO Poi 9.45 0.79 43.20 4.20 0.32 13.93 -16.87 0.00 7 0.00 52.67 18.90 0.79 DL+LL+EQ 62.44 4.34 436.24 436.24 43.20 15. 1.Z2 -9.92 0.00 DL+LL-E� 30.80 4.34 71.12 0.00 4.20 0.32 13.93 -16.07 0.00 7.23 0.00 52.67 DL+LL 62.44 4.34 436.24 436.24 15.39 1.22 52.52 -9.92 8.00 7. 7.23 INPUT service loads DL |l. LATERAL Axial (kips) 70 16 0 Shear (kips) 19 1' Mom (ft-k) 312 Wall Ht (ft) 2 Wall r (ft) 21.00 D=.9*L= OUTPUT 1 . Loads (ult) Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt<f Vc kips Av=in^2/ft spacing (in) Shear Wall t (in.) 6.00 f'c (ksi 3 .00 FY (ksi) 60.00 DI +LL 125.20 0.00 0.00 0.00 326.09 0.60 8.40 1.34 39.00 -88.20 0.00 0.00 745.34 149.07 0.00 52.67 Wall DL+EQ DL-EQ 63.00 63.00 26.60 26.60 436.24 436.24 436.24 436.24 Load per ft (klf)= . 15.32 15.32 1.22 1.22 52.79 52.79 -10.21 -10.21 0.00 0.00 44.33 44.33 0.00 52.67 Design Bar area = 0.00 52.67 rt/p(6.) 10.90 0.79 DL+LL+EQ 120.40 26.60 436.24 436.24 43.20 12.02 1.86 00.57 -39.03 0.00 44.33 0.00 52.67 DL+LL-F0 120.40 26.60 436.24 436.24 12.02 1.86 --� -39.83 0.00 44.33 0.00 52.67 UIUT|`UT Axial (kips) Shear (kips) Mom (ft-k) Wall }|t (ft) Wall L (ft) Wall t (in.) f'c (ksi) F\' (ksi) Loads (ult) Axial (kips) Shear (kips) Mom (ft-k) Mom. design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(f'c) Vc kips Av=in^2/ft spacing (in) Shear Foods DL 23.00 8.00 6.00 3.00 /0.00 DL-1|1 40.51 0.00 0.00 0.00 47.32 0.60 3.20 0^43 39.00 -1.51 0.00 0.00 283.94 56.79 0.00 52.67 Wall Design LL 5 DL+FQ 21.02 2.38 39.06 0.00 52.67 LATERAL 0 D=.9*L= Bar area = DL-HO 21.02 2.38 39.06 0.00 Load per ft <klf>� 3.20 3.20 0.22 0.22 9.48 9.48 - 11.53 - 11.53 0.00 0.00 3.97 3.97 0.00 52.67 7.20 0.79 DL+LL+EQ 39.13 2.38 A9.06 0.00 43.20 3.20 0.41 17.91 -21.22 0.00 3.97 0.00 52.67 • a, pea. 0 DL+LL-EQ 2.38 39.06 0.00 3.20 0.41 --4 17.91 -21.22 0,00 3.97 0.00 52.67 OUTPUT INPUT service ^. Axial (kips) Shear (kips) Mom (ft-k) Wall Pt (ft) Wail L (ft) Wall t (in.) f`c (ksi) Fy (ksi) Loads (ult) Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt<f'c> Vc kips Av=in^2/ft .spacing (in) loads DL 49 bhear Wall 23.00 24.67 6.00 3.00 60.00 OL+L 94.61 0.00 0.00 0.00 449.90 0.60 9.87 1.00 39.00 -55.61 0.00 0.00 875.48 175.10 0.00 52.67 iJ- 1� DL-WW DL-EU 44.10 44.10 42.98 42.90 704.90 704.90 704.90 .704.90 Load per ft (klf)= 25.85 25.85' 1.22 1.22 52.81 52.81 0.71 0.71 0.16 • 0.16 71.63 71.63 0.00 52.67 Design LATERAL 0 31 504 D=.9*L= Bar area = 0.00 5' 22.20 0.79 �L+LL+EQ 90.02 42.90 704.90 704.90 43.20 17.70 1.73 74.67 -15.35 0.00 71.63 0.00 52.67 0L+Li'-EQ 90.02 42.90 704.90 704.9D 17.70 1.7 --5" 74.67 --+* -15.35 0.00 71.63 0.00 52.67 sYS# c 4. ENGINEERS - NORTHWEST CONCRETE'JAMB DESIGN (version 3.01 Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,lashington 98115 14 :26:18 05 -01 -1989 PIER A SEISMIC LOADS po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 22.50 3.84 6.00 0.00 0.90 2.75 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 0.0 0.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf): 14,4 out (psf)= 15.0 seismic... zone 3 press (psf)= 16.9 import fact: 1.00 ledger LL(plf)= 357 DL (Oil= 186 ecc (in): 3.0 % LL w /seismic= 0 concentrated load LL(lbs1: 0 DL (Ibs): 13930 ecc (in): -3.0 X LL w /seismic= 0 concentric load LL(plf1: 0 DL (plf): 0 % LL w /seismic= 0 horiz load plf (+ inward): 0 dist above floor(ft)= 0.0 REBAR DATA Vertical 1 14 d: 4.13 Horizontal min in ^2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi$Mn (in -k) deft (in) Allow defl(in) Comments Top of wall 1 40.2 17.3 86.38 0.13 1.62 case ok used interaction curve 2 40.2 -19.8 86.38 -0.15 1.62 case ok used interaction curve 3 40.2 -26.1 86.38 -0.17 1.62 case ok used interaction curve 4 47.1 17.3 16.82 0.12 1,62 case ok used interaction curve 5 47.1 -24.5 76.82 -0.16 1.62 case ok used interaction curve, 6 46.9 -29.6 77.13 -0.17 1.62 case ok used interaction curve 1 63.2 -7.6 54.72 -0.03 1.62 case ok used interaction curve Bottom of wall 1 40.9 6.0 85.44 0.00 . 0.36 case ok used interaction curve 2 40.9 -5.8 85.44 -0.00 0.36 case ak used interaction curve 3 40.9 -7.2 85.44 -0.00 0,36 case ok used interaction curve 4 47.9 5.9 15.72 0.00 0.36 case ok used interaction curve 5 47,9 -5.8 75.72 -0.00 0.36 case ok used interaction curve 6 41,1 -7.2 76.03 -0.00 0.36 case ok used interaction curve 7 64.2 0.1 53.25 0.00 0.36. case ok used interaction curve LOAD CASES 11 .9DL + 1.311 inward 2) .9DL + 1.311 outward 3) .9DL + 1.43E0 4) 1.0501 + 1.28LL + 1.28WL inward 5) 1.0501 + 1.2811 + 1.28W1 outward 6) 1.05DL + 1.28LL + 1.4EG 7) 1.401 + 1.711 INTERACTION CURVE DATA ,7tPo .7*Pbal .11Mbal .7tMn 102.8 18.2 116.8 92.1 NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS - NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,Nashington 98115 16:54:08 05 -01 -1989 PIER 8 SEISMIC LOADS = po 100 JAMB DATA height (ft) width (in) thickness (in). add thickness (in) K factor 22.50 36.00 6.00 0,00 0.80 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 12.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 G HE c K Fort LOADING DATA unfactored co.Jnrt /C ^/ 0� wind in (psi): 5.0 out (psll= 5.0 Lo'V) PO44•4 / / 70L-,,,/ seismic... zone 3 press (psi): 61.9 import fact= 1.00 ledger 11(pif): 357 DL (pill: 186 ecc (in): 3.0 X LL w /seismic= 0 concentrated load LL(lbs1= 0 DL (lbsl= 80570 ecc (in); -3.0 X LL w /seismic= 0 concentric load LL(plf1= 0 DL (pill= 0 X LL w /seismic= 0 hnriz load plf (+ inward): 0 dist above flaor(ft)= 0.0 REBAR DATA Vertical 5 05 d= 4.13 Horizontal min InA2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhitMn (ink) deft (in) Top of wall 1 29.0 15.9 2 29.0 -26.3 3 29.0 -86.8 4 34.9 9.7 5 34.9 -40.3 6 33.8 -93.1 7 48.1 -28.4 Bottom of wall 1 2 3 4 LOAD CASES 30.0 30.0 30.0 36.1 5 36.1 6 35.0 7 49.7 1) .901 + 1.3WL inward 2) .9DL + 1.3NL outward 3) .9DL + 1.43EO 4) 1.0501 + 1.28LL + 1.2RWL inward 0- 51 1.0501 + 1.2RLL + 1.28WL outward ✓ 6) 1.0501 + 1.2811 + 1.4E8 -'�--� 1) 1.401 + 1.711 .NTERACTION CURVE DATA .71Po .7tPbal .7*Mbal .71Mn 102.8 22.7 111.6 78.5 Allow defl(in) Comments 102.96 0.08 1.44 case ok used interaction curve 102.96 -0.17 1.44 case ok used interaction curve 102.96 • -1.06 1.44 case ok used interaction curve 94.64 0.05 1.44 case ok used interaction curve 94.64 -0.30 1.44 case ok used interaction curve 96.23 -0.85 1.44 case ok used interaction curve 76.29 -0.10 1.44 case ok used interaction curve 20.8 101.55 0.02 0.72 case ok used interaction curve -20.8 101.55 -0.02 0.72 case ok used interaction curve -49.6 101.55 -0.02 0.72 case ok used interaction curve 19.4 92.99 0.02 0.72 case ok used interaction curve -22.0 92.99 -0.02 0.72 case ok used interaction curve -49.5 94.58 -0.02 0.72 case ok used interaction curve -3.7 74.09 -0.00 0.72 case ok used interaction curve NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL 1 /s ,q,g parapet ht (ft) 2.75 -f I. 3 dT C^' is.; 4. ENGINEERS - NORTHWEST CONCRETE JAMB DESIGN (version 3.01 Sheet of 6869 Woodlawn Ave NE 1908 UBC SHAMROCK CENTER BLDG C Seattle,Washington 98115 17:27:56 05 -01 -1989 PIER B WIND LATERAL FORCE po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 22.50 24.00 6.00 0.00 0.85 2.75 SPANDREL DATA thickness(ini offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 0.0 0.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psi): 1.0 out (psf1= 1.0 seismic.., zone 3 press Ipsf)= 16.9 import fact= 1.00 ledger LLlplf): 357 DL (plf1= 186 ecc lint= 3.0 % LL w /seismic= 0 concentrated load Ll(lbs): 0 DL (lbs): 0 ecc (in)= 0.0 X LL w /seismic= 0 concentric load LL(plf): 0 DL (plfl= 0 % LL w /seismic= 0 horiz load plf (+ inward): 680 dist above floor(ft): 15.5 REBAR DATA Vertical 4 15 d= 4.13 Horizontal min in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhilMn (in-k) defl (in) Allow defl(in) Comments Top of wall 1 1.0 0.1 119.12 -0.00 1.53 case ok 2 1.0 -1.4 119.12 -0.01 1.53 case ok 3 1.0 -67.4 119,12 -1.05 1.53 case ak 4 1.4 -1.0 119.63 -0.01 1.53 case ok 5 1.4 -2.4 119.63 -0.02 1.53 case ok 6 1.2 -67.8 119.34 -1.05 1.53 case ok 7 2.2 -3.5 120.60 -0.02 1.53 case ok Bottom of wall 1 1.6 0.4 119.96 0.00 0.54 case ok 2 1.6 -0.7 119.96 -0.00 0.54 case ok 3 -0,0 -25.6 119.96 -0.01 0.54 case ok 4 2.1 0.2 120.50 0.00 0.54 case ok 5 2,1 -1.0 120.58 -0.00 0,54 case ok 6 -0.0 -25.h 120,30 -0,01 0.54 case ok 7 3.2 -0.8 121.79 -0.00 0.54 case ok LOAD CASES 11 .9DL + 1.3W1 inward 2) .901 + 1.3WL outward 31 .9DL + 1,43E0 4) 1.0501 + 1.2811 + 1.28WL inward 5) 1.05DL + 1.2811 + 1.28WL outward 6) I.05DL + 1.2811 + 1.4E0 7) 1.4DL + 1.711 NOTE in cases 11, 2), 4), and 5) the LL used is 1/2 of the applied LL ENGI NEERS - NORT CONCRETE JAMB DESIGN (version 3.0) Sheet of 11: 6869 Naodlawn Ave NE 1988 UBC SHAMR K CENTER BLDG C + 'eattle,Nashington 90115 14:33:29 05 -01 -1989 PIE SEISMIC LOADS po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 22,50 4.92 6.00 0.00 0.90 2.75 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 0.0 0.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 4+ LOADING DATA unfactored wind in Ipsf1= 14.4 out (psi): 15.0 seismic.., zone 3 press (psf)= 16.9 import fact= 1.00 ledger LL(plf)= 357 DL (p1f1= 186 ecc (in): 3.0 X LL w /seismic= 0 concentrated load LL(lbs)= 0 DL (lbsl= 17910 ecc (in1= -3.0 X LL w /seismic= 0 concentric load LL(plf)= 0 DL (plfl= 0 X LL w /seismic= 0 horiz load pif 1+ inward): 0 dist above floor(ftl= 0,0 REBAR DATA Vertical 1 14 d= 4.13 Horizontal min in 4 2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phittln (in-k) dell (in) Allow defl(in) Comments Top of wall 1 40.4 17.5 87.36 0.13 1.62 case ok used interaction curve 2 40.4 -19.8 87.36 -0.15 1.62 case ak used interaction curve 3 40.4 -30.1 87.36 -0.17 1.62 case ok used interaction curve 4 47.3 17.6 .17.63 0.12 1.62 case ak used interaction curve 5 47.3 -26.6 77.63 -0.16 1.62 case ak used interaction curve 6 47.1 -34.1 77.95, -0.17 1.62 case ak used interaction curve 7 63.4 -7.8 55.16 -0.03 1.62 case ok used interaction curve Bottom of wall 1 41.0 6.1 86.40 0.00 0.36 case ak used interaction curve 2 41.0 -5.8 86.40 -0.00 0.36 case ok used interaction curve 3 41.0 -7.2 86.40 -0.00 0.36 case ok used interaction curve 4 48.1 5.9 76.52 0.00 0.36 case ok used interaction curve 5 48.1 -5.8 76.52 -0.00 0,36 case ok used interaction curve 6 47.9 -7.2 76.84 -0,00 0.36 case at used interaction curve 7 64.4 0.2 53.67 0.00 0,36 case ok used interaction curve LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3NL outward 3) .901 + 1.43E0 4) 1.05DL + 1.28LL + 1.281IL inward 5) 1.0501 + 1.28LL + 1.28NL outward 6) 1.0501 + 1.28LL + 1.4E0 7) 1.4DL + 1.711 INTERACTION CURVE DATA .71Po .7$Pbal .7$Mbal .7tMn 102.8 24.0 110.3 74.7 NOTE in cases 11, 2), 4), and 5) the LL used is 1/2 of the applied LL /.17-/.( c C 046INEERS- NORTH(4EST CONCRETE JAMB DESIGN (version 3.01 Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,Nashington 98115 14:37:43 05- 01-1989 PIER E SEISMIC LOADS po 100 = JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor 22,50 20.76 6.00 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) 0.0 0,0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf1= 14.4 seismic... zone 3 ledger LL(plf1= 357 concentrated load LL(lbsl= 0 concentric load LL(plf1= 0 horiz load plf (+ inward): 0 REBAR DATA LOAD CASES 1) .901 + 1.3(4L inward 2) .90L + 1.3(4L outward 3) .901 + 1.43E0 4) 1.0501 + 1.2811 + 1.28(4L inward 5) 1,0501 + 1.2011 + 1.20(41 outward 6) 1.0501 + 1.2811 + 1.4E0 7) 1.401 + 1.7LL INTERACTION CURVE DATA ,71Po .71Pbal .7$Mba1 Jinn 102.8 21.9 112.6 81.2 out (psf)= 15.0 press (psf1= 16.9 import fact= 1.00 Di (plf): (06 ecc (in1= 3.0 DL (lbs): 74670 ecc (in): -3.0 DL (plf)= 0 dist above floor(ft)= 0.0 Vertical 3 05 d= 4.13 Horizontal min inA2 / ft 0.14 NOTE parapet ht (ft) 0.00 0.90 2.75 X LL w /seismic.= X LL w /seismic= X LL w /seismic= height (ft) 0.0 0 0 0 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi$Nn (ink) deft (in) Allow defl(in) Comments Top of wall 1 39.9 17.4 87.57 0.13 1.62 case ok 2 39.9 -19.3 87.57 -0.15 1.62 case ok 3 39.9 -27.8 87.57 -0.17 1.62 case ok 4 46.8 17.2 78.00 0.12 1.62 case ok 5 46.8 -25.0 78.00 -0.16 1.62 case ok 6 46.5 -32.3 78.32 -0.17 1.62 case ok 7 62.6 -7.5 55.89 -0.03 • 1.62 case ok Bottom of wall 1 40.6 6.0 86.62 0.00 0.36 case ok 2 40.6 -5.8 86.62 -0.00 0,36 case ok 3 40.6 -7.2 86.62 -0.00 0.36 case ok 4 47.6 5,9 76.89 0.00 0.36 case ok 5 47.6 -5.8 76.89 -0.00 0.36 case ok 6 47.3 -7.2 77.21 -0.00 0.36 case ok 7 63.7 0.1 54.41 0.00 0.36 case ok in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve EN614EE118 . NORTHWEST CONCRETE JAMB DESIGN (version 3.0) 6869 Woodlawn Ave NE 1988 UBC Seattle,Washington 98115 14:40:56 05-01 -1989 po 100 JAMB DATA height (ft) width (in) thickness (in) 23.00 6.00 6.00 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psfl: 14.4 out (psfl: 15.0 seismic... zone 3 press (psf): 16.9 import fact: 1.00 ledger LLlplf): 357 IX (plf): 186 ecc lin): 3.0 concentrated load LL(lbs): 0 DL (lbsl: 21460 ecc (ink -3.0 concentric load LLlplf): 0 DL (plf): 0 horiz load pif (+ inward): 0 dist above floor(ft): 0.0 REBAR DATA Vertical 1 15 d: 4.13 Horizontal min in "2 / ft 0.14 c MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi1Mn (in -k) defl (in) Top of wall 1 39.6 18.8 87.21 2 39.6 -21.2 87.21 3 39.6 -29.7 87.21 4 46.5 19.1 77.77 5 46,5 -26.7 77.77 6 46.3 -32.7 78.08 7 62.3 -8.1 55.96 Bottom of wall 1 40,3 6.3 2 40.3 -6.1 3 40.3 -7.6 4 47.3 6.1 5 47.3 -6.0 6 47.1 -7.5 7 63.4 0.1 LOAD CASES 1) .901 + 1.3WL inward 2) .9DL + 1.3WL outward 3) ,9D1 + 1.43EA 4) 1,05DL + 1.28LL + 1.2BWL inward 5) I.05DL + 1.201L + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4EA 7) 1.401 + 1.11L INTERACTION CURVE DATA .71Po .71Pbal .7111bal .71Mn 102.8 18.4 116.5 91.5 86.24 86.24 86.24 76.64 76.64 76.96 54.46 0.14 1.66 -0.17 1.66 -0.19 1.66 0.13 1.66 -0.18 1.66 -0.19 1.66 -0.03 1.66 0.00 0.37 -0.00 0.37 -0.00 0.37 0.00 0,31 -0.00 0.37 -0.00 0.37 0.00 0,37 NOTE LL w /seismic: X LL w /seismic: LL w /seismic: Sheet of SHAMROCK CENTER BLDG C PIER 1 SIESMIC LOADS : add thickness (in) K factor 0.00 0.90 width (ft) height (ft) 0.0 0.0 0 0 0 Allow defl(in) Comments in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL parapet ht (ft) 2.25 case at used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve LOADING DATA unfactored wind in OM= 14.4 out (psf)= 15.0 seismic.., zone 3 press (psf1= 16.9 import fact= 1.00 ledger LL(plf1= 357 DL (plfl= 186 ecc (inl= 3.0 X LL w /seismic= 0 concentrated load LL(lbsl= 0 DL (lbs1= 45050 ecc (in1= -3.0 X LL w /seismic= 0 concentric. load LL(plf)= 0 DL (plf): 0 X LL w /seismic= 0 horiz load plf (+ inward): 0 dist above floor(ft)= 0.0 REBAR DATA Vertical 2 15 d: 4.13 Horizontal min inA2 / ft 0.14 4. t .NGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,Nashingtnn 98115 14 :44:21 05 -01 -1989 PIER 3 SEISMIC LOADS po 100 = JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 23.00 12.48 6.00 0,00 0.90 2.25 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 0.0 0.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in-k) Phi1Mn (in-k) dell (in) Allow defl(in) Comments Top of wall 1 40.0 18.7 86.91 0.15 1.66 case ok used interaction curve 2 40.0 -21.4 86,91 -0.17 1.66 case ok used interaction curve 3 40.0 -30,3 86,91 -0,19 1.66 case ok used interaction curve 4 46.9 18.9 77.36 0.13 1.66 case ok used interaction curve 5 46.9 -27,2 77.36 -0.18 1,66 case ok used interaction curve 6 46.7 -33.4 77.68 -0.19 1.66 case ok used interaction curve 7 62.8 -8.1 55.32 -0.04 1.66 case ok used interaction curve Bottom of wall 1 40.7 6.3 85.94 0.00 0.37 case ok used interaction curve 2 40.7 -6.1 85.94 -0.00 0.37 case ok used interaction curve 3 40.7 -7.6 85.94 - 0.00 0.37 case ok used interaction curve 4 47.7 6.2 76.24 0.00 0.37 case ok used interaction curve 5 47.7 -6.0 76.24 -0.00 0,37 case ok used interaction curve 6 47.5 -7.5 76.55 -0.00 0.37 case ok used interaction curve 7 63.9 0.1 53.81 0.00 0.37 case ok used interaction curve LOAD CASES 11 ,9DL + 1.3WL inward 2) ,911 + 1.3WL outward 3) .9DL + 1.43E0 4) 1.0501 + 1.2811 + 1.28NL inward 5) 1.0501 + 1.28LL + 1.28NL outward 6) 1.0501 + 1.2811 + 1.4E0 7) 1.401 + 1.7LL INTERACTION CURVE DATA ,71Po ,71Pbal ,71Mbal .71Mn 102.8 19.4 115.4 88.6 NOTE in cases 1), 21, 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98115 • (206)525 -7660 • FAX # (208) 522.8898 Joe NO 88 006 Joe NAME SNA" (& f CA) )7 - 7t BLDG (' DATE /6 - Alev -69 SUBJECT SHEET k OF „ ' / t BY Orr LB, ( L9�G O z ' /S4O L3 O.S, SN• P/62 d 2.3 (D 3 ."4 2, 211 ® : 3O,33 © i7 `I.G6 R� 0,0.96 2.093 o. y17 R. 404 Tv melt 0, 04 0 .50 0,1 I OU V ?left 3 toe 41.4 12, 3 76. 7'`✓ 9' 4 451 --�-T_ OrM 57.9 k'( l /83:o 237,91 I - Z r 2 ii = •• 2i• VOoAPNRAGM ¥ g' g k V G4i0 6 _ (7f z,rLs%jol.J)(,i Y) 2( ? 9 V after 7 2 . K1P. 65 vo 4[7. _ 1NPUT ( UUTPUT OUTPUT service Axial (kips) Shear (kips) Mom (ft-k) Wall Ht (ft) Wall L (ft) Wall t (in.) f'c (ksi) Fy (ksi) Loads (tilt) Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(f`c) Vc kips Av=in^2/ft spacing (in) INPUT service Axial (kips) Loads (ult.) Axial (kips) 7= Shear (kips) Mom (ft Mom de gn Mom crack A) a1 stress amen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/nhi (kip) Shear loads DL 15 23.00 R.00 6.00 3.00 60.00 21.28 0.00 0.00 0.00 0.00 47°32 0.60 3.20 0.22 39.00 17.72 0.33 0.00 203.94 56.79 0.00 52.67 Shear loads DL 54 Shear (kips) Mom (ft-k) Wall Ht (ft) 23.00 Wall L (ft) 28.50 Wall t (in.) 6.00 f'r (ksi) 3.00 Fy (ksi) 60.00 Wall LL 0 LL 0 Design LATERAL 3 58 D=.9*L= Bar area = <U+EQ DL-E0 13.68 13.60 4.20 4.20' R1.06 01.06 81.06 01.06 Load per ft (klf)= 9.13 9"13 0.41 0.41 17.85 17.85 4.17 4.17 0.08 0.08 7.00 7.00 0.00 0.00 52.67 52.67 Wall Design LATERAL 0 61 1185 *L= Bar area = UL+. DL-1-01 DL-EQ .60 48.60 48.60 0.00 H5.96 85.96 0.00 1659.00 1659.00 0.80 1659.00 1659.00 600.60 0.60 Load per it (k]+}= 11.40 45.54 45.54 0.79 2.08 2.00 39.00 09.93 89.93 - 36.60 41.33 41.33 0.00 0.77 0.77 U.00 143.27 143.27 ' � �� xuL. (h 7.20 0.79 UL+Ll+BQ DL+LL 21.28 21.20 4.20 4.20 81.06 01.06 81.06 81.06 43.20 7.01 0.50 21.46 0.10 0.00 7.00 0.00 52.67 25.65 0.79 DL+Li'+RQ 75.60 /;5.96 1659.00 1659.00 43.20 33.34 3.39 103.07 2�.47 0.51 143.27 7.01 0.50 --- � 21.46 --� 0.18 0.00 7.00 0.00 52.67 DL+LL-En 75.60 85.96 1659.00 1659.00 33.34 2.39 103.07 27.47 0.51 143.27 • - ( 'UT service OUTPUT Axial (kips) Shear (kips) Mom (ft-k) Wall Ht (ft) Wall I. (ft) Wall t (in.) f'r (|:s1) Fy (ksi) Loads (tilt) Axial (kips) 'Shear (kips) Mom (ft-k) Mom design Mom uncrach Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(f'c) Vc kips Av=in^2/ft spacing (in) Shear loads DL 54 ?3.00 20.30 6.00 3.00 60. DL-1-LL 75.60 0.00 0.00 0.00 600.60 0.60 11.40 0.79 39.00 - 36.60 0.00 0.00 1011.53 202.31 0.00 52.67 Wall Design LL 0 DL+EQ 48.60 05.96 1659.00 1659.00 -----' 0.00 57.67 Load per ft (klf)= 45.54 45.54 2"08 2.08 89.93 89.93 41.33 41.33 0.77 0.77 143.27 143.27 D=.9*L= 25.65 Oar area = 0.79 DL-EQ 48.60 85.96, 1659.00 1659.00 0.00 52.67 DL+LL+EO 75.60 05.96 1659.00 1659.00 43.20 33.34 2.39 103.07 27.47 0.51 143.27 0.00 52.67 DL+LL 75.60 85.96 1659.00 1659.00 33.34 2.39 - 103.07 27.47 0.51 143.27 0.00 52.67 JT service loads DL Axial (kips) 26 Shear (kips) Mom (ft-k) Wall Ht (ft) Wall ( (ft) Wall t (in.) f'r (ksi) Fy (ksi) 1 Loads (ult) Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sort(f`c) Vc kips Av=in^2/ft spacing (in) Shear Walt Design �3.00 6.00 3.0O 60.00 DL+\ 36.26 0.00 0.00 0.00 130.11 0.60 5.47 0.39 39.00 2.74 0.05 0.00 485.06 '/7.01 0.00 52.67 L| 0 0.00 52.67 LATBRAL 12 237 D=.9*|-= Dar area = DL+BQ DL_EQ 23.31 23.31 17.22 17.22 332•36 332.3'6 332.36 332.36 Load per ft (klf)= 19.72 19.72 0.90 0.90 38.00 38.80 15.49 15.49 0.29 0.29 28.70 28.70 0.00 52.67 12.30 0.79 DL+LL+EQ 36.26 17.22 332.36 332.36 43.20 14.63 1.04 45.05 9.79 0.16 0.00 52.67 �L+LL 36.26 17.22 332.36 332.36 14.63 1.04 45.05 8.79 0.16 28.70 0"n0 52.67 c C ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 23.00 SPANDREL DATA thickness(in) 0.00 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind in (psi): seismic... zone ledger LL(plf): concentrated load LL(lbs1= concentric load LL(plfl= horiz load plf (+ inward): REBAR DATA Vertical 3 15 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Mu (in -k) Top of wall 1 24.2 0.9 2 24.2 -1.0 3 24.2 -16.1 4 28.2 1.0 5 28.2 -1.0 6 28.2 -17.0 7 37.7 -0.1 Bottom of wall 1 2 3 4 5 6 7 LOAD CASES .ITERACTION CURVE DATA .71Po .71Pbal .71Mbal .71Mn 138.2 47.1 114.1 34.5 CONCRETE JAMB DESIGN (version 3.0) 1988 UBC 17:11:38 05 -01 -1989 po 100 width (in) thickness (in) 48.00 5.50 offset (in. + outward) 0.00 width (ft) height (ft) 0.0 0.0 cnnr (psi) rebar (psi) 6 24.8 24.8 24.8 28.9 28.9 28.9 38.6 11 .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E0 4) 1.050E + 1.28LL + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4E0 7) 1.4DL + 1.7LL A te- o�s cPD p(,`�G 1 v CP f P ay 1.0 out (psi): 1.0 3 press (psfl= 15.5 import fact= 1.00 60 DL (plf1= 100 ecc (in): 3.0 X LL w /seismic= 0 0 DL (lbs1 =103700 'ecc (in): -2.8 X LL w /seismic= 0 0 DL (p1f): 0 X LL w /seismic= 0 0 dist above floor(ft1= 0.0 d= 3.69 Horizontal min in "2 / ft 0.13 0.9 -0.4 -10.5 0.9 -0.3 -10.4 0.6 - outward Phi1Mn (in -k) 75.30 75.30 75.30 82.17 82.17 82.11 98.15 76.32 76.32 76.32 83.36 83.36 83.30 99.74 defl (in) RIGHT --_, width (ft) height (ft) 0,0 0.01 1.56 -0.01 1.56 -0.11 1.56 0.01 1.56 -0.01 1.56 -0.11 1.56 -0.00 1.56 0.00 0.55 -0.00 0.55 -0.00 0.55 0.00 0.55 -0.00 0.55 -0.00 0.55 0.00 0.55 NOTE Allow defl(in) Comments Sheet of .31,14 SHAMROCK CENTER BLDG C PIER 2 SEISMIC LOADS in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL add thickness (in) K factor parapet ht (ft) 0.00 0.85 2.25 case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve C ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • 12061525-7560 • FAX # (206) 522-6698 Joe No SAl2.4.00C. Joe NAME SHAMCMCk <EA/Ten BLDG, DATE C REV/Sic*/ - ADD 2 - wry YJ SHEET / OF Ca SUBJECT CAL 4 By DM 1.. 't J AcTUAL C•cuiplOulbflr/CW Alen er �P ngorir --..0 At, 1%/6 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 tr AARg ref M = 3 ( 22 19.1 )= .9.39 S ee Joe NAME SNAMdIROGk CEA!'t'N 181.06, C 22.23 1.IP., $") t 12 Tr 49E4 23 (tgeit))z l 2.'7 y I <� O 2'716t) 73 7x7 x i, L2.23 C _ Oos.1) t 1 1 2 ,//,b):J 4 Fa, S + 3 �/4r1 ° /3,3? KSi J J / / /.G 8 011.4)' r 1 3 6 x G. x Yei G 01 (.101.41 D r.S /G 0. 67 ksi S Ay 6 /bS/ < / OS. 3 /' 2 16 00s1) rb L 3 /S30 E'3 (l) ] `, ' G - 30,33 �< s, .HEc. ConiOld6D 6, 21 ,t 0)(0.67) • 0.51 13.3? 0- _ 6, 1 30.33 'Isl. , ,. 7..‘40. / '. = 9.79 K,,. 7 pi. G. 7 iOS.3 — 0. / /, / z 71 a 4- 5.Sy 5 = /0.1 r = z .3' ' DATE i • -4/0/- fl9 SHEET Z of CO t- BY bi,/ U.3 6 7 3 ? ) 0 7 A 0 4 I ENGINEERS-NORTHWEST INC. PS. 6869 WOODLAWN AVE. N.E.- SUITE 205 • SEATTLE, WA 98115 • 120615254560 on Na. J0/3 NAPAF._.s.2/41 ;u8JEc 1_0?1,..- IA 1 'I . COL- (W1) Ely.., , it:- OA: A (Iil ) 4‘; -ft Ar iir IL Mit■) •11)1C.Lne14 fr C. .. 1(11 /4 tor e- 01.01 -lb —for or /11104 / Y. 1 A c.."1/) v- rrul ----- e r.4 (.()M.) ...................... ..•. 1 ' .."--------.-----“— t '' 1 At) A I. (1: 'AMT. I... OA. ll'iti. l'A (1 e Aitimet7Y- ---- /.. - 1 ."., , ( (.1.11rviri - '. , 1 / t ---------`- STs r- I- \ he 1_1) e".. ft' urk. --- - — - — ... • . , *-- . •....7":.1.4)....._•....., K51 (..o/.. imp/ APr / ---- " : • - " - - • "'' " - 0._ 6,S9 114 1 . i / otttnInl Plonkitil ri" Airt'l/A, %. ...___..... 4 . 4 111/41 1..(71..itnid rifvue.,(f I ';IPA" 1! b. 2, '? V (c/ .1///iN P/riiii /4(70t:-.. -- -- P.. ...0 0 ii. liniA) ALuvull.)te. LD A t...) * — 65 I— 91 7c' 1/2,1 .--•-•••-_^.• gce cfziv, ,_3/ O. (DO w,1 lt4 usE 314h17,(6, It • flr' • on, J JOA NAMF UOJECT__'M.1k t'i . IA (�1..'!:..!_ .�� -�( u� l(J_ - ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. • SUITE 205 - SEATTLE, WA 90115 - (2061525•7580 C. /-(11114 I. G'( it I kid ... _._........... _ _ __._- -- -.�. ill • lb `1� >r o r 147111114'7 F. r r 1 -� = i i v r- I" f_ A.'- ft (104 -_- n..� '1 At..) (. t'/w1J - ... .........._.._._.._;--- ...._... 1. - .I �I t✓ 1.7)1 i ..) ....__ ._._ _._._.._.__......_ ���n1Ul1l• r.� 1.... i an J;ll'll /'llo►� S r % , SIP I Y. fir. -- -••- -- ---- __._.- c,/• API-7 1 On* ry' A)Pt''! /A II h.MI ('.' /Pf !/M/ ("(L.lmmi /', :i/oto fr'/ a � nllil A L..L10 M') i Lo A U nr -nose. 1 I, 81.1)61 „ f� ' DA1 F 45 N0v g9. .....!...._...f)F L. �1 D. ?.�._..... • ..._..24 ....• r•I. /S if I■II''m 2 3./2 0 2 o, /3,7f 101' 0,'x.3? I, 3t, I� Ube 0 /4 1 -"B(6( ft • 23E - s Aae . 66- (4.7r) USE 6"./A 3 /f �2 g n„ , A/0m co 04,4G60 11 wAN Q L LecAne ENGINEERS - -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522 -6698 Joe No.. ,oAM ii- 004JOB NAME SE Ai Ce,%////C ac..061 C SUBJECT s7 s SAD REV /3/ 0A/ L o A/7 4)/ 6NMRr w1 try 8 " R 5 LAB W ° / 4,,5 ft 3� y � ,; N pARRiEnt I � 1M � lye „2 /V . i fZ /y2 z ,61 Cot.. LoA0 dS 1. 3qs $7 j (00,7 SIP iT g SP ' "s "J Ge1- .4- . DATE I7 - 89 SHEET I OF - By DP1 L ,s. / 14 -1 45 45 s 'M : Concrete Flat Slab Design v1.09 PAGE NO. 1 Enw„EEAS NORTHWEST TIME : Fri Nov 17 14:27 :28 1989 JOB : SHAMROCK CENTER BLDG. C ADDED SLAB RUN : 88124.006 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 1.125 2.250 0.475 • 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 15.000 8.000 2 15.000 8.000 3 15.000 8.000 4 15.000 8.000 5 15.000 8.000 6 15.000 8.000 SPAN =__= UNIFORM LOADS =__ NUMBER DEAD LIVE K /Ft "2 K /Ft "2 I 0.000 -0.250 2 0.000 -0,250 3 0.000 -0.250 4 0.000 -0.250 5 0.000 -0.250 6 0.000 -0.250 SPAN INPUT DATA SPAN LOADS INPUT DATA DESIGN DATA DEAD K /Ft COLUMN INPUT DATA PARTIAL LOADS LIVE BEGIN END 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 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 X ZS ____:: :___: 2 / = COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH _ ; In In In In Ft Ft Ft 1 14.000 0.000 0.000 0.000 100.000 0.000 14.250 2 14.000 0.000 0.000 0.000 100.000 0.000 14.250 3 14.000 0.000 0.000 0.000 100.000 0.000 14.250 4 14.000 0.000 0.000 0,000 100.000 0.000 14.250 6 5 14.000 0.000 0.000 0.000 100.000 0,000 14.250 r 1M : Concrete Flat Slab Design 0.09 iS. 6ERS NORTHWEST JOB : SHAMROCK CENTER BLDG. C ADDED SLAB RUN : 88124.006 COLUMN INPUT DATA PAGE N0. 2 TIME : Fri Nov 17 14 :21 :30 1989 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 6 14.000 0.000 0.000 0.000 100.000 0.000 14.250 7 14.000 0.000 0.000 0.000 100.000 0.000 14.250 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 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 2.500 1.250 1.250 0.000 0.000 IL 4 ( I6 - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0.000 0.000 'WARNING - Does Not Meet ACI 13.4.1.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 7 12.000 2.500 1.250 1.250 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 1.000 14.250 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 1.000 14.250 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 "1,501) 2 -_ 322 =___ 2-232=22 SPAN MOMENTS C'""MN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS At c LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT (.. 2 = 222..22:222222 Ft -K Ft-K Ft -K Ft-K Ft -K Ft-K Ft-K Ft -K 1 -3.622 -9.155 -1.351 -7.468 -3.622 -3.290 -4.319 -9.899 r'( M : Concrete Flat Slab Design v1.09 Eh..,IEERS NORTHWEST JOB : SHAMROCK CENTER BLDG. C ADDED SLAB RUN : 88124.006 4. SPAN MOMENTS PAGE NO. 3 TIME s Fri Nov 17 14:27:33 1989 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75X EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT • LEFT RIGHT LEFT RIGHT 2 - 193.660 - 192.171 - 117.199 - 113.629 - 114.871 - 117.173 - 221.640 -219.857 3 - 164.030 - 164.107 - 76.509 - 80.024 - 79.658 - 76.694 - 148.643 - 149.169 4 - 170.087 - 170.087 - 95.583 -92,344 -92.344 - 95.583 - 178.947 - 178.947 5 - 164.107 - 164.030 - 76.694 - 79.658 - 80.024 - 76.509 - 149.169 - 148.643 6 - 192.771 - 193.660 - 117.173 - 114.871 - 113.629 i - 117.799 - 219.851 - 221.640 7 -9.155 -3.622 -3.290 -3.622 -7.468 -1.351 -9.899 -4.379 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 = s Ft-K Ft -K Ft -K Ft -K Ft -K Ft -K K K K K K K K K Ft -K Ft -K COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75X EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 7 22223 -5.533 0.000 -6.117 0.000 0.332 0.000 -5.520 0.000 `2 0.889 0.000 4.170 0.000 -2.301 0.000 1.783 0.000 3 -0.077 0.000 -3.514 0.000 2.964 0.000 -0.526 0.000 4 0.000 0,000 3.240 0.000 -3.240 0.000 0.000 0.000 5 0.077 0.000 -2.964 0.000 3.514 0.000 0.526 0.000 6 -0.889 0.000 2.301 0.000 -4.170 0,000 -1.783 0.000 7 5.533 0.000 -0.332 0.000 6.117 0.000 5.520 0.000 _ = 5 33222229772 SHEARS 1 -7.087 36.760 -2.545 41,705 -7.087 7.555 -8.601 46.300 2 - 61.361 50.976 - 56.416 17.469 - 22.433 51.561 - 14.532 65.163 3 - 47.144 48.662 - 12.519 48.023 -46.559 13.951 -55.668 50.431 4 - 49.459 49.459 - 50.098 16,037 - 16.037 50.098 - 62.401 62.401 5 - 48.662 47.144 - 13.951 46,559 -48.023 12.519 - 58.431 55.668 6 -50.976 61.361 - 51.561 22.433 - 17.469 56.416 -65.163 74.532 7 - 36.760 7.087 -7.555 7.087 -41.705 2.545 - 46.300 8.601 t 'P( )M : Concrete Flat Slab Desion v1.09 ENl.._.4ERS NORTHWEST JOB : SHAMROCK CENTER BLDG. C ADDED SLAB RUN : 88124.006 COLUMN NUMBER 2 3 4 5 6 7 N NUMBER SPAN NUMBER 1 4 5 b PUNCHING STRESS K /In A2 0,035 0.069 0.056 0.062 0.056 0.069 0.035 DESIGN MOMENT Ft -K DESIGN MOMENT Ft-K 74,138 50.446 56.573 56.573 50.446 74.138 ECCENTRIC STRESS K /In ^2 0.001 0.000 0.000 0.000 0.000 0.000 0.001 COLUMN STRIP STEEL AREA COLUMN STRIP STEEL AREA TOTAL STRESS K /In A2 K /In A2 $ Total Shear Stress Exceeds Allowable Stress STRIP WIDTH In A2 Ft In A2 1 -2.253 1.231$ 7.125 2 - 140.456 5.051 ,ei' d 7,125 3 - 105.427 3 b15;0 � 4 7.125 4 - 110.846 3.885 t , 7.125 5 - 105.427 3.679 >r1 7.125 6 - 140.456 (-1-.-1531;), 7.125 7 -2.253 1.2311 I " 7.125 , / 4. 1 Mi �V 3 eel STRIP WIDTH In A2 Ft 0.037 0.070 0.056 0.062 0.056 0.070 0.037 3.094 • 7.125 2.050 /7.125 231.�� 1 .(� 7.125 til,1 7.125 2.0 U H 7.125 '3, 09 , 7.125 SHEAR STRESSES ALLOWABLE STRESS 0.186 0.186 0.186 0.106 0.186 0.186 0.186 PUNCHING LOAD TOP REINFORCEMENT Ft BOTTOM REINFORCEMENT CONCENTRATE STEEL STRIP AREA WIDTH $1 Overreinforced ___ K 50.574 135.210 109.613 120,316 109.613 135.210 50.574 DESIGN MOMENT Ft -K DESIGN MOMENT Ft -K -0.751 - 46.819 -35.142 - 36.949 - 35.142 - 46.819 -0.751 49.425 33.631 37.715 37.715 33.631 49.425 11 Overreinforced UNBALANCED FLEXURAL MOMENT MOMENT Ft-K 5.520 1.783 0.526 0.000 0,526 1.783 5.520 MIDDLE STRIP STEEL STRIP GOVERNING AREA WIDTH PATTERN MIDDLE STRIP =_ STEEL AREA In A 2 PAGE NO. 4 TIME : Fri Nov 17 14:27:36 1989 1.2311 Ft-K 3.312 1.211 0.357 0.000 0.357 1.211 3.312 In A2 Ft 1.2311 7.125 1.562 7.125 1.231$ _ $ 711. 25 C;1,,ig 4 7.125 1.231$ 7.125 : =__ __ :_______ Ft 2.007 7.125 2 1.343 7.125 3 1.512 7.125 2 7.125 3 7.125 2 7.125 3 11 M., Jy : GOVERNING PATTERN 4 4 4 4 4 4 4 _- ADO 2,A41 STRIP GOVERNING WIDTH PATTERN Minimum S eel c '4M : Concrete Flat Slab Design v1.09 EA ,:ERS NORTHWEST JOB : SHAMROCK CENTER BLDG. C ADDED SLAB RUN : 88124.006 COLUMN STRIP ' MIDDLE STRIP COLUMN BAR NUMBER LENGTH ' BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT TOP STEEL Lb 1449.482 Lb TOP BARS PAGE NO. 5 TIME : Fri Nov 17 14 :27:39 1989 Ft Ft Ft Ft 1 #4 4 1.000 5.126 #4 7 1.000 3,590 3 1.000 3.310 2 #6 6 9.941 8,544 #4 • 8 6.863 8.073 6 6.229 3.310 3 15 6 8.317 8,317 #4 1 8.073 9.013 6 3.310 3.310 4 #5 7 8.317 8.317 14 7 8.073 8.013 6 3.310 3.310 5 15 6 8.317 8,317 04 7 8.073 9.013 6 3.310 3.310 6 #6 6 8.544 9,941 04 9 8.073 6.863 6 3.310 6.229 7 #4 4 5.126 1.000 04 7 3.590 1.000 3 3,310 1.000 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 2==772 =72 =2777=2 2222 =222=22222722=2222=222 :222222== Ft Ft 1 15 10 14.989 14 6 14.733 5 12.733 2 #4 11 14.519 04 4 14.500 3 10.500 3 04 12 14.519 44 4 14,500 4 10.500 4 04 12 14.519 114 4 14.500 4 10.500 5 #4 11 14.519 44 4 14.500 3 10.500 6 #5 10 14.989 #4 6 14.733 5 12.733 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION 22 =_ STEEL x : : :_ : :_:__: CONCRETE :: :__ :___ BOTTOM STEEL SURFACE VOLUME STEEL WEIGHT AREA 22 222:2222 2 : 2222227 :2 222222:2 22 227 Lb /Ft "2 Ft "2 Ft "3 1234.628 2.047 1311;000 917.750 66 LA P. 1M : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 88124.006 C DESIGN DATA 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 1.075 2.625 0.475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 1 14.250 8,000 2 14.250 8.000 3 14.250 8.000 4 14.250 8.000 5 14.250 8.000 6 14.250 8.000 7 14.250 8.000 B 14.250 8.000 SPAN INPUT DATA PAGE NO. 1 TIME : Fri Nov 17 15:23 :24 1989 z z z= = ==2=22=22==2= :9722222 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 0.000 -0.250 0.000 0.000 0.000 0.000 2 0.000 -0.250 0.000 0.000 0.000 0.000 3 0.000 -0.250 0.000 0.000 0.000 0.000 4 0.000 -0.250 0.000 0.000 0.000 0.000 5 0.000 -0.250 0.000 0.000 0.000 0.000 6 0.000 -0.250 0.000 0.000 0.000 0.000 1 0.000 -0.250 0.000 0.000 0.000 0.000 B 0.000 -0.250 0.000 0.000 0,000 0.000 _ 2 2 _ _= _ =__ _ ___________ =s===== =sa ===s =s COLUMN INPUT DATA ___= COLUMN DIMENSIONS =_ __ =_ =_ ,;OLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 222 3__733= S= =3 ==a=s = = = == = a======= i== 3====== ==s=ii=i = ===_____ =====a=====■ =273==!2= ===R= In In In In Ft Ft Ft 1 14.000 0.000 0.000 0.000 ' 100.000 0.000 15.000 7 /5 IA 2 tr R ^'^AM : Concrete Flat Slab Design v1.09 Et .ERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 80124.006 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH LEFT RIGHT COLUMN INPUT DATA PAGE NO. 2 TIME : Fri Nov 17 15:23:26 1989 2 14.000 0.000 0,000 0.000 100.000 0,000 15.000 3 14.000 0.000 0.000 0.000 100.000 0.000 15.000 4 14.000 0.000 0.000 0.000 100.000 0.000 15.000 5 14.000 0,000 0.000 0.000 100.000 0.000 15.000 6 14.000 0.000 0.000 0.000 100.000 0.000 15.000 7 14.000 0.000 0.000 0.000 '100.000 0.000 15.000 8 14.000 0.000 0.000 0.000 100.000 0.000 15.000 9 14.000 0.000 0.000 0.000 100.000 0.000 15.000 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 2.500 1,250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACT 13.4.7.1 Fnr Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 0.000 • 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1,250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 7 12.000 2.500 1.250 1.250 0.000 0,000 WARNING - Does Not Meet AC1 13.4.1.1 For Negative Moment Reduction With A Drop Panel. 8 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 9 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 0/6 P CANTILEVER INPUT DATA = UNIFORM LOADS = _= LINE LOADS =_ _= PARTIAL LOADS =___________ LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END = MU 2.1=22222312:===722222:2222:22.111W42 Ft Ft K /Ft "2 K /Ft "2 K /Ft K /Ft K /Ft K /Ft Ft Ft 1.000 15.000 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 1.000 15.000 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 AP"AM : Concrete Flat Slab Design v1.09 El ERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 88124.006 C 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 1 -3.792 -8.512 -1.402 -6.640 -3.792 -3.485 -4.589 -9.294 2 - 185.086 - 184.317 - 112.233 - 108.645 - 109.582 - 111.547 - 211.305 - 209.757 3 - 157.048 - 157.125 - 73.739 - 76.781 - 76.476 - 73.962 - 142.978 - 143.483 4 - 161.303 - 161.263 - 88.647 - 85.790 - 85.881 - 88.581 - 166.180 - 166.030 5 - 158.856 - 158.856 - 80.768 - 83.546 - 83.546 ' - 80.768 - 156.433 - 156.433 6 - 161.263 - 161.303 - 88.581 - 85.881 - 85.790 - 88.647 - 166.030 - 166.180 7 - 157.125 - 157.048 - 73.962 - 76.476 - 76.781 - 73.739 - 143.483 - 142.978 8 - 184.317 -185.086 - 111.547 - 109.582 - 108.645 - 112.233 - 209.757 - 211.305 9 -8.512 -3.792 -3.485 -3.792 -6.640 -1.402 -9.294 -4.589 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 1002 LL ALL SPANS 1 'R BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K Ft-K Ft -K COLUMN MOMENTS Ft -K Ft-K SPAN MOMENTS 1 -4.719 0.000 -5.238 0.000 0.308 0.000 -4.705 0.000 2 0.768 0.000 3.588 0.000 • -1.966 0.000 1.548 0.000 3 -0.077 0.000 -3.042 0.000 2.514 0.000 -0.505 0.000 4 0.040 0.000 2.857 0.000 -2.700 0.000 0.150 0.000 5 0.000 0.000 -2.179 0.000 2.779 0.000 0.000 0.000 6 -0.040 0.000 2.700 0.000 -2.857 0.000 -0.150 0.000 7 0.077 0.000 -2.514 0.000 3.042 0.000 0.505 0.000 8 -0.768 0.000 1.966 0.000 -3.588 0.000 -1.548 0.000 9 4.719 0.000 -0.308 0.000 5.238 0.000 4.705 0.000 SHEARS Ft -K Ft -K Ft -K Ft -K K K K K K K K K PAGE NO. 3 TIME : Fri Nov 11 15:23 :28 1999 Ft-K Ft -K Ft -K Ft -K = =s= =2X22 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 -7.427 36.669 -2.646 41.650 -7.427 1.549 -9.021 46.240 2 - 61.452 50.974 -56.470 17.444 - 22.439 51.522 - 74.592 65.102 3 - 47.147 48.767 - 12.544 48.228 - 46.599 14.158 - 55.730 58.823 4 - 49.354 49.229 -49.893 15.346 - 15.830 49.414 - 62.009 61.089 -48.892 48.892 - 14.642 48.707 - 48.707 14.642 - 59.742 59.742 - - 49.229 49.354 - 49.414 15.830 - 15.346 49.893 - 61.089 62.009 1P"AM : Concrete Flat Slab Design v1.09 N .ERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 88124.006 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 7 - 48.767 47.147 - 14.158 46.599 - 48.228 12.544 - 58.823 55.130 8 - 50.974 61.452 - 51.522 22,439 - 17.444 56.470 - 65.102 74.592 9 -36.669 7.427 -1,549 7.427 - 41.650 2.646 - 46.240 9.021 SHEAR STRESSES COLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE PUNCHING UNBALANCED FLEXURAL GOVERNING NUMBER 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 0.038 0.001 0.039 0.186 51.082 4.705 2.823 4 2 0.074 0.000 0.074 0.186 135.411 1.548 1.052 4 3 0.060 0.000 0.060 0.186 110.269 0.505 0.343 4 IL 0.065 0.000 0.065 0.186 118.815 0.150 0.102 4 0,((63 0.000 0.063 0,186 115.201 0.000 0.000 4 6 0.065 0.000 0.065 0.186 118.815 0.150 0.102 4 7 0.060 0.000 0.060 0.186 110.269 0,505 0.343 4 8 0.074 0.000 0.074 0.186 135.411 1.548 1.052 4 9 0.038 0.001 0.039 0.186 51.082 4.105 2.823 4 SHEARS $ Total Shear Stress Exceeds Allowable Stress TOP REINFORCEMENT PAGE NO. 4 TIME : Fri Nov 17 15:23 :33 1989 _ _ ------ 32__22_ = = = =222 COLUMN STRIP == CONCENTRATE 2= MIDDLE STRIP COLUMN DESIGN STEEL STRIP STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH AREA WIDTH MOMENT AREA WIDTH PATTERN 2 == = _ _ Ft -K In "2 Ft In "2 Ft Ft -K In "2 Ft 1 -2.360 1.2311 7.125 -0.787 1.3611 7.875 4 2 - 132.947 5.504 „Alik 7.125 - 44.316 1.664 7.875 4 3 - 100.223 3.995 q4!" v , 7.125 - 33.408 1.3611 7.875 1 4 -102.576 4.099 Ds t" 7.125 - 34.192 1.3611 7.875 1 5 - 100.902 4. ` 54i 7.125 - 33.634 1.3611 7.875 1 6 - 102.576 { 7.125 - 34.192 1.3611 7.875 1 7 - 100.223 3.995 7,125 - 33.408 1.3611 7.875 1 8 - 132.947 c 9. 7.125 - 44.316 eJ 7.875 4 -2.360 T.511 7.125 n( 01+ 40 -0.187 1.3611 7.815 4 %1, ft V 1 M inimum Steel 11 Overreinforced ea" c , e a1 v 22 222=222 "holy "4M : Concrete Flat Slab Design v1.09 -ERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 88124.006 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 70.518 3,173 7.125 47.012 2.040 7.875 2 2 47.617 2.079 7.125 31.744 1.361$ 7.875 3 3 54.158 2.385 7.125 36.106 1.548 7.815 2 4 52.124 2,289 7,125 34.749 1.488 7.875 3 5 52,124 2.289 1 .1 1 03'1.125 34.749 1.488 7.875 2 6 54.158 cj.3 '@ 7,125 36.106 ,% 7.875 3 7 47,617 2.079 7.125 31.744 1.3611 7.875 2 8 70.518 7.125 47.012 171 7.875 3 :.4 2 s \ o ( 10 .. f 1% 1 ,o, t. 1 Minieu. Steel It Overreinforced it f @ A v, ,. ktii l *hr ± L1 3 �� 4903 4'• � - 4 t o ! , - • T OP BARS I . COLUMN STRIP COLUMN BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT 1 . BOTTOM REINFORCEMENT PAGE NO. 5 TIME : Fri Nov 17 15:23:35 1989 MIDDLE STRIP =_ BAR NUMBER LENGTH DESIGNATION OF BARS LEFT RIGHT Ft Ft Ft Ft 1 14 4 1.000 4.878 14 7 1.000 3.425 3 1.000 3.160 2 16 7 9.480 8,169 14 9 6.540 7.635 6 5.949 3.160 3 15 7 7.942 7.942 14 7 7.635 7.635 6 3.160 3.160 4 15 7 7.942 7.942 14 7 7.635 7.635 7 3.160 3.160 5 15 7 7.942 7,942 14 7 7.635 7.635 6 3.160 3.160 6 15 7 1.942 7.942 14 7 7.635 7.635 7 3.160 3.160 7 115 7 7.942 7.942 14 7 7.635 7.635 6 3.160 3.160 8 16 7 8,169 9.480 14 9 7.635 6.540 6 3.160 5.949 9 14 4 4,878 1.000 14 7 3.425 1.000 3 3.160 1.000 1 Concrete Flat Slab Design v1.09 tl .ERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 88124.006 C Z 2 BOTTOM BARS 2= 2322 3 Z TOTAL MATERIAL QUANTITIES PAGE NO. 6 TIME : Fri Nov 17 15:23:17 1989 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 15 11 14.239 14 6 13.983 5 12.095 2 14 11 13.769 14 4 13.750 3 9.975 3 14 12 13.769 14 4 13.750 4 9.915 4 14 12 13.769 14 ' 4 13.750 4 9.975 5 14 12 13.769 04 4 13.750 4 9.975 6 14 12 13.769 14 4 13.750 4 9.975 7 14 11 13.769 14 4 13.150 3 9.975 8 15 11 14.239 14 6 13.983 5 12.095 332 WITH SLAB REINFORCED IN ONE DIRECTION = STEEL CONCRETE TOP BOTTOM STEEL SURFACE VOLUME STEEL STEEL WEIGHT ' AREA Z 2322317.322222 Lb Lb Lb/Ft ^2 Ft ^2 Ft "3 1960.329 1555.527 2.021 1740.000 1216.250 12.1,sot Joe No 66 /24 Joe SUBJECT C /2' , a• .7 , 11.I/ / y 4 -'1� S ,_I " 0 4511r7 E A . WAY 1,4/Z5 X w4Y CtaosE) 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 ENGINEERS — NORTHWEST INC. P.S. NAME sHAMR C) CENT R DATE 23 -- AUG 88 N • 14. ,hu • 3 , 4004 I dS 0Va - 11 (0,4 iovv f v e a 2'7 de a X a 27 o;Gft.. /1, kip co.*/ neoL5 4x s reed ! • o,7$ ('S / G a aav 9.9 k se '. cod CR. c (?2)r 7 y '9 .P / = T= , e s r(3.a")(i s.) a = q- 2./4 iti ji - /O - 2 4 4 = J. T 0 /( C -f o. 1 "p/LLEr WELD (F /E'[, D WELD I s /DES !' aoT701) sTo - S7 - ( LAr = La;98Kl1 GIB PER PtAM • "T, EA, sly W/ 2 - 3 /4 1 801.7 /4 /' BR G t Tor HOW 1.12 O / / s - /'Ear a L r, (.../ kcr 2 Op art scar /v 0 16.7 C/. 3) 2 . 33•4 oesi c A i! S G, SHEET OF BY O M C-_ L 4. SUBJECT A C =/0 $ Ecr ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98115 • (206)525.7560 Joe No. S ala 4 Joe NAME SHAM Roo < CEA/ TER CO4Si DERAT/ O,/1 ,6 /0 ' PAit 4 i 7E 0 SiANOREL zrpar Q= / 141= ZAa 2.0 4 > 3,0 use Cc <.t o =10 2C S4 U+.> L.040 = 3 (2 S) = 7S PSI ( 4 v /W ,4 PE rE D -TON la 6- C s /0 is > 4 /, G W - is S U Ot4 [..o n / G (t r) '. 4 U PJF wootsr c'4 TRvJJ L)Abi/ A 26 ' U/ el • 40 Te. a Cho+ 44) •.300 /C,r .dam ' S'I65 + 240 PL TU — SNOW D R 4o p . (3 A//o✓ ct G � eao i�. 4s70 .1 j z /0 =0 t z i t-461.4 -.•� Z J< Tc� e cAvot Z it Do /A T,t u1 S 34 De: el 2 4G P. / /vw rR011 c.4'0 G E/? -ea Steyr 7 s( 5�) r, a 0.12r c 12'` TitiOworms p, tot ok DATE / 3 -DEC - B 51 sho SHEET of DRIFT BY 13v7 z A SJuA+6 A SNaw DRIFT y A. /Aa AD04. ( Av1/rc re0 ✓Ad• NO'!) #6 /o z4 ?v = r Gr'sal Jr/Ll. ak LtOGe'At AO ea wore et/ 1• ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. • SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 JOB No. AS / Z 4 Joe NAME _SHAM$OCK C E NTE2 DATE /- s &Pr- a a SUBJECT R C rm."/ & WAL G SHEET a OF K /SC . BY Dm CHECK OVERTURN /NG SLl D!^/& FAILURE' oENIC/NG ensile/Ty s c rrcEmE,✓ r oVE4i /I Jrll Dairy AsJVmE e 90 Ps F S o/t. DRG t ss ',- 70o ps DUE r0 1.4.1rE2m /rrE&✓• LO4O/NG SAy A =200 PSF F i4 /C URE rot sE 250 PSF TRUCK LORD SuRCHAKGE 1 ENGINEERS - NORTHWEST RETAINING WALL DESIGN (version 87.01) Sheet _ !:_offtlI G, 6869 Woodlawn Ave NE 01 -04 -1980 SHAMROCK CENTER Seattle,Washington 98115 16:53:20 TRUCK DOOR RETAINING WALL pa 100 F.S. OVERTURNING = 3.57 F.S. SLIDING = 1.52 l f I j I I j4 Surcharge= 250 psf • Pt= 6.00in. w= 733 2.00 ft 0.67 ksf Allowable Soil Bearing F'c = 3,0 ksi Coefficient of Friction 1 * 4 6.00 in.(wal 5.00 ft Equivalent Active Fluid Pressure = 35 pcf Equivalent Passive Fluid Pressure = 400 pcf = 2.00 ksf Fy = 60.0 ksi = 0.35 0.48 ksf 4.0 ft 1.0 ft t =10.00 in : = =s: == =:s =:s 88 psf w= 292 psf ____ : = = : =:s: = == ==t = =s===::::= 5: =: =:=2=2:= =:: =:p 100:: :s:s :s = ::ss =s:::=: ::: =12 : STEM DESIGN (8 1/10 th Pts. = 0.50) Nu (ft -k) Vu (ksi) d (inches) As (sq in) 2 Pbal Min vert Min horiz 1 0.0 0.002 3.63 0.00 0 0.09 0.14 2 0.1 0.005 3.63 0.01 1 0.09 0.14 3 0.2 0.008 3,63 0.02 2 0.09 0.14 4 0.4 0,011 3.63 0.03 3 0.09 0.14 5 0,6 0.015 3.63 0.05 5 0.09 0.14 6 0.9 0.019 3.63 0.08 8 0.09 0.14 7 1.3 0.024 3.63 0,11 12 0.09 0.14 8 1.8 0.029 3.63 0.15 16 0.09 0.14 9 2.4 0.034 3.63 0.15 17 0.09 0.14 10 3.1 0.040 3,63 22 0.09 TOE DESIGN (bottom steel) *'4 e a vt 1.8 0.019 6.63 , 0.08 5 4 g 4 f HEEL DESIGN (top steel) 1.9 0.015 7,63 0.08 4 *3C /6 E,N!, 70/ ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 JOB No ..R F IZ 4 JOB NAME SUBJECT SHEET S OF ___ BY DM L O P.0 - CoNr SHAMROCK CEA/ 2'-o" INN_ la-5: PER rad 111-; 11 / �1= � G / 0 k/.4 o" it 44 /et V EiT. hypos' Poke 4,4-6 1 //,Rl e• /Ns / PAU" fr6 Pic# /4/ F /PEE 044/Vv( L3Ack -F /LC. rEet sa /[.S E•V6ene, ( 43& / E %wi ro J - d a DATE l-- SEPT; '" Y.,8 i r \! ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 Joe No f' 8 1 Z4 Joe NAME SNAMROCk GE/V TER SUBJECT SHEET G OF rl /J4. BY pm. CAsr fan SCGT. 3 4 "NON GRO vT 4 -* Z -D'KS To K/121-1 G• 9. i YP /co4G PG 6'R Z 4 4- - / 4 o " DATE .31 -Ac) - -.1 b J U 0 N c ENGINEER NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N,E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560. FAX #I (206) 522.6698 Joe No. 8812 JOB NAME SHANtOCk GEN r£X BLD6 - „ D SUBJECT FL on IC I7 lr IJr Pc.00K G /ECiJG, - IsTFLooit f'RAM/NG - gal) ,F L001( CIE4ll,JG, ooF fI/1 ' I /Noc,1u/Pi - I,S Psi 3 PI. "CONCREr1 = .90,5 2 2" ry /E 8 F`oomcock = I. 9 2.4 * c. Hog riewS e rto' -r 4. 2 z8 Gr CAI lz.l k 6" PRA/ KLE/C /Ns UL ,e%-1 Ec// nJ'rc. F 1..o04 L L Deck . Jo+sr G/206 g COI- 1. L 4s Ps F /oo. o Ps": S0 r Zo /',SF ti DATE ID -A/DV SHEET I OF Mkt BY Dt''1 Co1etlDote 6/••/ c. E > 29' -'7'a N Bor. Os n y woo° Joe No. P3Al24.000o Joe NAME SHAMROCK CENTER 8LDG-T. I3 DATE / O - A/OV• ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 SUBJECT DECK SFi FC.TJO 7135' roo 805 -5 FLOOR FRA,-T lam 5PpN = 4 - ,1/„ x/ = /g-s Plc S U PEit IMPo> CP LoA0 232 Ps TRUSS SELF.C /OA/ S P/rI = ,33 CA = 7 /3 PLF 49E (��) /1 //owADLE L.0A0 r E305 rC 530 L �, SPAN s e9 '- O • 6, = 24'- o" / L SHEET Z OF f//^ By D/-4 L u3E 22 7Y P6 C3 FORM LOCI: DE CM / 3 i2 " C OA/ C,e E rE 7 ref c Stoe DEPT/ Usr VULCRAFT 28 LH 712 rRvs s Es e 4 // R = 11.5 x Cr) c. L3i eO pp /45/JF 40v4. s '.5 • 1151 7 5,'I• µ g.3" C��) ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -1206)525-7560 • FAX # (206) 5224898 Joe No 88/tY.004 Joe NAME .c AMA goc.k L D CD G a DATE 11 ;v DV SUBJECT 64/0 (A) - 6 - 9 r,A /Ps <, 3 3. $"( 33 r)) = 3,74 LP T ( , •# . t er- 3. M * 4 l?.? sr r 4/.7,7(/) - 2,10,5741 1 3.76 s(.3.5V;(29- 3)4/7z.L: /819.4 38 Y(L9kC ) ef 34 z4'.0(.5)(.)() l73 le ‘,0 -Q GAlP 1. kJ , s(!y�) +?s' s 383 PL M = s 7d! S. = 28,4 1 - 4 7 r_ s('° a9,r au, r , r 38Y24 !w M �Ok• ='212 -y iuo : 2Zt'pcP SHEET OF Pie A/67 B Q t I.LICEOz7.O (% . - /n+) =.61 a,9ykl l' No. /e, o = >Z3.) � ) iZJ• 1 G /0,, . 49.1 < )Q6.6 c•704.-/- C -1. 56.6gk 11 1456 w z Si /0* «aFD j.o b ir�� -� 9 :a w • 2. 7 7. k - '( - Nod aED ✓cFD 5•Ll-13 • 3/dU s, !z? ;h' .7'• !390 • f rtJSE k/ 2 r, x 6.4 003 EIS 3.G . r W sca0(a9r)„ _, • 2294 iA v�E w' it.7(zr. r S= s. 33 • 1i7 18(s9 "Jfr ~zr.r.,n ENGINEERS - -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No.. BIZ i Joe NAME SltArr ,(o Ck C e i77t Bt/C)G. t3 SUBJECT O tt S M Sr ° M S r Zr &2i0 cst-0 A .66 �.� 1'1 = /05.2. / /os.z/(z) 14(80 s(3q) (3J•y)V /929 spy 15F4) OW .391.1 G rt.1 7 •3.8 k ,Q . 6 N f10 13n, 2 k ¢ t t2S (It) .66(30 r(804(63.5)f 1019 3, (2.5E4)(1.48) t e w. 0 /c✓��,q Nt)90E7e1 /5 .5 K • ft • 9, c. / (n• /3.8 .i.. ▪ /5.58 k• ft • 0. l"t R to (0 - 0 . A.3 ' 0 /n/!► $uetafr 8M. /41) +9T 80 bid Pt.i • n.1 • 43,1,..“w z + J 8ou(s,7.C = S70.9 48 (L3a)( 1 ) ' 0 " ok = 53,0 10 . v ,-.0 (j'•t) Int! 41 (z 9 f G.) (t , G 8) It Itu.n.w/o/c a Orr IA ° DATE ) 3- AV SHEET OF ffeS61. BY Om-• Jr 6, 9 k r 8.7k /0 j v .€ h/ /8 X40 II sa 89.6 'h Z .6iv A ' U1 kI /Bx I •• 57.4iA S= S/O.O.K 9.7z = S 83 .8 r S / °,1 = S • 7, 1 zt4 eui . S9 12,!.8 T 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 8 9/2 4 . Ng JOB NAME $//4/ Cog sp-p Q DATE /a 764/OV SUBJECT SHEET 5 OF fiR/Pos BY b /•aL v,/ = i (0) i- /5 J f 75 = 5.5.r PLF t� u. 1'1, M a /06.96 k.ft• K �I 33.5 t- 'ALS 11.3 S r 54.0 in,' Use II W Yr 3 S" 1 5 .r9. 4 1• Po = Y4,00 ,77 &)(N)(' • ?4• S oti 4 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX • (206) 5224698 Joe No. & 12 `I• U76 Joe NAME S NAMRC)C,l< C Eh/ rE2 BLGYn DATE 3 -VOL/ - 8 SUBJECT SHEET ( OF F _ BY W= 29s(38)# loo = /. /8l 1 «F �f ce�o 1,18/ # ,137 : Pcc.F 0 Ch. 25.5`05) #40.07 .7 o,cot<v <LP Q -„ A Sr W e1 ' 174.L %ns = 54s lit' 1,3 2,3 (21.2;) ` 78.9k•1 4 109. in..' 3 33.5 41 /./gl kip (17 z.te "1 k J�.,• p 0.7 7' V i4 44,4 ic c. 2.'19 (, /f %Zelk 997, 6403 05E0 colrpi'?1 t Del/Cu `J/ E401 irn.rM"r 0/-sr. e_ORO 8M Pit dP _ 2P 4JL - 2 /00.x' 11 03 3 %1 x 25 USE 6 -4'( /(o k. . s)p : cAaBCQ /,319 ^ B MAIN SPAN= 33.50 RIGHT CANT= 7.00 ' UNIFORM LOADS (klf) . MAIN SPAN= 1.319 RIGHT CANT= 1.319 cm°«x/;� 4 R left = 18.2 R right = 49.2 ��=#&v R left DOES NOT INCLUDE ADJACENT BEAM REACTION Mmax (ft-kips)= 130.4 Vmax (kips)= 26.0 E= 1800 Fb= 2.76 Fv= .189 '^ � ~^ MOMENTS CENTER SPAN= 125.6 RIGHT CANT= 130.4 SHEARS EACH SIDE OF SUPPORTS 18.2 26.0 23.2 BEAM DEFLECTION 3 1/8 X 52.5 0.32 5 1/8 X 34.5 0.68 6 3/4 5 9.92 El 3/4 X 22.5 1.44 10 3/4 X 19.5 1.80 %max f6' 0.464 0.624 0.679 0.817 0.871 BEAM.. LENGTH= 21.25 UNIFORM LOADS= 1.319 klf M(ft-kips)= 74.5 V(kips)= 14.0 E= 1800 Pb= 2.76 Fv= .189 BEAM DEFLECTION %max fb 3 1/8 X 29.5 0.56 0.837 5 1/9 X 21 0.85 0.907 - 7 . (1") 0.920 8 3/4 X 16.5 1.03 --- 67g36 ' 10 3/4 X 15 1.11 0.814 BEAM DEFLECTION 3 1/8 X 52.5 0.15 5 1/8 X 34.5 0.32 6 3/4 X 20.5 0.44 8 3/4 X 22.5 0.68 10 3/4 X 19.5 0.86 %max fb 0.472 0~634 0.831 0.885 BEAM.. . LENGTH= 27.5 UNIFORM LOADS= 1.319 klf M(ft-kips)= 124.7' V(kips)= 18.1 E= 1900 Fb= 2.76 Fv= .189 %max fv 0.978 0.996 n'943 0.948 0.903 %max fv 0.970 0.863 0.786 .671 0.609 %max fv 0.981 0.999 V.945 0.950 0.905 ode Gezivok � �d6 `6/ BEAM.. LEF1 CAN7= 5.25 MAIN SPAN= 33.50 RIGHT CANT= 6.00 UNIFORM LOADS (klf) LEFT CANT= 1.319 MAIN SPAN= 1.319 RIGHT CANT= 1.319 R left = 41.8 R right = 49.4 Mmax (ft-kips)= 132.6 Vmax (kips)= 26.1 E= 1800 Eh= 2.76 Fv= ^189 MOMENTS....LEFT CANT= 91.8 CENTER SPAN= 73.4 RIGHT CANT= 132.6 SHEARS EACH arm OF SUPPORTS 20.9 20.9 23.3 26.1 / ' BEAM 1 nEP�.F(�7l[V %max fb %max fv � 3 1/8 X 37.5 0.69 0.836 0.949 � 5 1/8 X 27 1.12 0.947 0.870 • 6 3/4 X 24 1.21 0 0.7g9 ~ 4;°\ 8 3/4 X 21 1.40 0.890 0.684 1$ 3/4 X in 1.00 0.969 0.663 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522.6698 Joe No. BSl2'/ UO‘ Joe NAME tS H A M X *,k Gfli/TV( OLDG& B DATE / 4 b 9 ° SUBJECT Puxi., s t� c cn o✓ � 8(38) - 3v4 rt.r 1 ° Z 9' - 4 - 3 / - 4. 3" 2S'- 7 ENGINEERS- NORTHWEST INC. P.S. 3 0 TJr /(05 Zs "rJP ( stJ / mff th w✓. W4te, ` 36(29,r) + 60 + /02 1.283 KI.F Wog. ' , 'Ai = 3O1-() Niv 9170 Oar) 2 Nnr N ei O/fr TO MG, USE 2b's /AN cAr4(Iry -) 29°3 4,41 Alp r 4. 79& g EV /S ED !too A' FAA/M /N6, SHEET OF BY /M 19 psr` QS& 0 3% ,c 2,1'` /„2.9 4).5, 1 ) dr,1a es JO ‘4evhilip. 8,4c) e ll G4i4 tN64,$ /3,soo �t TRW. JOIS 30" T„).//6 6 a 8'-0 "1 W 1MPSO.J //14///3 0, HG/C, Ei4, F,tI P y'. /vo' 2,301.1) M EQuw, 4.(4f) /29 t /o2 tax r.A.of y Wrwr r rot AA/ rAw . JOU r ref ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. • SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 • FAX 0 (208) 522-8898 ( • , Joe No RAI2 `I' 00( Joe NA ME S HAN/ CK Cf.VTEX Bc.D<l Q DATE suencr REV /S /ON SHEET OF /eooF k -CSAvS BY D/`-1L SUBJECT ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. • SUITE 205 • SEATTLE, WA 98115 - (206)525 -7560. FAX # (206) 522-6696 Joe No. 88 Joe NAME Sfl/lir2Rnck cdAIJ 84P6 R ACV IS o.✓ try 5/0 %G5 flZL. LFDG -EA ill PARAAOLTS try 2 -o ,rPA•✓ 40. ) (PrX34) (2'1) r P = 3.374" 0 /4.1i /A4A r a ¥ o T ( wok - era)) 48/a V C NEuk '7 3,4Ahvi i 4 (489) (. )(36) - Pn c 1. la 804.r 2.84 + ( i Y7o) 5 <o /1 .07 k • �s 0.3z 2. 86 aop 39.4 iot, c#ES 4, f z (gala) 2.(2.4,70 ) . ( o) = 1,00 GG .(I = 4.t2' DATE /-rtr- 0 SHEET ' OF �� BY Dm^., .e a .t(E6) • • sR• j OK, l aic 7 SA 3 s q, L- E26E/C W / /t`fir //ht/1 ?t € 3/ -d ";, (Cm IMP i ") / /1&, 1 = y rp2 - 9 4} (3O iE= f I, cst� 11.4 t5 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. c9 Ixy 0°4 Jos NAME S HAN/ZOGK C&"n R dLbG, B DATE /3 - AZ , 83 SUBJECT SHEET 1/ OF f/fril BY Dh✓/ �.. L EDG ER Pei /61,A) '7 DES I G q/ te 8 " W1or# M c /I.9 /. /78S / <. 7 7506) (8) LE LEDGER sFAr 76x4x /¢. x01-84 r EMI3ED DEs/GN cµECK cadc■torrsree-46,rN : 7!!/.j roe yrouf of srvvs � , 4 • Y "srvoJ OPT = 1 1 , 7 (2) _ 23.4 k w l�l = 7l. 9 (20S) = 32, 73 k. 32.73 T C S.NS ksP 05G: FE /2 K 9" x I' —o" w / 4 - YL" x 0 WN.3 . c' Co" ya E4. c)/ / 2,9 8,4(4• v 3N TABLE G. Z0.G (P,c.r,PESIG //4dPEcx*) GeMphAJrO S7Iy �o4D f S. y r /1,7 0 0 9 2 Ok ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. • SUITE 205 • SEATTLE, WA 98115 • (206)525.7560 • FAX # (20e) 522-6M l JOB No. BAs 00‘ JOB NAME SHAN/K CF./TEX Bt.D(7 DATE SUBJECT REV /S /ON SHEET ( OF c4r V Z1 - .. 0.3(1)0. (&) 0,14 t/ v Q34)01651601 )+ 018 114)(tX091)(7.5) a 237 2 t 3 44• 0 a 581.2 FLaot v' e Fuvlc W `14X1/0(o. T) 09 .g,q)(2)(0,00 0 z Y . ((581.24- 1652 9)6 PO • Z 99.4 1 se By Di-IL JO 9 t G8 %.0 ? /5 k V . �(Vtr L p;.• . ?S("Z)r(W er V•,!i (ZX�1 W rx >r' Py, DIAPMRAGv 1 OES/6,N fioace Itoof 9 Y.s 44.I 6#. y 8 V y F too r Z'77, 5 l t'9 .7 172,9 I 7 2.9 4. ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 • SEATTLE, WA 98115 -1206)5254560 • FAX # (208) 522 -8898 Joe No. 8812 y (.13 6 Joe NAME .S NR■/tock CG_ J7 $ &•j' /4 DATE /S/' 4)01/ ` 69 SUBJECT SHEET 2 OF LAf' BY Qr., N/ 56!. . t` /5 7. .12 32, /D. 0 is, 3So0 , 3Ho // 10. 8 0, 5 90 29, s9G.� 610 48,y /9 1.51 2 99.4- 11363 n f, ' �+ Wl •k F • p,0 `7 r (It -//) 116, 8 (420.1) = 8 '1,4 g kW D F rk p 0 y s \AT F s ll 'a (368.3) :: c 0, 0 K rRooP x cL0 581, 2. 2 3 8 . • . � (1235,$) : 17 2,9 k Z 59. V f �11�1, e) 144.8 r FtuoR k 2! 38 ,y sN R ✓ACC. DESIG7A/ FORCES T. Cr (Qr..e) :adzo (2.$7 — 0,21 Ft yHay ow co Ars /s• ex co Z eno RoUF 0h. / / Ski 3 y-)(, /S) - Z( /3 00,7..0 ( 0 1) 51 20,1 k f�.oi o L /, 1 s(l / 8)(13N)�,055) .# Z 1' 3 ` 1 )(/5)(.OJl) =1Z35.5 0.630 *IA( ? 496,3 k o Ger x � /9 /.f 'Rw Di APO RAG •M 1.04 D C a ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98115 • (2061525 -7560 • FAX # (206) 5224996 Joe No fn2 4 004) Joe NAME S fl/�IF ck' C F.VT�/C l3�0 D , DATE SUBJECT 1 DIAPHRAGM t,IZcES .Roar) n a x 11 a qe.n C9),b —Re V /S /OAf M • .• Gf Off, JJ� • �� •> )r a S4.9 J> ,` d , 2.1 . Jul T Cl n 1 1 4a .., i 3 : , U SHEET 3 OF ,Ar By DMA. N 11 a ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E, - SUITE 205 - SEATTLE, WA 98115 -1206)525-7560 - FAX # (208) 522 -8888 • Joe No. RAIg `/. CV JOB NAME S HAMA'OGA CIA/TEX BLDG 13 DATE SUBJECT RE V/S /ON SHEET CJ ItOc)P NAIL/41 Cn By DMA. or LAT rC J � O V c ENG I N E E RS - NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 • FAX 0 (206) 822.8698 Joe No Nil 4. W 4, Joe NAME S H 4M ,& 0 0K CF,y7 B D , D , DATE SUBJECT REV/S/04/ SC c.GwO Pao o, • h N SHEET 4 ' , OF4 '¢f By DMA. { 1 0 L 4 IN N O I I► •I x v 'S 0 ) 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. Joe NAME SHAMROCK G_E,siTER SLOG, 8 SUBJECT c,AL,ccit.47F C £'J7. r / /04 Wily CoR Gain r) R P /€IC d O.G "/ O o.ers • 0,222- z 9 '•G` A P /r'A 4 8 C sD , I .4 Rc- 27y• 3.6S2 ,597 1.84 0, 07O / ,1, 2 3 3 I „IL 6 = .171f+ 1 — 4- . o ' zOs . 0 1(1.8.44 ) - 0.G39 cc o 1 I( /,b Git/n( z R � ( 3 ✓ - 13 y' 21S.Si • 1 b9' 377.1 3, 37 6) 0 ', 0 x Rt x 8 ,,o TORs/O/VAL MOME/v - 499. �' z) = y�89 . ft v s IC 2 g' -`” DATE /3 - 4/01/ - 1/..5 SHEET_ E OF L/4r BY I .- ly ' - 3 9, 50 7'f T 6c:1 ) •y s '3.6G . � 0,06 119y) = 6.7 FE <tti C ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 • SEATTLE, WA 98115 - (2061525.7560 • FAX # (208) 822.8898 • Joe No. /3.912 4. Ub e Joe NAME S it /i/W 'CK CFNTEX BL.DC, 0 SUBJECT • 5, Re V /S /ON U0( /b• E •'?J E enceoresm- 0 i f » v DATE SHEET 6 OF Lf}T By DML ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98115 • (206)525.7560 • FAX # (204) 5224494 Joe No. t2 v. dog Joe NAME S NAmiko .k CE.vrZD( BLDG 3 SUBJECT_ C,ALCULArif S)/ CAR wA`/ FORc& i Se esi wAa R 0Q7, R Ix R iv L A /, 63 83.7 /340 !/, 4 / y 8 3, 4. 6 si..3 22 2 f /y, 4 -00 44, ? 2.0 .57 I 9 l G y D 44'99 4.4. 7 2 05 ". 1 i f Gam_ 14.7.4 44,00 F oR c6 7V ti /1 F x R r °J /1.246 x{ 4 o44 8 299.4. /0.2cd , 46'9 0 .44/062 4 . S9 29,:,/ C o ' 2”. y y,6o 4 4 x4/06 2 = 34/.2. + /2. (?) 96.3 2 g9,y DATE /i ail V SHEET 7 OF LAW BY pESI LOA 03 = 46 k 72.6 t 20,9 = 9.3.5" k (io NOc) 54.3 K ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. • SUITE 205 - SEATTLE, WA 98115 - (206) 525.7560 • FAX #F (206) 522.6698 Joe No, JOB NAME DATE SUBJECT t PiM, )E GA 117 O SHEET 6 OF BY 1/4 2 9� y L4- a = , 39 To 12.00P TO zap pc.00lt 2 5,8 R L; = 141.454 Kl' c, t• Joe No. Joe NAME c5ittilittitilf.k r.t -i4/J c 9Werr •D SUBJECT rglf AsIthy.S / v Q U ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 • SEATTLE, WA 98115 • (2061525.7560 • FAX # (206) 522.8898 Eft/r P� o p tie r y 1 .t 6 A 62 / .7,'r' 7 l itx ('3'4 4`I,7L1 Ji‘o 3o y.,' x(151 2 474 000 °3 50,o 5Y, x ( 5-) D9, coo 33 0 ,o /E,1(Wr 'ogos D ,S*lvt,J = s (25) /u) KL/ © ftooR t . 33 - (Son v) - I ,1 / , e.oppt.3 •1 6,o /s) ' 0 ,040icLF � • Fcuwt of .s 4/004c LomQ JNVo Kuo = 3•,a 's (. ) = o,7S� K tF tSv' 4°A". i) - 4 Fcuu�t L , / � = : J, Y �� 0)(IC) G36,069 s / gig " 1 . 5 ) ‘90f)(3.5) s - 4 4 2 G o DATE SHEET , OF L/'qr BY , 1i7'- V im& SD ' 8 r VRooP: 19,8 : VftoK• 3/,O 2 a /3"S C 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 w = 3 3 . 5 - 0 , 1 5 . - 4 / o ) = , 91/ arm FLoo/Z s ,9Z /(ao) PA, =(, o7 r) (2o(ao ) s 4,9 D = (f LD' = /8360 /573,2 G r= :263.3 = 2 8 Joe NAME SNA/41 OCk Ct`l C ,r3 <OG, ,,6 /A/ rarg/oR , s,YEAR w.4r1 ,vr4R GRIO 93.y (/)+ t ( /o) = 1836.81 <.ft 27.4 k ,P r. 49,LS .30.0 c 72' Is.7 /o 4 1 , 13 . 263,3 k. ft - 5 9, si �< ►r ) 19' r fo r 6)1.r -- ► '� -7 7 ! -7 - DATE SHEET OF 31 /C BY Drn l._ C_► fr WALL OVLIZTU11NTN6 �~�---_---6eometry L1 (ft)= 2 ^ ---Uist----^['3 L2 ( l't)= 30 P1 P2 [�� (F�) = 2 |-�noU` fL= ::,4 | | Wth ({t)= 24 Area so ft 016 | l|J' �:n)= �.f.t DUt":T : I|::= 2 | | |' V |_ ____ __ __ ___ ___ | wa| c = .� p1 <kio)= ; |.in�= P3 (k ip)= 0 01 s ([t}= 0 W1^---L4---^W2 (|34., Mom acts_----left--- --riqht--- r-: = 4.21 4.21 W1 ( ksf)= 0.96 0. W2 (ks ) = 0,1c!.) V.16 L4 ( ft)= 34.00 34.00 Total wt = 155. Mom rests= 7740.1 7740.1 rtn wt/ft= 0.5 [tq wt kip 400 resu1 1 o 4.0336042 4.0336042 ` VS NA � • ' � • • • • • ■ �� • ) • � • • �� •• � / Loads (o)t> Axial (kips) Shear 'kips) Mom (ft-k) Mom desiqn Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) To = Cu Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(f'c) Ye kips Av=in^2/ft wacinu ';in) 1',|`eAr 3«.o» 6.00 60,V» UL�LL 66.22 0.00 0.00 0.00 665.48 0.60 12.00 0.6Y 39.00 0.00 0.V0 1064.77 0.00 3T,67 Wa!l 0esinn LL 0 LATMAL • 0 100 0=,9tL= Bar area = 0L+P� OL 42.57 42.57' 139.30 139.30 2571.10 2571.10 2571.10 2571.10 27.00 0,79 DL+LL+EQ 66.22 139.30 2571.10 2571.10 Load ner fL (k1f)= 43.20 72.40 72.40 50.83 2.79 2.79 3.06 120.36 120.36 132.14 77.79 77,79 65.92 1.44 1.44 1.2 232.17 232.17 232.17 ' DL+LL-E� 66.22 139.30 2571.10 2571.10 50.83 1.22 232.17 ----------------~----------------------- 0.01 0•01 • 0,01 0.01 C2.67 52. 67 5'2.67 52.'67 (. ENGINEERS - NORTHWEST 606'1 Wo.diawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 19.00 SPANDREL DATA thickness(inl 6,00 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind in (psi): seismic... zone ledger LI.(p111= concentrated load LL11bs1= concentric lead LL(p1f1= horiz load plf (+ inward): HOAR DATA Vertical 3 115 d= 4,110 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -0 i'hitfn din-k) del) (in) 2 3 4 5 6 LUAD CASES 1) 2) 3) 4) 5) 6) 7) concrete (psi) rebar (psi) 3000 60000 .4DL + 1.3WL inward ,90L + 1.3WL outward .90L 4 1.43ED 1.0501 + 1.2011 + 1,28W1 inward 1.0501 + 1.2811 + 1,20WL outward 1.0501 + 1.2811 + 1.4E0 1.4DL + 1.711 INTERACTION CURVE DATA .7tPo .7tPba1 ,7$Mbal .7$Mn 102.8 39,8 117,1 58.4 CONCRETE JAMB DESIGN (version 3,01 1400 UDC 08 :43 :42 11-22-1989 no (00 width (in) thickness (in) add thickness lin) K factor 36.72 6.00 offset (in. + outward) 0.000 width (ft) heioht ( +t) RIGHT width (ft) 0.0 0,0 0.0 5.0 out (psi): 5.0 3 press Ipsf)= 16.9 import fact= 1.00 0 DL (p111= 0 ecc (in)= 0,0 0 DL (lbs1 =132140 ecc (in): -2.8 0 DL (pill= 0 0 dist above floorlftl= 0.0 Horizontal min in "2 / ft 0.14 39,5 -4.2 116,73 -0.05 1.52 case ok used interaction curve 39.5 -14.3 116.73 -0.12 I.52 rase ok used interaction curve 39,5 -33,5 116,73 -0.32 1,52 case ok used interaction curve 46.1 -6.3 105.37 -0.05 1.52 rase nk used interaction curve 46.1 -17.1 105.37 -0.12 1.52 case ok used interaction curve 46.1 -41.2 105.37 -0.20 1.52 case ok used interaction curve 61.5 -19.0 76.83 -0.09 1.52 case ok used interaction curve 1fUTE Sheet of shamrock center bldg b interior shear wall parapet ht (ft) 0.00 1.00 0.00 X LL X LL X LL N /seismic= w /seismiC: w /Seismic= height (ft) 0.0 0 0 0 Allow Jell(in) Comments in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS- NORTHWEST 6869 Woodlawn Ave NE Seattle,Washinotnn 91)115 WA).). DATA heinht (ft) 19.00 MATERIAL DATA concrete (psi) 3000 LOADING DATA unfactored in (psfl: zone wind 'seismic ledger..,. ll(plf): 838 concentrated load LL(Ibs): 0 concentric load Wolf): 0 horiz load nil (► inward): 0 REBAR DATA Vertical 04 at 16,n in d: 3.011 2 3 4 5 6 7 LOAD CASED 11 2) 3) 4) 5) 6) 7) 1.6 1.6 1.6 2,4 2.,4 1.'1 3.9 thirkness (in) 6.00 rebar (psi) 60000 2.6 -4.5 -14.2 1,11 -5.2 -14.4 -3.0 .9DL + 1.314L inward .9DL + 1.3WL outward ,901. + 1.43E4 1.050L + 1.28LL + 1.28WL inward 1.05DL ► I.28LL 4 1.28WL outward 1.05DL + 1.28LL + 1.4E0 ).411 + 1.7LL CONCRETE WALL DESIGN (version 3,01 1908 UBC 09:05:15 5.0 out (psfl: 5,0 3 press (psf): 16.9 import fact: 1.00 DL (pill: 1089 DL (lbs): n D1. (p14): 0 dist above Horizontal min in ^2 / It 0,14 MOMENI AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu tin-k) PhitMn (in -k) dell lin) 26.57 26.57 26.57 20.21 28,21 27.12 31.17 11- 22-1989 DO 100 added thickness (in) 0.00 ecc (inl= -1.5 ecc. (inl: 0,0 flnor(ftl: 0,0 0.01 -0.03 -0.08 0.01 -0.03 -0.08 . -0.02 K factor parapet ht (ft) 1.00 0.00 LL w /seismic: 0 Z LL w /seismic: 0 strip width (inl: 0 X (.1. w /seismic: 0 Allow defl(in) Comments 1.52 1.52 1.52 1.52 1.52 1.52 1.52 Sheet of shamrock center bldg B interior shear wall case ok rase nk case ok rase ok case ok case ok case ok NOTE in cases 1), 21, 4), and 5) the LL used is 1/2 of the applied LL 5/sine ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98116 • (206)525.7580 • FAX N (201 Jos rlo. 6512.'4.606i Joe NAME £/AMR k G E�t/TER ELDG► 13 DATE l7 SUBJECT 3 Valle 4 F v 5 fpin+ bar ri e (4 to 9) 6 ' bar spacing (in) ' 7 d distance (in) 3 Wall height (It:) 4 k 'factor (0 to 1) 5 Parapet height (ft) 6 Waif thickness (in) 7; Additional wall thickneass (in) 3 Inward wind load (psf ) 4 itward wind load (pa•f ) 5 ,ei smi c zone (1 to 4) 6 seismic importance factor 7 Ledger. LL (pH) 0 ! DL (Of). 9 ;diet from inside face (in) 10 '% LL w/ seismic (0 to 100) 1 1' Concentrated LL • (ibe) 12 ' DL (lbs) 13 dist from inside .face (i'n) 14 7. LL w/ seismic (6 to 100) 15 design strip width (in) 16 Concentric 1..L (pif) 17 DL (pl•f ) le I% LL w/ seismic (0 to ,100) 19 Canc i'iori z force (pi •f ) 20 height above f 1r (ft) x 3 D 00 ..0.4 4. 4.0 , 0 004.0 10 ..,..•.. . • 414 04. 1.44 0 4.44 .... . . 4 .... .4044..... 80 W 0,00 0,._ _........... 0.004.. w $440 014 14.4 01108 •4110 004 MN 0000 4•00 44.0 ... 0400 004. LL = /08, pc' a3 Lo )12. i pt. 699 ,o` 4srs 6 3as) 6 ' ) Secawp fmort 1 '3 24, pl. • C Joe No. Joe NAME DATE ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.. SUITE 205 • SEATTLE, WA 98116 .12061526-7560 • FAX # (208) 822.8898 BueJrcT fA M f3 DESIGN N Pi4A1 L 177 AM .1ithI ls404&f BY op/ SEcr /D..) 2 f • c h. 4 1"v" iS 1'te.l of bnr r ;1 . r+ ('1 L'is r)) 6 number 7 ii die:lar►t.ra (in) 3 I d j .1 1. 11ctittle1: ( f t ) 4 k factor (0 I:r.:► I) 5 I "arahllet height (It) 46 jamb IILktAlle.9!I (in) 7 . width (1r►) U Additional jaml:e 1 :I►icl(,sit' S1(ire) rr" 1'� B J._.l..I.1J,.r:.lst. rms....(i.n ).. ._._. 1i,i' orrr (in) .1. outward' 11 Left monism width (ft) .12 I'rty l ell d (ft) 13 night opening width (fl:) 14 height (f1:) 0 ..PM M. M. 3 I uw.rrl wi nd 1 owl (iiuf) /6 4 Outward wi rn.I I rind (1p 1 ) a.: ° "i oeiaem.ic To ►re (1 to 4) 3 6 8x'11mir: importance 1R.ir_bear• .. 7 Ledger LL (WI) f) I vo. 0 1)I.. (I' 1. f) ...r ° r, clint from inesitJu face (in) ..� J1,) Y. 1.1. w/ snraizmlc: (J. to J00) .1 1. CogginI rrttl:ad.J i Lbu) 5 tQO 12 0I,. (II►s) ,2/0,0 13 dint from inside face (ln) dr.lr 14 % t..i. w/ s+r?isssmic (1 to .100) _., '5 Concentric LL (I►.l F ) % 3.11" (g14) .M.. Ll.. w/ seismic (t to 1(0:1) »... 10 Co m: I eur i :. force (iii 1) S. 19 height al.,g vea fir (ft) -- SHEET 2_ ,.._, or G/A" u s r ■••• 1 x, ENGINEERS -- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. • SUITE 205 . SEATTLE, WA 98115 • 1206)625.7660 • FAX N (208)822-8898 Jos No SUBJECT Joe NAME • 7tF BLDG, e' JAMS DESIGN PANEL !J SHEET or G s' A K 3 'f'cgs '1 F v. F. rim I it bar r3.1 F' (4 kta 9 ) rtumlier 7 d 11inlnt'I1. :e (in) T d � � v '? t� 3 Nall hoinht (it) 4 k r act or (0 1: o 1 ) b / 08 1'� 5 PnrinnraL Itel l llt (1 1 :) ' tit jamb I;hicAI1.L•'.Qs (in) , I ? width 1 1'1) . CI Arlrli I:Imini Jamb i:Iticknruss (iii) . "_ „ ',y CI ti o�l�. lrrl._��.111..►:Lta.re►t�.....( i.r1) -Cr/ .. 1i; r►rrrsral: (1r1) 1' outward y 11 I.t:�Il: r:nio's)n►►s wit11:l1 (II :) o .. .t� rlr71r1111: (rl:) 01/ 13 night c1I1et1 i nr1 width (f I :) •' • 14 liel Olt (rl :) 3 Inward wi t►rl 1 marl (Itu•r ) 4 MI ward wirid Irta'►t.l (1'tm(' ) net Oust c role ( It, 4) 6 o'tiinic importance factor 7 Ledger I..l_ (p I f ) 1:1 1)1.. (Ii14 ) 9 diuh from gm' de •face (..tn) 10 7. 1.1. w/ esri stnl r1 (1. to 100) Goo yu 11. I;ut'1Qj1tt .Led— L.l.. S 1. 1)1.. (1 Lt +) 310 0 97S 13 dint: from itioit. a face (1r1) 14 % L.I. w/ sr i nod c (1 t t 1 100) '3 Concentric LL (1►l f ) '► 1.)1.. (nil) / % 1.1.. w/ seismic (1 to 100) 10 1' Itori r. force (n.l l ) 19 above f1r (f I) /,. 3 03' ..L —3. 0 M r, 4---- DATE ev £ • L EOC, Lo u too see /? `U 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98116 • (2061525.7680 • FAX # (201 Joe No Joe NAME SUBJECT WALL OF.S /G/■/ • •--- 0101.... 0101.. 0101... . 1 2 3 f ce+ 4 f'y' " Rein+ bar size (4 to 9) 6 ' bar spacing (in) 7 c1 distance (in) :3 Wall hei alit (ft) • 4 k '•factor (0 to 1) 5 Parapet Imiuht (ft) 6 Wall' thickness (in) 7;Additicanal wall thickness(in) :3 Inward wind load (vs•f ) 4 itward wind load (ps•f) , g e,ei ami c zone (1 to 4) • 6 seismic importance factor 7 Ledger. It (p1+) 13 DL (Of): • 9 ' dist from iritsi'de face (in) 10 ' 7. LL w/ seismic (0 to 100) 11 , 100) Concentrated LL ••(fibs) 12 ' DL (lbs) 13 diat from inside face (i'n) 14 7. LL w/ seismic (6 to 100) 1S design strip width (in) 16 Concentric LL (plf ) 17 . UL (Of) 1E3 LL w/ seismic (0 to ,100) 19 Conc I • force (Of) 20, height above flr (ft) ENGINEERS- NORTHWEST INC. P.S. PA,/EL TZ 3... •..... •r•• .+ O I........4... /b/3 0101. /.f.: ° •0101 3 • 0101.. 0101... 0. / .01019 . 1 10 41 •01 .. .14�., .. •.• 3�€�o,N • /so 3 — O. ,, ,,.•,.,.•, ilea • ..•.M .•. ... •., w• •011 S. 0.1 _ 0101.... ,,.. ........ DATE SHEET _ _ By 390 ,/9 1 rXna- . min. D L. 4. ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98115 • (206)525.7660 • FAX # (206) Jos No Joe NAME DATE SUBJECT WALL IV MAIEL» ,°J SHEET - 5 7idrt t ' SY 2 4 F'v^ 5 nein+ bar ri m (4 to 9) 6 ' bar spacinci (in) ' 7 ct distance (in) 1 • 3 W a l l Isrei rsht (ft) 4 k 'factor (0 to 1) 5 Parapet height (ft) r!, Wa1i' thickness (in) 7 :Additional wall thickness(in) 3 Inward wind load (v s•F ) 4 ttward wind load (psf ) 5 i terms c zc,nr_ (1 to 4) • 6 seismic importance factor 7 Leedger. LL (nl f ) n ' DL (pl f ) ✓ 'rlist from irr!si'ctea face (in). 10, '% LL w/ seismic_ (0 to 100) 11 Concentrated LL ' bs ) 12 ` DL (lbs) 13 dist from inside face (Fn) 14 % LL w/ seismic (0 to 10Q) AS desinn strip width (in) .16 Concentric LL (pl f ) 17 DL (p.if) 1© ;Y. LL w/ seismic (0 to,100) 1 9 Conc horsz`•Force (p1f) err ' height above flr (ft) A vg 3 7 •• -o 1 • • 1 •...1...• ._1»...1 11 1 .. . ar • 1 . 11 , "4..0 ».. 1..1 •• .1.1.1 N. •1111 1•••1•x/... IMO Mal 140 •./._ ••H..1 w..••• u.• 37o 00,4M o Puy r i? r' 3 •tr ENGINEER NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98116 • (206)625.7500 • FAX N (206) 8224605 , Jos No BS IZ¢•(Jon NAME ‘5HAMR(ICK CENTER B bATE ZO- NOY -69 SUBJECT a Pei f3 DESIGN 1 3 •f' cm 4 rye* : :. I';ri11'f bar rai, r± (I to 7) 7 r.I 1,liol :aarl:r: (in) 3 Naa .i 1. 11ca i 1aI 11: (I• l ) 4 k •f act tr ((I I :1::I I ) rii 611'Ir. (; IIrj 11111: (I I:) • °" r• it i'>1111Ia LI:tit:know; (in) 7 wi 11 i.i, (J I'1) 1:1 llc.11lil:loI1a1 Jamb I:i►ic knew; (in) e. " El ao�►cIrP111 3..11 /..c..ko.rnts....1J.11) li' :, caf Friel: (1n) '1' 1. - I 1 I •& l• I Of 11 ?111 1111 ".111111 (•f 1: ) .4 2 11111011; (f I;) _a 13 !Unlit tinenino width (fl:) 14 hni cll►i: ( f 3 Inward wi load (loaf ) 4 1 (N.11 :w. rrl wind I r•►«sc$ (um f ) seismic zone () l :o 4) It air.+t nit r, l nllartr I: mice •I a 7 Ledger I..L (pl f ) (1 1)I.. (I0 1 ) ', cii n1: from .t viral de •f acts (I n ) 1 0 7 . t .I . WI vie' rim 1 r. (1. 1: u 10 ) .1 1. Cc1rIC.w1 l.ZL..ecLLt ( flan) t.2 I)I.. (1F1t4) 13 ci.1et. .From innitlr 'face (In) I 7. t..I. w/ tie c (1 l•ri .100) ':i Carmen tr c L.L. (col 'F) Iii. (1►.I f ) LL. w/ mei goof c (1 lo 1( 1 0 (loom I sar i r 'f clr't :'. (n .I I ) 19 he i oh I I: above f 1 r (f 1. ) • W w � ..MONO BIIEET `Q or► 8Y +Go aL. L.L. ::11 l u, Amy 'u' d 3! `975.-pi✓L 93b y ► :3 \I 1 9L0 " Jos No. Jos NAME SUBJECT f A M f3 DESI ri N 1 MS ENGINEERS-- NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. • SUITE 205 • SEATTLE, WA 98116 • (206)526.7660 • FAX N (206) 622.6606 JAe+l3 AJEAR 6 R�D�•�Q •......r •f ciss n i l(ri nfi bar tai : n ( I :c.) 9) [:► 'nand ter 7 rl tii I:ani :o (in) • 3 Nal 1 Iles tll►I: ( 1. l ) 4 lc •fac I: or (0 1 :o 1 ) 1 "a7, I: I►ri11111l (11. ) <) jamb (:J:LI.aneto 7 . W►i►11:11 (i11) 1;1 111:.itl I I: I nn. i I Jamb 1:1,1 t: Imes s (in) , _ CiLi►!. Ir' __,1.ti..c.lsn.r•,tie ....(l.r► ) 10 t:►ffitu l: (l i) 1wasr•it 11 Let of►x111nn w!►It :11 (fl :) .12 IIelril►1: (Fl :) 13 I'llc1111: open' nu w11.11:11 (fl:) 1 4 I 1 e . 1 r.il 1l: (f 1: ) 3 Inward wi nil 1 pad (ma•f ) 4 I Ii►I: warrl wind .1 r►a nl (t►ta f ) li esel c r,r..►na (1 to 4) e• E 111i c i un,r.'r• I: aanr.e lac t: 7 Letlner• I..L. (p.1 f) J7o r I ?$ t'I 1)I.. (pi 1) /Zoo flg2f117 9 clinI: f oin Inus.1 tie •face (.in) 10 % 1.1: o►/ ueiE (1 1:a IUI)) 11_ CcIrll:.el l Zl:esLl I (ibis) 1 1)I., (1 I'►ss ) 13 d from inside •face (in) 1 4 7a 1..I. MI/ tieI emi ►: ( 1 1' r► .1 00) Canrenl :ric: It (1)1fi) �► 1.11.. (to .1I1) l..l, w/ Each mod c (t to 100) III rotor: I'►r.►rI r for co Oil 1 ) 19 Iii? I ('►1►1: asl.►I3ve 'f l r (' DATE ppn/EL S .. .. SHEET 7, or tJAPH Fir V Mo MOO /6.3 fro 5wkr M a DM MS Q y9 " 0 _se o v j j .. 43" 5.10" , 20' 1 ENGINEER NORTHWEST INC. P.S. 6889 WOODLAWN AVE. N,E.. SUITE 205 • SEATTLE, WA 98116 • (2061626.7600 • FAX 0 (206) 622.6696 JOE NAME DATE Joe No. SUBJECT ;ram 13 DESIGN PAn1a ,5" cv - T _ Miter 8 or w_x 3 • f 4 I've IlriuF bar TA . (s el 1 :13 99) 6 uuml►r *r 7 rJ 1.1i stance (h ) 3 Wa11. Ifni1:1111; 4 k factor (0 I :r.► 11 5 t "iw a • 1 rw t h r' i e 111 k (I t : ) 4? jam b (i11 7 . wicil:ll (1 f1) CI Ar..111i 1 :inua1 jamb II1Icict►r in(i1r1) r i _111a'111!:II "r• ►� _�,11� Iwl!l.1.1't11.13....(.1.11) 1(1 off net (11'1) '1' t ul:wanr1:1' 11 Let It 11111111111111 Width (41:) 12 I•ICr111111: (•F1:) 13 I'll c1111: menthe wI dill (a) ) 14 hric1111: (F1:) • I Ilwari wi 11c1 toad (na•F ) 4 11n iwlar•rl wi 1111 I nar.i (I►ra f ) "; set ami c T.C►IIe (1 In 4) 6 s!timlc 1ngar..*rqa°.111t :n 1 :1r 7 Ledger L.l_ (p1.1') 11 1.)I.. (01 .1) 9 dial from 1r1n1 :lc•' .F act? 11n) 1 1 ► 7 . 1 . 1 . w/ to ra i c (I. is c•► 1 01) ) 11- Cui1tQtltx aL'ecL_LL ( u) 12 1)I (11:►t:s ) 13 dint: •Fr•r,m iltgitlra face (11 1 /I V. I..1. w/ gcri umi 1. (1 t' c1 .100) '"i Carmen iric l..l_ (1.,1•F) (11.1 I) I 7. 1_I.. w/ sill soul c (1 le 100) 1 II Colic_ I►r.►r ~ 1 , force (test I ) 19 I al.,pvr .F 1r (r I) 4.72s" WO Oral BY 3o See 1 r q1 4 (:( Jos No. Jos NAME DATE sus.rttcr TAMS DE SIG N PANEL 5 _ sum' 9 or ' r , •pi 4-4 s2 - 4Z7t- ay .1 4:. ENGINEERS—NORTHWEST INC. P.S. 8869 WOODLAWN AVE, N. E. • SUITE 205 • SEATTLE, WA 98116 - (2061526.7660 • FAX N (206)622-6696 • 4 I " Ilr?inf [oar rui: re ('I 1 :is 9) number '1 c i cl i n l: rur rr: ro ( i n ) .•r r. r..w••... -w wr Mr •.... 3 Wall hco i ctl i l; C I A O 4 Ir. factor (0 to 1 ) 5 Paranmt height (ft) 6 Jamb 1:1lluktin..as (i11) 7 width (In) 1:1 Additional jamb III! r. :I:nrncs (i n ) 1 ; . 13i3Slrr..lr ml ._11.rI..lwlsr :tt*t1s....( l offset (itr) 'I outward' 11 Lett ommnlnn width (ft) 12 llel.11ll: (ft) 13 IIcllll: oneninn wicli :1 (ft) 14 1►rsiclllk (ft) 3 Inward Wild 1 win Olaf) 4 Outward wind I wus:) (trnf ) 3 'seismic .erne (I to 4 ) 6 s «Imi: impor•I :a factor 7 Ledger LL (WI) r) . 11 1)1.. (111.1) 9 dint. From inside face (.in) 10 % (.1, w/ seismic (1 key 1 00) I 1 COrME:I l ttated_1 L,,._(Lb u ) 12 I)1 (1 I:r + ) 13 dint from inside face (In) 14 )' 11 w/ steit mic- (1 to 100) '3 Concentric 1.,1.. (p.l1) I.tl» (u.I I ) � 1 .. % LL w/ seismic (1 to 100) . JO Co rr I force (is I 1 ) 19 llc i crl i I sl.rpvc f 1 r• Lto o.95 y .. M 0 •4 004 ....M r rz� ; 3o� • ,X /41) /y.3 o --0 /3. r • „ 1 .1411 001 3 0.4 00 6esi to see / i /tiJf'Al s D /< 33=a" ENGINEER NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. SUITE 205 - SEATTLE, WA 98116 • (2061525.7560 • FAX# (206)622.66N Joe No Jos NAME AURJECT T DESIG P 6 � I _°..1. 3 f'r_Q Gv 4 rye* : ' 5 I r l 1 I f bar rs i, tx (4 to 9) ,. lc► number 7 d cJi nl:anc:e (in) 3 Nal 1 he! 1.,111: (r L ) 4 Ic factor (0 to 1) 5 P r411•Ir+• t Ii i'II1k (It) 3 '`'' " 6 jamb tJlib:kIienn (in) al: I 7 . width (1r1) .3 0 AddI'I :innal _amI. L:IIic :Icllcanss(i11) 0 r ► (i1.1a11 JJ t.1 da.nns3....( 1.1.1) 10 offset (i n) '1' outward' 11 I.E!L ot ion 1 nu width (1t) .12 I Lrillis (ft) 1.3 I'iicllll: (111k?1Ii1Ir1 width (fl :) 14 I►eicIlk (ft) 3 Inward wind 1 nad (nor) !�' 4 Outward wind load (u!sf) 5 seismic zone (I to 4) 6 %►m i mi r i nllarar :&i11r:n •1 ar_ L:nr J— `l Ledger LL (p1 f) 3�-9 (011.) " 9 • dint from inniclo face (in) 111 7. L.I. w/ seismic (1. to WO) QM WO 1 1_ i:clsll.Cll tLe.cLJ t.,_( Lbu) - . 12 DL (1I) 13 clink from inside face (in) 14 Y. L..I. w/ seismic (1 to 100) '3 Concentric LL (1.11•f) 1.)1.. (t11.1') % L.1.. w/ seismic (1 to .101) 10 I "c nor( :.. •fur'r :r (n11 ) • 19 I' 1 sit I k .'iIinvi f l r- (ft) F . MIN NIS II* DATE BIIEEr I O or ti B '. " " O w 0 / I 0 u_ 2' ENGINEERS - NORTHWEST 6869 Noodlawn Ave NE Seattle,Washington 98115 WALL DATA height (ft) 19.00 MATERIAL DATA concrete (psil 3000 LOADING DATA unfactored wind in (psi): 16.3 seismic zone 3 ledger LLlplf): 938 concentrated load LL(lbs): 0 concentric load LLlplf): 0 horiz load plf (+ inward): 0 REBAR DATA Vertical 44 at 16.0 in d= 3.00 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Mu (in -k) 2 3 4 5 6 2.6 2.6 2.6 3.6 3.6 3.0 5.6 thickness (in) 6.00 rebar (psi) 60000 6.8 -15.7 -18.2 4.3 -18.0 -19.1 -12.0 LOAD CASES 1) .9DL + 1.3WL inward 2) .90L + 1.3WL outward 3) .9DL + 1.43E0 4) 1.05DL + 1.28LL + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4EO 7) 1.4DL + 1.7L1. CONCRETE NALL DESIGN (version 3.0) 1988 UDC 15 :02:29 11 -21 -1989 po 100 added thickness (in) 0.00 out Ipsf): 15.0 press (psf): 16.9 import fact= 1.00 DL (nif): 2123 ecc lin)= 0.8 DL (lbs)= 0 ecc (in)= 0.0 DL (pH): 0 dist above floor(ft): 0.0 Horizontal min in "2 / it 0.14 - outward PhitMn (in -k) defl (in) 20.46 28.46 28.46 30.47 30.47 29.30 34.13 0.03 -0.11 -0.12 0.02 -0.12 -0.12 -0.06 K factor parapet ht (ft) 1.00 0.00 LL LL LL Allow defl(in) Comments 1.52 1.52 1.52 1.52 1.52 1.52 1.52 w /seismic= w /seismic= w /seismic= Sheet of shamrock center bldg. b panel 1 lower half case ok case ok case ok case ok case ok case ok case ok NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL 0 0 strip width lin): 0 0 ENGINEERS-NORTHWEST CONCRETE MALL DESIGN (version 3,01 Sheet of 6869 Woodlawn Ave NE 1988 UPC shamrock center bldg. b (lattle,Washinqton 90115 15:02:29 11 - -1989 panel 1 lower half po 10 0 l ,UN OF LOADS based an one foot strip units inches 6 kips case 1 2 3 4 5 6 7 wall DL 0.712 0.712 0.712 0.712 0.712 0.712 0.712 DL (ult) 0.641 0.641 0.641 0.748 0.748 0.748 0.990 ledger DI 2.123 2.123 2.123 2.123 2.123 2.123 2.123 LL 0.000 0.000 0.000 0.469 0.469 0.000 0.938 D1(ult) 1.911 1.911 1.911 2.229 2.229 2.229 2.972 Lllult) 0.000 0,000 0.000 0.600 0.600 0.000 1.595 ecc -3.000 -3.000 -3,800 -3.800 -3.800 -3.800 -3.800 concentrated 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 LL(ult1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ecc -3.000 -3.000 -3.000 -3.000 -3.000 -3.000 -3.000 concentric 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 LL(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 DLlult1 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 moment hor load 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (ult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 moment wind /eq 8.826 -8.122 9.138 8.826 -8.122 9.138 0.000 (ult) 11.474 - 10.559 13.067 11.298 - 10.397 13.067 0.000 C- MATERIAL CONSTANTS Ec= 3122 (ksi) Es= 29000 Iksi) N= 9.29 Fr= 0.214 (ksi) SECTION PROPERTIES !gross= 216 (in41 Mcr= 19.7 (in -kip) ENGINEERS-NORTHWEST CONCRETE WALL DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE ( attle i Washinton 98115 • 3MED OUTPUT case Mu Pu Putdelta 1 2 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu total 6.82 delta (ult) 1 0.60 2 0.07 3 0.06 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 0.00 10 0.00 /ice 3.50 r'. .vice 2.84 P t delta 1 1,70 2 0.12 3 0.08 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 0.00 10 0.00 M ser total 3.58 delta (ser) 1 0.60 2 0.04 3 0.03 4 0.03 5 0.00 6 0.00 7 0.00 8 0.00 9 0.00 (0 0.00 ASE 0.19 PHI 0.88 1 12.03 (inches & kips) 1 2 3 6.68 -15.35 -17.86 2.55 2.55 1.53 1.53 0.17 -0.28 3 -0.32 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 0.00 10 0,00 -15.67 0.60 -0.11 -0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -13.45 2.84 1,10 -0.27 -0.31 0.00 0.00 0,00 0.00 0.00 0,00 0.00 -13.76 0.60 -0.09 -0.11 -0,11 0.00 0.00 0.00 0,00 0,00 0.00 0,19 0.80 12.03 2.55 1.53 -0.33 -0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -18.23 0.60 -0.13 -0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -14.46 2.84 1.70 -0.29 -0.34 0.00 0.00 0.00 0.00 0,00 0,00 0.00 -14.80 0.60 -0.10 -0.12 -0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.19 0.88 12.03 1988 U8C 15 :02:29 11-21 -1989 Po 100 4 4.20 3.58 2.15 0.18 0.13 0.00 0.00 0,00 0.00 0,00 0.00 0.00 4,33 0.60 0,05 0.04 0,00 0.00 0.00 0.00 0.00 0.00 0.00 2,33 3.30 1,98 0.11 0,06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.39 0.60 0.03 0.02 0.02 0.00 0.00 0.00 0,00 0.00 0.00 0.21 0.87 12.78 5 -17.49 3.58 2,15 -0.44 -0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -19.01 0,60 -0.12 -0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -14.62 3.30 1.98 -0.34 -0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -15.02 0.60 -0.10 -0.12 -0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.21 0.87 12.78 6 7 -18.66 -11,45 2.98 5.56 1.79 3.34 -0.40 -0.36 -0.46 -0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -19.11 -11.98 0.60 0.60 -0.14 -0.07 -0.15 -0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -14.46 -7.68 2.84 3.77 1.70 2.26 -0.29 -0.16 -0.34 -0,24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 .0.00 0.00 -14.80 -7.91 0.60 0.60 -0.10 -0.04 -0,12 -0.06 -0,12 -0.06 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0.00 0,00 0.20 0.24 0.87 0.85 12.35 14,13 shamrock center bldg. b panel 1 lower half f c .:NGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC shamrock center bldg. B Seattle,Washington 98115 15:36:15 11 -21 -1989 panel 1 top half glb loads _ = po 100 =__ JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht Ift) 11.00 24.00 6.00 0.00 1.00 5.00 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 11.0 7.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= 16.3 out (psf)= 15.0 seismic... zone 3 press (psf1= 39.7 import fact= 1.00 ledger LL(plfl= 100 DL (p141= 60 ecc (int= 3.0 X LL w /seismic= 0 concentrated load LL(lbs1= 5900 DL (lbs)= 3100 ecc (inl= 0.5 X LL w /seismic= 0 concentric load LL(plf1= 0 DL (plf1= 0 X LL w /seismic= 0 hariz load pif (+ inward): 0 dist above floor(ftl= 0.0 REBAR DATA Vertical ® d= 4.13 Horizontal min inA2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in-k) Phi4Mn (in -k) defl (in) Allow defi(in) Comments 1 4.0 10.5 44.79 0.02 0.88 case ok 2 4.0 -17.5 44.79 -0.04 0.88 case ok 3 4.0 -14.5 44.79 -0.03 0.88 case ok 4 6.8 4.3 51.97 0.01 0.88 case nk 5 6.0 -23.9 51.97 -0.05 0.88 case ok 6 4.6 -15.2 46.56 -0.03 0.88 case ok 1 11.8 -21.2 47.30 -0.04 0.88 case ok used interaction curve LOAD CASES 1) .911 + 1.3WL inward 2) .901 + 1.3WL outward 3) .9DL + 1.43E0 4) 1.05DL + 1.2811 + 1.28WL inward 5) 1.0501 + 1.28LL + 1.28WL outward 6) 1.05DL + 1.2811 + 1.4E0 7) 1.401 + 1.711 INTERACTION CURVE DATA .71Po .7$Pbal .7$Mbal .7$Mn 102.8 37,9 94,6 25.9 NOTE in cases 1), 2), 41, and 51 the LL used is 1/2 of the applied LL c ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 19.00 SPANDREL DATA thickness(in) 6.00 OPENINGS LEFT MATERIAL DATA 1 2 3 4 5 6 7 LOADING DATA unfactored wind in (psi): 16.3 out (psi): 15.0 seissic... zone 3 press (psfl= 16.9 import fact= 1.00 ledger LL(plf1= 938 DL (alit= 2123 ecc (in)= 3.0 concentrated load LLIibs1= 5900 DL Ilbs)= 3100 ecc (in)= 0.5 concentric load LL(plfl= 0 Di (plfl= 0 horiz load plf 1+ inward): 0 dist above floorlftl= 0.0 REBAR DATA Vertical (1 05 ) d= 4.13 Horizontal sin in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhitMn (in-k) deft (in) Allow defl(in) Consents 3.9 3.9 3.9 7.1 7.1 4.6 12.7 0.7 -22.4 -25.4 -8.5 -35.1 -27.8 -50.0 LOAD CASES 11 .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E(1 4) 1.05D1 + 1.28LL + 1.28WL inward 51 1.05DL + 1.28LL + 1.28WL outward 61 1.05DL + I.28LL + 1.4E0 7) 1.401 + 1.711 INTERACTION CURVE DATA .71Po ,71Pbal .71Mbal .7$Mn 102.8 31.4 101.9 49.7 73.13 73.13 73.13 79.43 79.43 74.52 70.89 CONCRETE JAMB DESIGN (version 1988 UBC 15:38:41 11- 21-1989 po 100 width lin) thickness (in) 24.00 6.00 offset (in. + outward) 0.00 width (ft) height (ft) RIGHT 0.0 0.0 concrete (psi) rebar (psi) 3000 60000 -0.03 -0.22 -0.27 -0.07 -0.51 -0.27 -0.36 3.0) Sheet of shamrock ¶,ter bldg. 8 panel I 'half glb loads add thickness (in) K factor parapet ht (ft) 0.00 1.00 0.00 width (ft) height (ft) 0.0 0.0 z z LL LL LL w /seissic= w /seismic= w /seissic= 0 0 0 1.52 case ok 1.52 case ok 1.52 case ak 1.52 case ok 1.52 case ok 1.52 case ok 1.52 case ok used interaction curve NOTE in cases 1), 2), 41, and 51 the LL used is 1 /2.of the applied LL C LOAD CASES 1) .901 + 1.3WL inward 2) .901 + 1.3WL outward 3) .9D1 + 1.43E0 4) 1.05DL + 1.2811 + 1.28ML inward 5) 1.05DL + 1.20LL + 1.2Olit outward 6) 1.0501 + 1.2811 + 1.4EO 7) 1.401 + 1.7LL & .iERS-NURTHWEST CONCRETE WALL DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC shamrock center bldg. 8 Seattle,Washington 9R115 09:26:50 11-21-1909 * panel 6 po 100 WALL DATA height (R)/ thickness IA) added thickness (in) K facto parapet ht (ft) 19.00 6.00 ' 0.00 1.00 0.00 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA onfactored wind in (psf)= 16.3 out (psi): 15.0 seismic.., tone 3 press (psi): 16.7 import fact= 1.00,, ledger LL(plf)= 545 DL 0111= 1505 ecc (in): -0.5 % LL w/seismic= 0 .., conrentrated load LL(lbst= 0 II (lbst= 0 acc (in)= 0.0 % IL w/seismic= 0 strip width (in)= 0 concentric load Wolf): 0 DI. (plf)= 0 % LL w/seismic= 0 horiz load pll (+ inward). 0 dist Above floor(4t)= 0.0 REBAR DAM Vertical 44 at MO in d: 3.00 Horizontal ;in in I ft 0.14 MOMENT AND DEFLECTION RESULTS + Inward - outward Case ru (kips) Mu (in-k) PI,I$Iln (in-k) clef) (in) Allow defl(in) Comments 1 2,0 9.4 25,00 0.05 1,52 case ok 2 2.0 -13.(I 25.00 -0.09 1.52 case ok 3 2,0 -15.6 25.00 -0.10 1.52 case ok 4 2.7 0,3 26.40 0.05 1.52 case ok 5 2,7 -13,9 26.40 -0.09 1.52 case ok 6 2.3 -16.0 25.69 -0.10 1,52 case ok 7 4.0 -5.2 29.10 -0.03 1.52 case ok NOTE in cases I), 2), 41, and 5) the LL used is 1/2 of the applied LL Y/LIATI, OK- 41[7: K ..,.ARS- NIIRTIIWEST CONCRETE WALL DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1998 IIRC shamrock center bldg. B Seattle,Washington '10115 07:27 :40 11- 21-1'18'1 panel 'I PO 100 WAIL DATA height 1411 f.hickness�n) added thir.kr.ess tin) K factor parapet ht (ft) 11.00`' 6,00 0.00 1,00 '.,' 9.00 MATERIAL DATA concrete (psi) reb :r (psi) ;000 60000 LOADING DATA unfactnred ✓' wind in Ipsf)= 16.3 out (psi): 15.0 , . seismic zonm 3 '1 preys 1psf): 16, import tact= 1.00 ledger L).(plf1= 369 t., DI. (pif1= 192 ecc (in): 3.0'' h LL w /seismic= 0 concentrated road LL(1ha)= 0 DL (lbsl= tl ecc (in): 0.0 % LL w /seismir.= 0 strip width (in): 0 concentric load LL(plf1= 0 DI. (plf1= 0 % LL w /seismic= 0 horn load of (r inward): 0 dist above flnor(ft)= 0.0 ROAR DATA Vertical 14 at 10,0 in d= 3.00 Horizontal min in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward outward Case Fu (kips) Mu (in -k) Fhi1Mn (in -k) dell (in) Allow defl(in1 Comments LOAD CASES 1 1.2 3.2 2 1.2 -4.2 3 1.2 -5.1 4 1.6 2.1 5 1.6 -5.2 6 1.3 -5.2 7 2.4 -3.6 I) ,9DL + 1.3WL inward 2) .910L + 1.3WL outward 3) .9DL + 1.43E0 4) 1.050). + 1.2811. + 1,28WL inward 5) 1.1:501 + 1,20LL 1 1.2OWL outward 6) 1.0501 f 1.2811 + 1,4E0 7) 1.401 r 1.7LL P = our 0.3)( )9)(1) = 17.9 es F. cut-r Mir ^ I.3)69.7)(g) = y 3 2 tb %c k 931. Ca) /a (3) 23.20 0.01 0.88 case ok 23.20 -0.01 0.80 case ok 23,20 -0.01 0.88 case ok 24.12 0.00 0.08 case ok 24.12 -0.01 0.88 case ok 23,61 -0.01 0.08 case ok 25.87 -0.01 0.88 case ok - /04 f' = 0o Z O 6. 3J) : 0, v0 2 '7 /1 5 0 . 0 9to in.' /ft IP 4e t$ ": NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL 6 Sco dc pre r1'f.'16 ":. E,w 6*...ARS- NI1R1I1WI:;;T =METE JA1iD DLSIr,N (version 3,01 riheet of 6869 Wondlawn Ave 11E 1980 URC shamrock center bldg. b Seattle,Washington 711515 09:30:52 11-21-19119 panel 1 upper portion Po 100 JAMB DATA hoinht (ft.) width lin) thirkness add thickness (in) K factory/ parapet ht (ft) 11.00 23.75 6,00 0,00 1.00 2.00 SPANDREL DATA thickness(in1 offset (in, + outward) 6.00 0.00 OPENING" LEFT width (ft) height I1 RIGHT width (ft) height (ft) 11,0 '/ 7.0' 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 v / 60000 '' LOADING DATA unfactored / wind in (psf)= 16.3 out (psf)= 15,0 seismic... zone 3 press (osfl= 39.9 import fact= 1.00 ledger LL(plfl= 100 ✓ DL (p1f1= 60 f ricc (in): 3.01 Z LL w /seismic= 0 concentrated load LIMO= 0 01. Ilbs1= 0 ecc (in1= 0,0 % LL w /seismic= 0 concentric load LLlplf): 0 01. (pill= 0 % LL w /seismic= 0 horiz load olf (+ inward): 0 dist above floor(ftl= 0.0 REDAR DATA Vertical 2 114 d= 3.00 Horizontal min in "2 / it 0.14 ok u1/7411« tsra- MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu fin -k) Phi1Mn (in -k) defl (in) Allow defl(in) Comments 1 1.8 13.8 34.17 0.03 0.88 case ok 2 1.0 -14.3 34.17 -0.03 0.08 case ok 3 1.8 -11.2 34.17 -0.02 0.88 case ok 4 2,4 12,5 35.2n 0.03 0.00 case ok 5 2.4 -15.2 35.20 -0.0 0.88 case ok 6 2,1 -11.4 34,75 -0.02 0,011 case ok 7 3.5 -3.8 37.21 -0,01 0.88 case ok LOAD CRIBS 11 ,9DL + 1,3W1. inward 21 ,901 + I, ?.WL outward 31 .9DL + 1.43rP 4) 1.0501 + 1.28L(. + 1.28W1, inward 5) 1.(1501 + 1.2011 f 1,20141 outward 6) 1.0501 + 1.2811 + 1.4E0 7) 1.401 + 1.7LL 4. NOTE in cases 1), 2), 41, and 5) the LI. used is 1/2 of the applied LL (4% C cNG1NEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Moodlawn Ave NE 1988 UBC shamrock center bldg. 8 Seattle,Washingtnn 90115 15 :21 :32 11 -21 -1989 panel 2 glulam loads po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 19.00 33.00 6,00 0.00 0.90 0.00 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 16.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= 14.3 out (psf1= 13.1 seismic... zone 3 press (psi): 41.9 import fact= 1.00 ' ledger LL(plf)= 837 DL (plf)= 1009 ecc (in1= 2.5 X LL w /seismic= 0 concentrated load LL(lbs1= 5900 DL (lbs1= 4075 ecc (inl= -3.0 X LL w /seismic= 0 concentric load L%(plf): 0 DL (plf1= 0 X LL w /seismic= 0 horiz load plf (+ inward): 0 dist above floor(ft1= 0.0 REDAR DATA Vertical 5 15 d= 4.19 Horizontal min in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhilMn (in -k) defl lin) Allow defllin) Comments Top of wall 1 8.1 27.2 121.08 0.09 1.37 case ok 2 8.1 -69.1 121.08 -1.12 1.37 case ok 3 8.1 -52.2 121.08 -0.75 1.37 case nk 4 13.6 11.4 105.05 0.03 1.37 case ok used interaction curve 5 13.6 -95.6 105.05 -1.35 1.37 case ok used interaction curve 6 9.4 -57.4 99.12. -0.74 1.37 case ok used interaction curve 7 23.8 -89.3 112.60 -0.61 1.37 case ok used interaction curve Bottom of wall 1 8.6 10.8 121.63 0.00 0.30 case ok 2 8.6 -22.7 121.63 -0.00 0.30 case ok 3 0.6 -15.6 121.63 -0.00 • 0.30 case ok 4 14.3 16.4 105.99 0.00 0.30 case ok used interaction curve 5 14.3 -24.5 105.99 -0.00 0.30 case ok used interaction curve 6 10.1 -16.1 100.06 -0.00 0.30 case ok used interaction curve 7 24.7 -8.7 111.32 -0.00 0.30 case ok used interaction curve LOAD CASES 1) .901 + 1.3WL inward 2) .911 + 1.3W1. outward 3) .901 + 1.43ER 4) 1.051% + 1.2811 + 1.28W1 inward 5) 1.05DL + 1.2811 + 1.28WL outward 6) 1.0501 + 1.2811 + 1.4E0 7) 1.401 + 1.711 `(TERACTION CURVE DATA .71Po .7MPbal .7$11bal .7$Mn 102.8 21.4 116.0 86.0 NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied 11 C LAMS-NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 19,00 SPANDREL DATA thickness(in) 6.00 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind in (psfl= seismic... zone ledger WOO: concentrated load 11(lbs1= concentric, load I.l.(pll)= horiz load 01f (+ inward): REDAR DATA MOMENT AND DEFLECTION RESULTS + inward outward Lase Pu (kips) Mu Tin-k) Ph;tMn (:n -k) dell (in) lop of wall I 8.6 30.5 15,06 2 8.6 -60,5 95.86 3 0.6 -49.6 '15.06 4 11.7 33.7 80.28 5 11.7 -70,9 r 80.28 6 10.1 -53.4 77.13 7 17.7 -29.0 89.17 Bottom of wall 1 9.2 19.9 76.38 2 9.2 -21.3 76.38 3 9.2 -16.3 76.38 4 12.4 18.9 81.34 5 12.4 -21.7 81.34 6 10.7 -16.6 78.19 7 18.6 -3.5 91.18 LOAD CASES 1) 21 31 4) 51 6) 71 Vertical 5 15 d= 4.11 Ilnriznntal min in 4 2 / It 0,14 .9DL t• 1.3WL inward .901 + 1.3WL outward .901 + 1.43E4 1.0501. + 1.28LL + 1.28WL inward 1.0501 + 1.21111 + 1,2041 outward 1.0501. + 1.2811 + 1.4E0 1.481 ► 1.711 'ACTION CURVE DATA _..•T'n .7i$Pbal ,71Mbal .7$11n 102.8 28.8 101.2 62.0 4 . CONCRETE JAMB.DESIGU (version 1988 UBC 09 :36:57 11-21 -1989 po 100 width (in) thickness) 48.00 6.00 offset (in. + outward) 0.00 width (ft) height (ft) 29.3 12.0 concrete (psi) rebar (psi) 3000 60000 16.3 out (psf)= 15.0 3 press (psi): 49.5 import fact= 1.00 545 81. (plf)= 1505 ecc (inl= -0.5 0 01 llbsl= ' 0 ecc lin)= 0.0 n DL I4.1+1= U 0 dist above floor(ft)= 0.0 RIGHT width (ft) height (ft) 0,0 0.0 0.25 1.37 -1.02 1.37 -0.68 1.37 0.18 1.37 -1.08 1.37 -0,66 1.37 -0.11 1.37 0.00 0.30 -0.00 0.30 -0.00 0.30 0.00 0.30 -0.00 0.30 -0.00 0.30 -0.00 0.30 3.0) Sheet of shamrock center bldg. b panel 5 left end jamb add thickness (in) K fartor parapet ht (ft) 0.00 0.90 0.00 % LL w /seismic.= % LL w /seismic= 7 LL w /seismic= 0 0 0 Allow defl(in) Comments rase ok case ok case ok case ok used case ok used case ok used case ok used rase ok used case ok used case ok used case ok used case ok used case ok used case ok used NOTE in cases 1), 2), 41, and 5) the LL used is 1/2 of the applied LL interaction curve interaction curve interaction curve interaction curve interaction curve interaction curve interaction curve interaction curve interaction curve interaction curve interaction curve o .,. // L ...IEERS- NURTHWEST CUNCRETE JAMB DESIGN (version 3.01 Sheet of 6869 Woodlawn Ave NE 1988 UBC shamrock center bldg. b Seattle,Washington 98115 09:40 :50 11-21 -1989 panel 5 rt Jamb midway po 100 JAMB DATA height (ft) width (in) thickness (ig) add thickness (in) K factor parapet ht (ft) 19.00 '/ 24.00 6.00 / 0.00 0.90 / 0.00 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (it) height (I) RIGHT width (ft) height (ft) 24.0 ✓ 12.0 J 3.3 7,0 MATERIAL DA1A concrete (psi) rebar (psi)/ 3000 •" 60000 LOADING DATA unfactored / , / to d �� wind in (psfI= 14..i out (r,sf►= 13,1 �+ seismic.., zone 3 press (psf)= 81.0 'mport fact= 1.00 ledger LLIpIf1= 545 DE (plf1: 1505 ecr (in): -0.5 % LL w/seismir.= 0 concentrated load LLIlbs1= 0 I)1. (lhs1= 0 ecc lint= 0,0 % LL w /seismic= 0 cnnr.entric Inad LL(pII)= a DI. (p)f)= u % II w /seismic= 0 horiz load plf (+ inward): 0 dist above floorlft)= 0.0 REBAR DATA Vertical 4 15 d= 4.19 Horizontal min i02 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward outward Case Pu (kips) Mu (in -k) Phi1Mn (in -k) dell (in) Allow defl (in) Comments 1(74, a fop of wall 14.5 59.5 112,62 0.49 1.37 case nk used interaction curve C 2 14.5 -100.8----l12.62 -1..49 1.37 NO GOOD ' r act 3 14.5 -90.1 112.62 -1.21 1.37 case ok used interaction cu-ve Y e4(7%Con 4 19.7 51.8 117.96 0.38 1.37 case ok used interaction curve C. .,//D 5 19.7 -119.2 C--- -sj1l7.96 -1.49 1.37 NO GOOD, moment is ton high e'- chrici 6 16.9 -97.9 115.86 -1.15 1.37 case ok used interaction curve 1 29.0 -59.0 103.54 -0.32 1.37 case nk used interaction curve OW // Bottom of wall trvR 1 15.3 29.1 113.66 0.00 0.30 case ok used interaction curve C4177.4491. 2 15,3 -31.5 113.66 0.00 0.30 case ok used interaction curve 3 15.3 -26.5 113.66 -0.00 0.30 case ak used interaction curve 4 20.6 27.6 116.68 0.00 0.30 case ok used interaction curve 5 20,6 -32.2 116,6(( 0.00 0.30 case nk used interaction curve 6 17.8 -27.0 117.07 -0.00 0,30 case ok used interaction curve 7 31.0 -5,9 101.04 -0.00 0.30 case ok used interaction curve LOAD CASES r. 11 .901 + (,,,WI inward 2) .9DL + 1.3WL outward 3) .9L'I + 1.4:.LU 4) 1.050L + 1.2811 + 1.28WL inward 5) 1.050L + 1.2811 + 1,20WL outward 6) 1.0501. + 1.2811 + 1.4E0 7) 1.401 + I.7LL 1 CTION CURVE DATA ..r'o .71Pbal . 71MbaI , 71Mn 102.8 19.1 118.8 93.2 NOTE in cases 1), 2), 41, and 51 the LL used is 1/2 of the applied 1L (i E. .EERS- NORTHWES1 6869 Woodlawn Ave NE Seattle,Washtngtnn 90115 C JAMB DATA SPANDRUL UAIA OPEN)PUj MATERIAL DATA LOADING DATA heioht If� 19.00 thir.kne;s fal 6.00 I.EI T unfactored wind in (psf1= seismic... zone ledger LLIplf1= concentrated load LL(lbs1= concentric load (L(plf1= horiz load plf (+ inward): REBAR DATA width (in)/ 11.25 • ollsnt (in. 0.00 CONCRETE JAMB DESIGN (version 1988 UBC 09:42 :30 width Ift) hetnht l) R16111 width (ft) height (ft) . 29,3,, 12.0 0.0 0.0 cnntrete (psi) rehar Ipso) 3000 '' 60000 < 1 ' °. ti‘? 14.3 oddt. (psi): 13.1 / 3 '"press Ipsf) =162.2 import fact= 1.00 545 rDL (p)f)= 1505- erc lint= -0.5 X LL 0 DL (lbsl= 0 ecc (in): 0.0 X LL U DI. Ipif): 0 X LL 0 dist above floor(ft1= 0,0 Vertical 2 15 d= 9.38 Horizontal min in "2 / ft 0.27 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhilMn (in-k1 defl (in) LOAD CASES 1) 2) 31 4) 51 6) 11 a 1 2 3 4 5 6 1 .7DL + 1.3WL inward .9DL + 1.3W1. outward .1DL + t.43FU 1.050). + 1.2811 t 1.28WL inward 1,f`.DL 4 1,21ILL + t.2DWI. outward 1.051)1 + 1.2811 + 1.4E0 1.401 + 1.711 INTFRACTION CURVE DA(A .7tPo ,7(Fbal .7$Mba1 ,7$Mn 192.R 13,2 434.2 242.3 11 -21 -1709 po 100 thickness�n) add thickness (in) K factor parapet ht (ft) 11.25 t outward) NOTE 3,0) Sheet of shamrock center bldg. b panel 5 rt pilaster 0.00 1.00 0.00 w /seismic= w /seismic= w /seismic= 0 0 Allow defl(in) Comments 31.1 197.2 323.89 0.36 1,52 case ok used interaction curve 31.1 -148.6 323.89 -0.21 1.52 case ok used interaction curve 31,1 150.9 323.89 0.21 1.52 case ok used interaction curve 42.1 202.2 352.69 0.34 1.52 case ok used interaction curve 42.1 -145.4 352.69 -0,20 1.52 case ok used interaction curve 36.3 155.3 337.40 0.21 1.52 case ok used interaction curve 63.9 26.2 409.59 0.02 1.52 case ok used interaction curve in cases 11, 21, 41, and 5) the LL used is 1/2 of the applied LL Ilr f SEERS- NURTHWE•:T LRNI;RtiL• JAMB OLSIG1 (version 3.0) Sheet _ of 6869 Woodlawn Ave NE 1988 U8C shamrock center bldg. b Seattle,Washinotnr. '111115 07:44:22 11 -21 -1709 panel 0 upper portion po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K fartor parapet ht (ft) 11.00 33.00 6.00 0.00 1.00 3.00 SPANDREL DATA thir'ness(in) offset (in, 1 outward) 6.00 0.00 OPENINGS LEN width (ft.) height (ft) RIGHT width (ft) height (ft) 11.0 7.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= 16.3 nut (psf)= 15.0 seismic... zone 3 press (psi): 33.4 import fact= 1.00 ledger LI.(p)f1= 369 111 (plf): 192 ecc (in)= 3.0 7. LL w /seismic= 0 concentrated load LL(lbs): 0 DL (lbsl: 0 ecc (in): 0.0 % LL w /seismic= 0 concentric lnad LI.(plf): 0 DL (elf): 0 X LL w /seismic: 0 horiz toad plf (+ inward): 0 dist above floorlftl: 0,0 REBAR DATA Vertical 2 44 d: 3.00 Horizontal min inA2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi1Mn (in -k) def.l (in) Allow defl(in) Comments 1 2.0 9.5 26.79 0.02 0.88 case ok 2 2.0 -12.7 26.79 -0.03 0.88 case ok 3 2.0 -10.8 26.79 -0.02 0.88 case ok 4 3.1 5.2 28.89 0.01 0.88 case ok 5 3.1 -15.8 28.89 -0.03 0.88 case ok 6 2.4 -11.1 27.411 -0,02 0.08 case nk 7 5.1 -10.8 32.62 -0.02 0.88 case ok LOAD CASES 11 .901 + 1.3WL inward 2) .981 + 1.341 outward 3) .90L f 1.43E0 4) 1.0501 + 1.2811. + 1.2841 inward 5) 1.05111. + 1.281.1 + 1.21141 outward 6) 1.05DI. + 1.2811 + 1.4E0 7) 1.4DL + 1.7LL NOTE in rases 1), 2), 4), and 5) the (.L used is 1/2 of the applied LL ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522 -6698 Jos No. AP312 4,o06 OO(° JOB NAME --Q 1AMROGk GE,I/16:R 8Lren G DATE J 7 — NOY-89 SUBJECT LONG? W sHoRt 1n/AY w =/'.9s SrRucTVRAL aL4113 13LOG, fi F Q .125 p'F SHEET 1 00" BY DM i 14, ? r 16, ieos f /(..7s /4..7ii- ic.,t t /4,7s i4.Pr 336 33= 33 33 6 1,09-C 14. ,41,7r �9!c G3'E '—o" 14.'70 /y.71 I 2 9 Zs fa 113 1 /y .71 t /4 'J 25 1 11 7 , " d""AM : Concrete Flat Slab Design v1.09 Ei IERS NORTHWEST JOB : shamrock center bldg. B re -do RUN s 88124.006 C 4. CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH Pc YIELD METHOD PATTERNS In In K /In "2 X /In "2 Lb /Ft "3 K /In "2 1.125 2.250 0.475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 1 16.750 8.000 2 16.750 8.000 3 16.750 8.000 4 16.750 8.000 5 16.750 8,000 6 16.750 8.000 7 16.750 8.000 8 16.750 8.000 DESIGN DATA SPAN INPUT DATA SPAN LOADS INPUT DATA PAGE NO. 1 TIME : Fri Nov 17 15:52:58 1989 SPAN -__= UNIFORM LOADS =_= PARTIAL LOADS =_=__ NUMBER DEAD LIVE DEAD LIVE BEGIN END K /Ft "2 X /Ft "2 X /Ft K /Ft Ft Ft 22 =22 222= =2=22 1 0.000 -0.125 0.000 0,000 0.000 0.000 2 0.000 -0.125 0,000 0.000 0.000 0.000 3 0.000 -0.125 0.000 0.000 0.000 0.000 4 0.000 -0,125 0.000 0.000 0.000 0.000 5 0.000 -0.125 0.000 0.000 0.000 0.000 6 0.000 -0.125 0.000 0.000 0.000 0.000 7 0.000 -0,125 0,000 0,000 0.000 0.000 8 0.000 -0.125 0.000 0.000 0.000 0.000 0.000 0.000 COLUMN INPUT DATA COLUMN DIMENSIONS LuLUMN BELOW ABOVE STORY HEIGHT SLAB . NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 2 2 7 7= 2227727228 =22.= =8782 =82772222227 =82 272 =72202 222222222222223721722222222022 In In In In Ft Ft Ft 1 14.000 0.000 100.000 0.000 14.750 V.5 i,1 ' 2222 =22827 r"AM : Concrete Flat Slab Design v1.09 If :ERS NORTHWEST JOB : shamrock center bldg. 8 re -do RUN : 88124.006 COLUMN INPUT OATA PAGE NO. 2 TIME : Fri Nov 17 15:53:00 1989 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 2 14.000 0,000 0.000 0,000 100.000 0,000 14.750 3 14.000 0.000 0.000 0.000 100.000 0.000 14.750 4 14.000 0400 0.000 0.000 100.000 0.000 14.750 5 14.000 0.000 0.000 0.000 100.000 0.000 14.750 6 14,000 0.000 0.000 0.000 100.000 0.000 14.750 7 14.000 0,000 0.000 0.000 100.000 0.000 14.750 8 14.000 0.000 0.000 0.000 100.000 0.000 14.750 9 14.000 0.000 0.000 0,000 100,000 0.000 14.750 PANEL /CAPITAL 1NPU1 DATA DROP PANEL =__= COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH 11 (1 In Ft Ft Ft In In 1 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1,250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 1 12.000 2.500 1.250 1.250 0,000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 8 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13,4.7,1 For Negative Moment Reduction With A Drop Panel. 9 12.000 2.500 1.250 1.250 0,000 0.000 WARNING - Does Not Meet AC1 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 x " 3 W :=7422 = x x = xxxxxl=xx= Ft Ft K /Ft "2 K /Ft "2 K /Ft K /Ft K /Ft K /Ft Ft Ft LEFT 1.000 14.750 0.000 -0.125 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 1.000 14.750 0.000 -0.125 0.000 0,000 0,000 0.000 0.000 0.000 J cep I 'AM : Concrete Flat Slab Design v1.09 E NORTHWEST JOB : shamrock center bldg. B re -do RUN : 88124.006 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 1002 LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT Ft -K Ft -K Ft -K Ft -K 1 -2.560 -7,425 -1,385 -6.635 -2.560 -3.325 -2.952 -7.834 2 - 156.534 - 155.612 - 108.490 - 105.276 - 106.573 - 107.873 - 174.319 -172.764 3 -127.712 - 127.869 - 72.714 - 75.277 -74.867 - 72.909 -119.543 - 120.034 4 - 133.850 - 133.792 - 85.961 -83.611 -83.730 , - 85.905 - 137.489 - 137.347 5 -130.983 - 130.983 - 79.249 - 81.511 - 81.511 - 79.249 - 130.240 - 130.240 6 - 133.792 - 133.850 - 85.905 - 83.730 - 83.611 - 85.961 - 137.347 - 137.489 7 - 127.869 - 127.712 - 72.909 - 74.867 -75.277 -72.714 - 120.034 -119.543 8 - 155.612 - 156.534 - 101.873 - 106.573 - 105.276 - 108.490 - 172.764 -174.319 9 -7.425 -2.560 -3.325 -2.560 -6.635 -1.385 -7.834 -2.952 SPAN MOMENTS COLUMN MOMENTS COLUMN 75% ADJACENT SPANS 752 ODD SPANS 752 EVEN SPANS 1002 LL ALL SPANS ?R BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K Ft -K Ft -K Ft -K SHEARS Ft -K Ft -K PAGE N0. 3 TIME : Fri Nov 17 15:53:02 1989 Ft -K Ft -K Ft -K Ft -K Ft -K 1 -4.864 0.000 -5.250 0,000 -0.765 0.000 -4.882 0.000 2 0.922 0.000 3.214 0.000 -1.299 0.000 1.555 0.000 3 -0.157 0.000 -2.564 0.000 1.959 0.000 -0.491 0.000 4 0.058 0.000 2.350 0.000 -2.175 0.000 0.142 0.000 5 -0.000 0.000 -2.263 0.000 2.263 0.000 0.000 0.000 6 -0.058 0.000 2.175 0.000 -2.350 0.000 -0.142 0.000 7 0.157 0.000 -1.959 0.000 2.564 0.000 0.491 0.000 8 -0.922 0.000 1.299 0.000 -3.214 0.000 -1.555 0.000 9 4.864 0.000 0.765 0.000 5.250 0.000 4.882 0.000 COLUMN 75% ADJACENT SPANS 752 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 -4.963 28.018 -2.612 30,839 -4.963 11.069 -5,747 33.544 2 - 45.822 38.586 - 43.001 19.177 - 23.397 38.891 -53.422 46.660 3 -35.255 36.563 - 15.289 36.283 - 34.950 16.587 -40.306 42.441 4 - 37.277 37.088 -37.558 17.493 - 17.819 37.183 - 44.525 43.907 - 36.753 36.753 -16.972 36.658 - 36.658 16.972 - 43.059 43.059 If - 37.088 37.277 -37.183 17.879 - 17.493 37.558 -43.907 44.525 RP'°AM : Concrete Flat Slab Design v1.09 f( IERS NORTHWEST 3L„ s shamrock center bldg. B re -do RUN t 88124.006 COLUMN 75% ADJACENT SPANS NUMBER LEFT RIGHT 1 8 9 COLUMN NUMBER 2 3 COLUMN NUMBER 6 7 8 9 2 3 4 5 6 7 8 - 36.563 - 38.586 - 28.018 PUNCHING STRESS K /In "2 0.025 0.050 0.041 0.044 0.043 0.044 0.041 0.050 0.025 DESIGN MOMENT Ft -K -1.524 - 112.030 -82.589 - 86.536 - 84.461 - 86.536 -82.589 - 112.030 -1.524 35,255 45.822 4.963 ECCENTRIC STRESS K /In "2 In "2 0.001 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 COLUMN STRIP STEEL AREA 75% ODD SPANS LEFT RIGHT - 16.587 - 38.891 - 11.069 TOTAL STRESS K /In "2 K /In "2 STRIP WIDTH 0.026 0.050 0.041 0.044 0,043 0.044 0.041 0.050 0.026 Ft In "2 SHEARS 34.950 23,397 4.963 1.2741 (j , 7.375 3.918 , 4 /7.375 2.82( /h�J 7.375 `'x.967! 0 7.375 2.892 7,375 2.967 7.375 ?. 7 (3 4 7.375 1.2741 7.375 i t- 1) 1 Minimum Steel SHEAR STRESSES ALLOWABLE STRESS 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 75% EVEN SPANS LEFT RIGHT - 36.283 - 19.177 -30.839 PUNCHING LOAD K 36.171 96.850 79.513 85.199 82.884 85.199 79.513 96.850 36.171 $ Total Shear Stress Exceeds Allowable Stress TOP REINFORCEMENT _= CONCENTRATE __ STEEL STRIP AREA WIDTH DESIGN MOMENT Ft Ft-K 15.289 43.001 2.612 -0.508 -37.343 - 27.530 - 28.845 - 28.154 - 28.845 -21.530 - 37.343 -0.508 $$ Overreinforced Ft -K Ft -K 4.882 1.555 0.491 0.142 0.000 0.142 0.491 1.555 4.882 in "2 PAGE NO. 4 TIME : Fri Nov 17 15 :53:07 1989 1.2741 1.274$ 1.2741 1.2741 l� 1.2741 1.2741 1.2741 100% LL ALL SPANS LEFT RIGHT - 42.441 - 46.660 - 33.544 UNBALANCED FLEXURAL MOMENT MOMENT 2 or-44 e 2.929 1.057 0.334 0.097 0.000 0.097 0.334 1.057 2.929 40.306 53.422 5.741 Ft 4 4 4 4 4 4 4 4 4 MIDDLE STRIP STEEL STRIP GOVERNING AREA WIDTH PATTERN 1.375 4 7.375 4 7.375 1 7,375 4 7.375 1 7.375 4 7.375 1 7.375 4 7.375 4 GOVERNING PATTERN C E I '"4M c RS NOR : ConcT ST Flat Slab Design v1.09 JOB : shamrock center bldg. 8 re -do RUN : 88124.006 Ft-K In "2 Ft BOTTOM REINFORCEMENT Ft -K In "2 Ft PAGE NO. 5 TIME : Fri Nov 17 15 :53:09 1989 COLUMN STRIP MIDDLE STRIP SPAN DESIGN STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH MOMENT AREA WIDTH PATTERN 1 59.438 2.434 7,375 39.626 1.590 7.375 2 2 36.863 1.475 7.375 24.575 1.274$ 7.375 3 3 43.073 1.734 7.375 28.715 1.2741 7.375 2 4 41.196 1.655 7.375 27.464 1.2741 7.375 3 5 41.196 1.6 7.375 21.464 1.2741 7.375 2 6 43.073 1,73 7.375 28.715 1.2741 7.375 3 7 36.863 1.95 7.375 24.575 '.1 7.375 2 8 59.438 1 7.375 39.626 .590 7.375 3 0►ov40y $ Minimum Steel $I Overreinforced ADO 24. y TOP BARS 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 4 1,000 5.703 14 7 1.000 3.975 3 1.000 3.660 2 *5 7 7.979 9,192 04 7 5.583 8.948 6 5.040 3.660 3 14 8 9.031 9.031 14 7 8.948 8,948 7 3.660 3,660 4 05 5 9.192 9,192 14 7 8.948 8,948 5 3.660 3.660 5 14 8 9.031 9.031 14 7 8.948 8.948 7 3.660 3.660 6 15 (' S 9.192 9.192 14 7 8.948 8.948 5 3.660 3.660 7 14 9.031 9.031 14 7 8.948 8.948 7 3.660 3,660 8 15 '1' 9,192 7.979 14 7 8,948 5.583 C b� 3.660 5.040 9 04 4 5.703 1.000 14 7 3.975 1.000 3 3.660 1.000 .1.�. . I II 1 R1". : Concrete Flat Slab Design v1.09 .ERS NORTHWEST JOB : shamrock center bldg. B re-do RUN : 88124.006 (1 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 BOTTOM BARS 1 14 13 16.492 114 4 16.483 4 14.220 2 14 8 16.269 14 4 16.250 3 11.725 3 14 9 16.269 14 4 16.250 3 11.725 4 14 9 16.269 14 4 16.250 3 11.725 5 04 9 16.269 14 4 16.250 3 11.725 6 04 9 16.269 14 4 16.250 3 11.725 7 14 8 16.269 14 4 16.250 3 11.725 8 14 13 16.492 14 4 16.483 4 14.220 TOP STEEL Lb 1700.743 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL BOTTOM STEEL STEEL WEIGHT Lb Lb/Ft "2 1442.567 1.567 2 PAGE NO. 6 TIME : Fri Nov 17 1553:11 1989 CONCRETE SURFACE VOLUME AREA 2-22"-.2222 2mm222 Ft "2 Ft "3 2006.000 1393.583 7/54* .1 "r"4M : Concrete Flat Slab Design v1.09 t .ERS NORTHWEST JOB : shamrock center bldg B re -do short way RUN : 88124.006 c =2 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 A3 K /In "2 SPAN SPAN SPAN • NUMBER LENGTH THICKNESS 1 14.750 8.000 2 14.750 8.000 3 14.750 B.000 4 14.750 8.000 5 14.750 8.000 6 14.750 8,000 7 14.750 8.000 8 14.750 8.000 t.uLUMN NUMBER THICK. 1.875 2.625 0.475 3.000 144.000 60.000 Ultimate Pattern Loading In BELON Ft In COLUMN DIMENSIONS DESIGN DATA SPAN 1 N.PUT DATA SPAN LOADS INPUT DATA SPAN -__= UNIFORM LOADS =__ = PARTIAL LOADS 2 _ NUMBER DEAD LIVE DEAD LIVE BEGIN ENO _ K /Ft ^2 K /Ft "2 K /Ft K /Ft Ft Ft 1 0.000 -0,125 0.000 0.000 0.000 0.000 2 0.000 -0.125 0.000 0.000 0.000 0.000 3 0.000 -0.125 0.000 0.000 0.000 0.000 4 0.000 -0.125 0.000 0.000 0.000 0.000 5 0.000 -0.125 0,000 0.000 0.000 0,000 6 0.000 -0.125 0.000 0.000 0.000 0.000 7 0.000 -0.125 0.000 0.000 0.000 0.000 B 0.000 -0.125 0.000 0.000 0.000 0,000 COLUMN INPUT DATA _= PAGE NO. 1 TIME : Fri Nov 17 15 :49:35 1989 _ _ _ = = ==3 ==223 ABOVE STORY HEIGHT SLAB WIDTH THICK. WIDTH BELOW ABOVE WIDTH 3333 = _ _ 3333 ==== =233 = =233332Si =22t2L22S3__________ In In In Ft Ft Ft 1 14.000 0.000 0.000 0.000 100.000 0.000 16.15 Rn"AM : Concrete Flat Slab Design v1.09 8 .ERS NORTHWEST JOB : shamrock center bldg B re-do short way RUN : 88124,006 COLUMN INPUT DATA PAGE NO. 2 TIME : Fri Nov 17 15 :49:37 1989 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 2 14,000 0.000 0,000 0,000 100.000 0.000 `16.750 3 14.000 0.000 0.000 0.000 100.000 0.000 137750 4 14.000 0.00n 0.000 0.000 100.000 0.000 16.750 5 14,000 0.000 0.000 0.000 100.000 0.000 16.750 6 14.000 0.000 0.000 0.000 100.000 0,000 16.750 7 14.000 0.000 0.000 0.000 100.000 0.000 16.750 8 14.000 0.000 0.000 0.000 100.000 0.000 16.750 9 14.000 0.000 0.000 0.000 100.000 0.000 16.750 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 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1.250 1,250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 7 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 8 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13,4.7.1 For Negative Moment Reduction With A Drop Panel. 9 12.000 2.500 • 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. _ 2= CANTILEVER INPUT DATA = UNIFORM LOADS = == LINE LOADS == PARTIAL LOADS = = =2 LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END 5t - -' 2 =2 2 = 2 322 == 2 =22 = =_ == =2=322=== =225222 = == === =33 Ft Ft K /Ft ^2 K /Ft "2 K /Ft K /Ft K /Ft K /Ft Ft Ft _EFT 1.000 16.750 0.000 -0.125 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 1.000 16.750 0.000 -0.125 0.000 0.000 0.000 0.000 0.000 0.000 9/540 ' 0" '1M : Concrete Flat Slab Design v1.09 EL....-ERS NORTHWEST JOB : shamrock center bldq B re -do short way RUN : 88124.006 Ft -K Ft -K SPAN MOMENTS Ft -K Ft -K Ft -K Ft -K SHEARS K K X K K K K K PAGE NO, 3 TIME : Fri Nov 17 15 :49:40 1989 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75X 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 -2.854 -6.136 -1.519 -5.083 -2.854 -3.329 -3.299 -6.579 2 - 139.899 - 139.265 - 96.675 - 94.411 - 95.197 - 96.086 - 155.532 - 154.464 3 - 113.752 - 113.861 - 64.510 - 66.269 - 66.035 - 64.700 - 105.738 - 106.083 4 - 119.456 - 119.415 - 76.340 -74.130 - 74.799 - 76.284 - 122.460 -122.358 5 - 116.710 -116.710 - 70.519 - 72.066 - 72.066 - 70.519 - 115.515 - 115.515 6 - 119.415 - 119.456 - 76.284 - 74.799 - 74.730 - 76.340 - 122.358 - 122.460 7 - 113.861 - 113.752 - 64.700 - 66.035 - 66.269 - 64.510 - 106.083 - 105.738 8 - 139.265 -139.899 -96.086 - 95.197 - 94.471 - 96.615 - 154.464 - 155.532 9 -6.136 -2.854 -3.329 -2.854 -5.083 -1.519 -6.579 -3.299 COLUMN MOMENTS Ar COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100X LL ALL SPANS r R BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft-K 1 -3,281 0.000 -3.564 0.000 -0.475 0.000 -3.280 0.000 2 0.634 0.000 2.204 0.000 -0.889 0.000 1.068 0.000 3 -0.109 0.000 -1.759 0.000 1.335 0.000 -0.345 0.000 4 0.042 0.000 1.610 0.000 -1.485 0.000 0.102 0.000 5 0.000 0.000 -1.547 0.000 1.547 0.000 0.000 0.000 6 -0.042 0.000 1.485 0.000 -1.610 0.000 -0.102 0.000 7 0.109 0.000 -1.335 0.000 1.159 0.000 0.345 0.000 8 -0.634 0.000 0.889 0.000 -2.204 0.000 -1.068 0.000 9 3.281 0.000 0.475 0.000 3,564 0.000 3.280 0.000 COLUMN 75% ADJACENT SPANS 75% 000 SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 -5.551 27.852 -2.881 30.711 -5.551 11.004 -6.441 33.384 2 -45.989 38.650 - 43.130 19.264 - 23.461 38.958 -53.582 46.786 3 -35.191 36.541 -15.201 36.238 - 34.883 16.548 - 40.180 42.373 4 - 37.300 37.104 - 37.603 11.518 - 17.917 37.206 - 44.593 43.947 -_ 1 - 36.737 36.737 -16.947 36.634 - 36.634 16.947 -43.019 43.019 -37.104 37.300 -37.206 17,917 -17.518 37.603 - 43.941 44.593 Ivr ^4M : Concrete Flat Slab Design v1.09 E� .FRS NORTHWEST JOB : shamrock center bldg B re -do short way RUN : 88124.006 COLUMN 75% ADJACENT SPANS NUMBER LEFT RIGHT 7 8 9 COLUMN NUMBER 1 2 3 6 1 8 9 - 36.541 - 38.650 - 27.852 PUNCHING STRESS K /In ^2 0.027 0.053 0.043 0.047 0.045 0.047 0.043 0.053 0.027 COLUMN DESIGN NUMBER MOMENT Ft -K 1 -1.701 2 -98.326 3 ' - 72.202 4 -75.707 5 -73.821 6 • -75.707 7 - 72.202 8 - 98.326 -1.701 35.191 45.989 5.551 ECCENTRIC STRESS K /In ^2 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 COLUMN STRIP STEEL AREA In "2 75% ODD SPANS LEFT RIGHT -16.548 - 38.958 - 11.004 TOTAL STRESS K /In "2 K /In ^2 STRIP WIDTH 0.028 0.053 0.044 0.047 0.045 0.047 0.044 0.053 0.0220 SHEARS 34,883 23.461 5.551 SHEAR STRESSES _ Ft In ^2 ALLOWABLE STRESS 1.2741 7.375 3.891 7.375 2.788 7.375 2,934 i 7,375 2.855 �� J7.375 lZ, 93,4-' s' 7.375 2 7,375 1, 375 1.2741 N 7.375 not, to � .� $ Minimum Steel 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 75% EVEN SPANS LEFT RIGHT - 36.238 - 19.264 - 30.711 _= CONCENTRATE =_ STEEL STRIP AREA . WIDTH PUNCHING LOAD K 36.813 97.281 79.465 85.453 82.951 85.453 79.465 97.281 36.813 1 Total Shear Stress Exceeds Allowable Stress TOP REINFORCEMENT DESIGN MOMENT Ft Ft -K 15.201 43,130 2.881 -0.567 -32.175 -24.067 - 25.236 -24.607 - 25.236 -24.067 - 32.775 -0,567 11 Overreinforced UNBALANCED MOMENT Ft -K 3.280 1.068 0,345 0.102 0.000 0.102 0.345 1.068 3.280 MIDDLE STRIP STEEL AREA PAGE NO. 4 TIME : Fri Nov 17 15:49:44 1989 100% LL ALL SPANS LEFT RIGHT - 42.373 - 46.786 - 33.384 FLEXURAL MOMENT Ft -K _ In ^2 Ft 40.180 53.582 6.441 GOVERNING PATTERN 1.968 4 0.726 4 0,234 4 0.069 4 0.000 4 0.069 4 0.234 4 0.726 4 1,968 4 _ STRIP GOVERNING WIDTH PATTERN 1.6201 9.375 4 1.6201 9.375 4 1.6201 9.375 1 1.6201 9.375 1 1.6201 9.375 1 1.6201 9.375 1 1.6201 9,375 1 1.6201 9.375 4 1.620 / 9,375 4 11:: Rnf"AM : Concrete Flat Slab Design v1.09 El ERS NORTHWEST JOB : shamrock center bldg B re -do short way RUN : 88124.006 4. 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 Ft -K In A2 Ft 1 52.352 2.295 7.375 34.901 1.6201 9.375 2 2 32.146 1.376 7.375 21.430 1.6201 9.375 3 3 37,774 7.375 25.183 1.6201 9.375 2 4 36.029 1.549 7.375 24.019 1.6201 9.375 3 5 36.029 1.549 7.375 24.019 1.6201 9.375 2 6 37.774 1.627 7.375 25.183 (;1.6201") 9.375 3 7 32,146 7.375 21.430 '1 .6201 n 9,375 2 8 52.352 5 7.375 34.901 1.6201✓ 9.375 3 � ppu 4 *L 1 Minimum Steel 11 Overreinforced I i' TOP BARS C . COLUMN STRIP MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT PAGE NO. 5 TIME : Fri Nov 17 15:49:47 1989 Ft Ft Ft Ft 1 14 4 1.000 5.043 14 9 1.000 3.535 3 1.000 3.260 2 15 7 7.132 8.192 14 9 5.009 7.885 6 4.526 3.260 3 14 7 8.031 8.031 14 9 7.885 7.885 7 3.260 3.260 4 *4 9 8.031 8.031 14 9 7.885 7.885 7 3.260 3.260 5 44 8 8.031 8.031 14 9 7.885 7.885 7 3.260 3.260 6 14 8 8.031 8.031 14 9 7,885 7.885 7 3.260 3.260 7 14 7 8.031 8.031 14 9 7.885 7.885 7 3.260 3.260 8 15 7 8.192 7.132 14 9 7,885 5.009 6 3.260 4.526 9 14 4 5.043 1.000 14 9 3,535 1.000 3 3.260 1.000 ' `11L NY.) 'R("4N : Concrete Flat Slab Design v1.09 E( .ERS NORTHWEST J0B : shaerock center bldg B re -do short way RUN : 88124.006 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 BOTTOM BARS 1 #4 12 14.492 14 5 14.483 4 12.520 2 14 7 14.269 #4 5 14.250 4 10.325 3 #4 9 14.269 44 5 14.250 4 10.325 4 14 8 14.269 #4 5 14.250 4 10.325 5 14 8 14.269 04 5 14.250 4 10.325 6 44 9 14,269 04 5 14.250 4 10.325 7 14 7 14.269 14 5 14.250 4 10.325 9 14 12 14.492 04 5 14.483 4 12.520 322 .3 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL = CONCRETE TOP BOTTOM STEEL SURFACE STEEL STEEL WEIGHT AREA 3 7 223 2 2222222222232 Lb Lb Lb /Ft "2 Ft "2 1641,027 1328.026 1.477 2010.000 VOLUME 1396.250 PAGE NO, 6 TIME : Fri Nov 17 15:49:49 1989 Ft Ft _ 223222333: Ft "3 0/3146 JOB No, evrt / z 4 JOB NAME SUBJECT C ' ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 sNAMRO K CENTER PILE sPAG /N& 0 e- 30 W/o H PANfLS 30 7 ok GRADE 13EAM5 s►'AA/ W - /,4 C,35( flly *D t . • .4 ,0 K/ 4o ' /o .ff 1 /, 0/ 4 ,0 Say /4' Av6 ER C,IST P /LES @ /0 ft c w/o {f!. O sit . DEPTH PE'R so/LS ENGINEER ,LSe' Alsc BEAM D,AG (r9 2 -Z7) r• , ; DATE /7 - AUCr - 8P, SHEET 41 OF )'a/PNt . BY OM C_ P - 40(4 = , 96" It/r of •/9" JO ENGINEERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 ( 'ATTLE WA 98115 Project Name : typical p-3 cap Run description: 40 ton piles MAX. WORKING DEAD LOAD (KIPS)., 240 MAX. WORKING LIVE LOAD (KIPS).. 0 ADDITIONAL WKG. DEAD LOAD (INC. CAP DL) (KIPS).. 0 ADDITIONAL WKG. LIVE LOAD (KIPS).. 0 MOMENT -ABOUT Y AXIS- (K -FT).. 0 MOMENT -ABOUT X AXIS- (K -FT).. 0 ULTIMATE D.L. FACTOR 1.5 ULTIMATE L.L. FACTOR 1.7 ULTIMATE MOMENT FACTOR 1.7 Total number of piles in pile cap > 3 PILE GROUP CENTER OF GRAVITY (in) s X COORDINATE Y COORDINATE ( > < > 0.00 0.03 MOMENTS ABOUT EACH AXIS (k -in) Y AXIS X AXIS MYY MXX P0001 PILE CAP DESIGN V e r s i o n 1.1 1987 P0001 > < ) 0.00 -8.00 MOMENT OF INERTIA OF THE PILE GROUP C.G. (in "2) ABOUT Y AXIS ABOUT X AXIS IYY IXX < > ( ) 1800.00 1802.67 SHEET No -1- 05 -04 -1989 PILE REACTIONS X COORDINATE Y COORDINATE C.G. COORD X C.G. COORD Y PXX PYY AD. DEAD AD. LIVE REACTION % (in) (in) (in) (in) (Kips) (Kips) (Kips) (Kips) (Kips) < ) ( ) ( . ) < > < > ( > ( > ( > < > < - -> PILE 1.- -30.00 -17.30 -30.00 -17.33 0.000 0.077 0.000 0.000 80.077 1.00 PILE 2.- 0.00 34.70 0.00 34,67 0.000 -0.154 0.000 0.000 79.846 1.00 PILE 3.- 30.00 -17.30 30.00 -17.33 0.000 0.077 0.000 0.000 80.077 1.00 e ENGINEERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 SEATTLE WA 98115 Project Na.e : typical p -3 cap Run description: 40 ton piles POINT No POINT No POINT No POINT No PILE DIAMETER (IN).. 14 PILE WORKING CAPACITY (TONS).. 40 MIN. DIST. FROM CAP EDGE TO PILE CTR (IN).. 15 MINIMUM PILE SPACING (IN).. 60 AMOUNT OF PILE EMBEDDED IN PILE CAP (IN).. 4 CONSTRUCTION TOLERANCE FOR PILE PLACEMENT (IN).. 3 DIST.FPOM TOP OF CAP TO TOP REINF.0 6 (IN).. 1 DIST.FROM TOP OF PILE TO BOT.REINF.C.G (IN).. 1 CONCRETE F'c (KSI).. 3 STEEL Fy (KSI)., 60 Total number of points that form the pile cap - - -> 4 X COORDINATE 1.- - 24.000 2.- - 24.000 3.- 24,000 4.- 24.000 Y COORDINATE ( > - 33.000 24.000 24.000 - 33.000 P0001 PILE CAP DESIGN V e r s i o n 1,1 1987 P0001 COLUMN DIMENSIONS (IN) : X COORDINATE Y COORDINATE < > < > 12 12 LINE No FROM POINT TO POINT ( ) < > ( ) 1 1 2 2 2 3 3 3 4 4 4 1 SHEET No -2- 05 -04 -1989 ENGINEERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 1(: SEATTLE WA 98115 Project Nair : typical p-3 cap ' Run description: 40 ton piles MAXIMUM ULTIMATE PILE REACTION (KIPS) __ = => 120.1154 B DIST. EFF.CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS (in) (in) vu(psi) < > ( ) < > 72.26 9.00 217.30 BETWEEN PILES SHEAR LOAD Vu(kips) ( > 1 AND 3 240.23 $ DESIGN OF PILE DIST. BETWEEN PILES (in) < > 60.00 P0001 PILE CAP DESIGN V e r s i o n 1.1 1987 vc(psi) 219.09 P0001 t DESIGN OF PILE CAP AROUND 8 DIST. (in) < > 180.26 t DESIGN OF PILE CAP AROUND CASE No PILE No SHEAR LOAD Vu(kips) ( > 1 0 0,000 2 0 0.000 EDGE DISTANCE 8 DIST. (in) (in) > l > 15.00 42.06 15.00 65.94 DIR SHEAR LOAD -W- DIST. -8- DIST. EFF. DEPTH ' Vu(kips) (in) (in) (in) < >( >< >( ) NO.. 119,77 31.70 48.00 27.00 WE., 120,12 27.00 57.00 23.00 SO.. 240.23 14.30 48.00 21.00 SO.. 0.00 15,00 48,00 15.00 EA.. 120.12 27.00 57.00 23.00 CASE SHEAR LOAD -W- DIST. -B- DIST, EFF. DEPTH Vu(kips) (in) (in) (in) ( >( ) ( >( > 1.- 360.00 30.70 116.00 17.00 CAP AROUND TWO EFF. CAP DEPTH (in) < > 9.00 9,00 tt ONE WAY SHEAR tt W/D ALL. SHEAR Vc(kips) ( - - - -> < > 1.17 120.674 1.17 122.071 0.68 253.576 1.00 67.041 1.17 122.071 tt TWO WAY SHEAR tt A SINGLE EFF. CAP DEPTH (in) < > 9.00 SHEAR STRESS vu(psi) ( > 0.00 0.00 PILE t PILES* SHEAR STRESS vu(psi) ( > 174.21 A CORNER PILE* ALL. SHEAR STRESS vc(psi) < > 219.089 ALL. SHEAR STRESS vc(psi) ( > 219,089 109,5445 SHEAR STRSS. FACTOR -K- vc(psi) K(SQRT(f'c) ( > ( - - - -) 109.545 2.00 109.545 2.00 295.957 5.40 109.545 2.00 109.545 2.00 W/D ALL. SHEAR SHEAR STRSS. FACTOR -K- Vc(kips) vc(psi) K(SQRT(f'c) < - - - -> < > ( ) ( - - --) 1.81 367.24 219.09 4.00 SHEET No -3- 05 -04 -1989 ENGINEERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 SEATTLE WA 98115 Project Name : typical p-3 cap Run description: 40 ton piles ULTIMATE PILE REACTIONS (kips) PILE No 1.- PILE No 2.- PILE No 3.- 120.12 119.77 120.12 DIR MOMENT -B- DIST. -0- DIST. CAP DEPTH Mu(K-FT) (in) (in) (in) ) ( ) ( > ( NO... 316.39 48.00 27.00 32.00 WE... 270.26 51.00 27.00 32.00 SO... 286.27 48.00 27.00 32.00 EA... 270.26 57.00 27.00 32.00 #$$ ALLOWABLE HOOK EMBEDOMENT FOR THIS PILE CAP IS (MIN. $ THE PROVISION FOR 180 DEGREES END HOOKS ON ALL BARS IN $ PRUDENT PRECAUTION AGAINST A PREMATURE 'TIED ARCH' SHE $ EMBEDMENT LENGTH FOR DIFFERENT CONCRETE STRENGTHS AND $$$I#WPILE CAP DEPTH = 32.00 (IN) MUM P0001 PILE CAP DESIGN Version 1.1 1987 P0001 *BENDING MOMENTS EVALUATIONS Ku (ksi) < > 0.109 0.078 0,098 0.078 AREA STEEL (inA2) 3.5511_ 3.283 3.212 0.00275 0.00180 0,00248 3.283 0.00180 6, j3 :.. 7 1- 2.X 0 4 LOCATION > ( BOT BOT BOT BOT SHEET No -4- 05-04-1989 5 7r. , DA) DIST. FROM CAP EDGE TO PILE CTR - 3 IN. CLR) = 12 (IN) $$$ PILE CAPS WITH SINGLE LINES OF PILES AROUND THE COLUMN IS A $ AR FAILURE MODE. REFER TO THE MANUAL FOR THE ALLOWABLE HOOK t DIFFERENT REINFORCING DIAMETERS ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -(206)525-7560 • FAX # (206) 5224698 Joe No. a 5 /2 Joe NAME ASI1,9V0 SUBJECT p 2ao- i o f< I op 4 " 12. Kt,* 3,11-E crle' 2.1 4- 3 Pm> 70.7 < 80 /14, did Ito .rZ2v' , * use 3 pii-E c4e 0 8i- * dee ene 4.004-77dAi1 49L 4 90111111111r.01111111111111111W DATE SHEET OF BY DroiL ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525 -7560 • FAX # (208) 522.8898 JOB No JOB NAME DATE l/ 87 SUBJECT SHEET 7 OF FND BY J.P. /'. 5/4/' �I �- i. IDL-. ga. 5 =0" T,1p 7"Ye P3 CAP (z2" L EEP) ( " -/2a' P3 pa .e c. WAIL, stAA P•• O F cO C ENGINEERS - NORTHWEST INC. P.S. 6869 W00DLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 - FAX # (206) 522.6696 Joe No. Joe NAME DATE SUBJECT SHEET q A of M) BY P0001 ENGINEERS NW INC. PILE CAP DESIGN 6869 WOODLAWN AVE NE SUITE 205 V e r s i o n 1.1 1987 SEATTLE WA 98115 Project Name : SHAMROCK CENTER SHEET No -1- Run description: TYP P -2 PILE CAP 02- 14-1989 P0001 MAX. WORKING DEAD LOAD (KIPS).. MAX. WORKING LIVE LOAD (KIPS).. ADDITIONAL WKG. DEAD LOAD (INC. CAP DL) (KIPS).. 0 ADDITIONAL WKS. LIVE LOAD (KIPS).. 0 MOMENT -ABOUT Y AXIS- (K -FT).. 0 MOMENT -ABOUT X AXIS- (K-FT).. 0 ULTIMATE D.L. FACTOR 1.6 ULTIMATE L.L. FACTOR 1.7 ULTIMATE MOMENT FACTOR 1.4 Total number of piles in pile cap PILE GROUP CENTER OF GRAVITY (in) : X COORDINATE Y COORDINATE < > < ) 0.00 0.00 MOMENTS ABOUT EACH AXIS (k -in) : Y AXIS X AXIS MYY MXX < > ( > 0.00 0.00 >2 MOMENT OF INERTIA OF THE PILE GROUP C.G. (in "2) ABOUT Y AXIS ABOUT X AXIS IYY IXX ( > ( > 1152.00 0.00 PILE REACTIONS X COORDINATE Y COORDINATE C.G. COORD X C.B. COORD Y PXX PYY AD. DEAD AD. LIVE REACTION I (in) (in) (in) (in) (Kips) (Kips) (Kips) (Kips) (Kips) ( ) ( ) ( ) ( ) < > < > ( ) ( ) ( ) ( - -) PILE 1.- -24.00 0.00 -24.00 0.00i 0.000 0.000 0.000 0.000 80.000 1.00 PILE 2.- 24.00 0.00 24.00 0.00 0.000 0.000 0.000 0.000 80.000 1.00 \ ENGINEERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 SEATTLE WA 98115 Project Name : SHAMROCK CENTER Run description: TYP P -2 PILE CAP POINT No POINT No POINT No POINT No X COORDINATE < > 1.- - 39.000 2.- - 39.000 3.- 39.000 4.- 39.000 P0001 PILE CAP DESIGN V e r s i o n 1.1 1987 P0001 PILE DIAMETER (IN).. 14 PILE WORKING CAPACITY (TONS).. 40 MIN. GIST. FROM CAP EDGE TO PILE CTR (IN).. 15 MINIMUM PILE SPACING (IN).. 42 AMOUNT OF PILE EMBEDDED IN PILE CAP (IN).. 3 CONSTRUCTION TOLERANCE FOR PILE PLACEMENT (IN).. 3 COLUMN DIMENSIONS (IN) : X COORDINATE Y COORDINATE' < > ( > 7 7 DIST.FROM TOP OF CAP TO TOP REINF.0 6 (IN),. 2 DIST.FROM TOP OF PILE TO BOT.REINF.C.6 (IN).. 2 CONCRETE F'c (KSI).. 3 STEEL Fy (KSI).. 60 Total number of points that form the pile cap - --> 4 Y COORDINATE LINE No FROM POINT TO POINT > ( ) < ) < ) - 15.000 1 1 2 15.000 2 2 3 15.000 3 3 4 - 15.000 4 4 1 SHEET No -2- 02 -14 -1989 P0001 ERGTNEERS NW INC. P I L E C A P D E S I G N 6869 W008LAWN AVE NE SUITE 205 V e r s i o n 1.1 1987 SEATTLE WA 98115 Project Name : SHAMROCK CENTER SHEET No -3- Run description: TYP P -2 PILE CAP 02- 14-1989 P0001 * DESIGN OF PILE CAP AROUND A SINGLE PILE 1 MAXIMUM ULTIMATE PILE REACTION (KIPS) _ =__> 128 B DIST. EFF.CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS (in) (in) vu(psi) vc(psi) ( > < > ( ) ( > 75.40 10.00 199.72 219.09 * DESIGN OF PILE CAP AROUND TWO PILES * BETWEEN PILES SHEAR LOAD DIST. BETWEEN PILES 8 DIST. EFF, CAP DEPTH SHEAR STRESS ALL, SHEAR STRESS Vu(kips) (in) (in) (in) vu(psi) vc(psi) ( ) ( > ( ) ( ) ( ) ( ) 1 AND 2 256.00 48.00 159.40 10.00 188.95 219.089 * DESIGN OF PILE CAP AROUND A CORNER PILE CASE No PILE No SHEAR LOAD EDGE DISTANCE B DIST. EFF. CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS Vu(kips) (in) (in) (in) vu(psi) vc(psi) < > ( ) ( > ( ) < > < > 1 0 0.000 15.00 42.85 10.00 0.00 219.089 2 0 0.000 15.00 67.94 10.00 0.00 109.5445 ** ONE WAY SHEAR t* DIR SHEAR LOAD -W- DIST. -8- DIST. EFF. DEPTH W/0 ALL. SHEAR SHEAR STRSS. FACTOR -K- Vu(kips) (in) (in) (in) Vc(kips) vc(psi) K(SGRT(i'c) ( > ( ) ( ) ( ) (- - --) ( ) ( ) < - - - -> NO.. 0.00 0.50 78.00 1.00 0.50 34.317 517.598 9,45 NO.. 0.00 1.00 78,00 1.00 1.00 7.263 109.545 2.00 WE.. 128.00 23.50 30.00 28.00 0.84 131.886 184.714 3.37 WE.. 0.00 24.00 30,00 24.00 1.00 67.041 109.545 2.00 SO.. 0.00 0.50 78.00 1.00 0.50 34.317 517,598 9.45 SO.. 0.00 1.00 78.00 1.00 1.00 7.263 109.545 2,00 EA.. 128.00 23.50 30.00 28,00 0.84 131.886 184.714 3.37 EA.. 0.00 24.00 30.00 24.00 1.00 67.041 109.545 2.00 *1 TWO WAY SHEAR 1* CASE SHEAR LOAD -W- DIST. -B- DIST. EFF. DEPTH W/D ALL. SHEAR SHEAR STRSS. FACTOR -K- Vu(kips) (in) (in) (in) Vc(kips) vc(psi) K(SORT(t'c) ( ) < > < > ( ) (- - --) < > < > ( - - --) en61f(EERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 SEATTLE WA 98115 Project Name : SHAMROCK CENTER Run description: TYP P -2 PILE CAP ULTIMATE PILE REACTIONS PILE No 1.- 128.00 PILE No 2,- 128.00 P0001 PILE CAP DESIGN Version 1.1 1987 P0001 (kips) *BENDING MOMENTS EVALUATION* DIR MOMENT -B- DIST. -0- DIST. CAP DEPTH Ku AREA STEEL P LOCATION Mu(K -FT) (in) (in) (in) (ksi) (inA2) % ( ) ( ) < >( > < > ( ) ( ) ( > NO... 0.00 78.00 28.00 33.00 0.000 4.633 44e42_ 0.00180 BOT WE... 250.67 30.00 28.00 33.00 0.128 2.731— 0.00325 BOT SO... 0.00 78.00 28,00 33.00 0.000 4.633 0.00180 BOT EA... 250.67 30.00 28.00 33,00 0.128 2.731 0.00325 BOT * ** ALLOWABLE HOOK EMBEDDMENT FOR THIS PILE CAP IS (MIN. DIST. FROM CAP EDGE TO PILE CTR - 3 IN. CLR) 2 12 (IN) *2* 2 THE PROVISION FOR 180 DEGREES END HOOKS ON ALL BARS IN PILE CAPS WITH SINGLE LINES OF PILES AROUND THE COLUMN IS A * PRUDENT PRECAUTION AGAINST A PREMATURE 'TIED ARCH' SHEAR FAILURE MODE, REFER TO THE MANUAL FOR THE ALLOWABLE HOOK * EMBEDMENT LENGTH FOR DIFFERENT CONCRETE STRENGTHS AND DIFFERENT REINFORCING DIAMETERS * ******<( P I L E C A P D E P T H = 33.00 (IN) » * * * *** 7 -* Co 2 2 2 SHEET No -4- 02 -14 -1989 2 :,r S' 3,6 A L (,, L -rs 4,55 .. S FM P4.4 CO - ) 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 Joe No A 8 124 JOB NAME ENGINEERS - NORTHWEST INC. P.S. NorE.' /4// SrE E L B' Lo.J GRADE, A1)D 3 GOAT p /�J/f c ri c /At/ T v� .5N11M Rocl< GE/YTE/( SUBJECT SHEET OF BY �I1" no 11 , - v Ts 'ER Pz. AM' 61, AD OA G/tADE PEA! P` /i J A #o% PPM( = 64, 3 (au) 0. 43 14 `qr OK b /OK /Pie-E e.„AT. Part SO/L ENGR . A/o L i4 rE A Ac. T /E; r eat. ■•■■••. T( .7/4 MS / .. 1 Iw 24(10r s. it 51, • f4(g) J 48«)• 1 • 14 4 0 r DATE 3/ -Act - 8$1 k ,14 „ d6or w / 4 vEX rs &APO T /ES d 4, `2 ro f' Q /Z "$ WNoTE; vvRricA6 DARs Pull pEPrN of PILE To MA 23 =0" Joe No SUBJECT 6869 WOOOLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 88)2¢ GRIP O ULT L oAP s ENGINEERS - NORTHWEST INC. P.S. JOB NAME SHAM ROCK E R DATE 2;-Aar, -riP, C , P1DE 86,41' 1 OLD& C. SHEET_WOF AM*- / 6 Aire- LOAD T/g9Les Roof L L = 2oCz0(1,7) = a,8SY/ cot, T. i cRrl guoF !JL = ZoC /0(i 4) = O,4L1; M,.,.r .. : 0,0071((• )(Iln /2) PArIfC UL ' 2 = 2.09N/, = 7 °.�O IlC_/N (NEC�RTIVe) 5LAO OL = 10 (0)(i. " 0.88' </i V,►sA • O. 607 (5,00)001 4) i &3 AL ° - 4(Iso)(1,q) = O. 84V = 3,1, k ir 5,08% TolbLEl. rrn 7.9 (l z �) 74,6 ��� C 44 (z AS 4.4 Z (ZI) ° 0.71(4) 70/ 541 I . 3M9 Ok / I . �✓. - ,5, SL K// .se /c ct ct„ -1.42 2 - , 3 4. 6 Okt SOB K/i learr /.72 P,11ct€ Roo" v d_r = ,os-t 42.2A = 3.36 Vs f.) -, 1 ADO Lowt,c S / //, a 4(68) = . 7 L ,y 5r" R • R • 34" P y'R, • W , eJ # -,27 = / V, woRsr CASE' 1,9902) M,tAX = :X35.f .35.36 (Izk) .441. !o K u - , 24 (DTP* e /iECk e *' Fla p; nts r MAX "- /4.,s • 0 1 USE 3 111, 7 = O(0.6)_/,8 oi< rOe I C SUDJECT Pu" = /, s (4 4.9b) = 67.5 K ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 Joe No, e) I Z 4 Joe NAME SHAMROCK CENTER F_ N Tip Y COL. U4,J I /2,5 ! 2,5-00 z 12,E ,S SNOT COL , < ZZ y I2 �'► = 7,6" (6) • 53g, ? k • I'Y , = 45, 0 k • / Vs E ,S * y (se6 A 1TAcNFi) 0 or rvr). Tote TIES d De = .9 2i'Tr= l ac �,. 7, 2 S " SAY 4 . i T /ES Ga 5"° roe A Dar. 844.. e i8 „t 12 t p , 7r / 0 ` &Zf 2 i<11 DATE 3 /-AUG -Hfi SHEET 1 of OZ- BY Pm C.. No rE; Des/ 2- P/c Es Fv,c O TOM cAPAG /T emrgY e3 12 -4. 8" INPUT DATA SECTION REINFORCING + + + CONCRETE COLUMN DESIGN + + + 24" DlA COL DESIGN METHOD --STRENGTH (ULTIMATE) LENGTH UNSUPPORTED (FT) = 12.5 IN X DIRECTION UN8RACED AGAINST SIDESWAY EFF. LENGTH FACTOR (K) FOR NO SIDESWAY CONDITION 2.00 EFF. LENGTH FACTOR <K> FOR SIDESWAY CONDITION 2.00 IN Y DIRECTION UNBRACED AGAINST SIDESWAY EFF. LENGTH FACTOR (K) FOR NO SIDESWAY CONDITION 2.00 EFF. LENGTH FACTOR (K) FOR SIDESWAY CONDITION 2.00 DESIGN (ULTIMATE) LOADS FT & NIPS: + MOMENTS = cLOOKWISE (I --MATERIAL STRENGTH CONCRETE F'c (KSI) = 3.0 STEEL YIELD (KSI) = 60 24 (IN) ROUND TIED CLEAR COVER OVER VERTICAL BARS = 2 (IN) FOR CASE WITH NO APPRECIABLE SIDESWAY MOMENT RATIO, DL/TOTAL IN X DIRECTION = .5 RATIO, Pu/CRIT.P FOR ALL COLUMNS IN STORY = SAME AS THIS COLUMN FOR CASE WITH APPRECIABLE SIDESWAY MOMENT RATIO, DL/TOTAL IN X DIRECTION = .5 FOR CASE WITH NO APPRECIABLE SIDESWAY MOMENT RATIO, DL/TOTAL IN Y DIRECTION = .5 FOR CASE WITH APPRECIABLE SIDESWAY MOMENT RATIO, DL/TOTAL IN Y DIRECTION = .5 8 OR MORE BARS AREA REQ"D. (8Q. IN): 4.52 pFRrPNrAGF , 0.010 uSE ����� MOMENT MAGNIFICATION FACTORS LOAD WITH NO APPRECIABLE 8lDESWAY WITH APPRECIABLE SIDESWAY CASE X DIRECTION Y DIRECTION X DIRECTION Y DIRECTION ~ ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 JOB NAME GEA TE/C DATE QE -4d6 -3 --- JOB No. e , t 4 SUBJECT SHEET OF GOL . 3 " = ,S " 4 NG .r#4 w = s "# /4 (J ) � a Co I/ r1hvv wit Tit' 54 PC ,SPA,✓atE� 4 It 5 3 3 /4" Wits X 3 a C" x 5 x 4 L s„(,/ wAy I+�6 24",C0 = A, 5 S n L BY /)m t . icA151,'01't DRAINAGE /DETENTION CALCULATIONS FOR SHAMROCK CENTER OUR JOB NO. 2953 2953.04 DRAINAGE /DETENTION CALCULATIONS FOR SHAMROCK CENTER BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 - 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (206) 251 -6222 CITY OF RECEIVED NOV 2 8 1yi9 PERMIT CENTER OUR JOB NO. 2953 SEPTEMBER 2, 1988 STORM DRAINAGE CALCULATIONS - CI .Method to • Determine.: Storage ° and Release Rate 4The Yrjanainen:and Warren..Mettod is the method used to determine the storage volume requirements,r:,for storm water detention facilities. This method has been used. to develop Table A from which the storage volume ' will be determined. Calculating Storage Volume: Definition of Terms A ■ The total area of drainage control, in acres. (A =AI + AT Area of impervious surface, in acres. A - Area of pervious surface, in acres. C Average coefficient of runoff for the development. C 0.9, Coefficient of runoff for impervious surfaces. 0.2, Coefficient of runoff for pervious surfaces. V Volume of storage required per acre, in cubic feet. VT - Total storage volume required, in cubic feet. Procedures 1) Determine A, Al and A 2) Calculate C by using the formula (Cp) (A + (c1) (AI,) C mg A 3) Determine V by entering Table A with the value of C, the type of outlet control selected, and the storm intensity selected. 4) Calculate VT by using the formula, VT - V x A IYrjlnainen, Glen and Warren, Alan W., "A Simple Method For Retention Basin Design ", Water and Sewage Works, December 1973, pp. 40 42. Revised 11/19/79 wI:, W W W h e N ;d4 N N N N N R Vi 6eci II/17/8y I 5Acoy? roe k CP�7P� 11/17/85' Dra, `•t9 Cn /C010 0^ FO/ /'/ew pe v,se d 5:Te plo". To Ta / 5 Te 3.7o/1c• oU IGI.\, J 7 eus 1.3 A c_ ' C: 0.90 PaVe n,.,.'1` tqrca _ 1.87 f G c. 0.9 0 L a^ 0 ,SCape /Area = 0.73 17 c- > C= 0.2o C F. 0.3t1.87)(0.q). (0.73)(0..2o)_ 0.77 3.5' 25 /v. DeTea 7To,i ca /cLalet' o-, = 0.77 Fro- V5 1383 c F/ AG. YT= VS O= TG 6/ e A 1 25 Yr. .13 63.) P. 539.y �F. (o ro i V 2 6, Mo 1/olUw4c pVe.✓ 2 Si�►' ; 'de en' e02. R !4ju�' ✓ crr�'�.,... i ..k/ 11 i 1, - ` iwoul' 6� ' /1 re ,i V_olv _ , 7: 10 ✓ ��e -� 1 :.o eTe...1,do., _Pro; v;;JetJ : � ,./l old, 1,o ' / DcTe• f ►b.' 1 0\u5 l? T T a / & e7;) 1 ? 0 e ) s 6, 8 8 8 C . r .. 6 c.F iep7 /2/ l qa? Ora yN0.tle co /cu /on'on; To7u/ 517"e area.: 3.90 RC. • Builds 3 Area= 56,760 5.F': 1.30 AC. pav me„T0 rea: 55, 8011 5.F = 1. 7 j7c. rave/ 5urfa = 25 0.38 AC. �ar►d 5cape Area= 31, 79 5.r:. 0.73 Ac. Cr (1.3+140)(0.g°) - f - (0.38)(060) t (0.73)( 4.20) 25 Yr. Deren 720r) ca /culatori : c� 0.7 Xi Fro, Ta 6/ e A 4 25 Yr. Vs= 1 C. - /Ac, . »ore. Volume w1 4h..c h v 4.o.0 (c . b e 1 pP rOX A 3 . 90 _Deme 77on/...pro. ded.: . 3.6/ L.F. 5"y ,Pipe 8 C°,F. 369 p,'Pe 2 eac{,c.13. Type 1 eac/ C.8. niPeJl- 7z 5 I -I Pl►1 Roc K CEAi 712 To Ta / DeTe , iT , on ProwcJed = 15) - C.F. OVe.r_ 2 5i r ... De7_ en Ti.'on__ 8 /oo.yr. , (1...1'9:9),.C. 61 57y1 CF (7 :07:).( 8.) = 56 C.F. Z (1 143 C. (28 .1.4 -3 c.F'• Surface Por (Loud, ', 000c) (, )5 1 15- ;�I,os.. -1 �2 , 0,.28 _ l G Cj c ri C= 0. c 0.90 Cr 0.60 C_ 0.20 0,7 /1 2953 cp- TABLE A Note:"" Standard requirement is 10 -year storm design; 25 -year storm is preferred for use in sump areas and for pumped systems. V Q volume of storage required per acre (ft . 10 -year storm 25 -year storm C : .. orifice outlet . control pumped discharge orifice outlet control pumped discharge 0.2 • 92 41 144 78 0.25 154 85 228 142 0.3 223 138 320 216 0.35. 298 199 418 298 0.4 378 265 522 387• 0.45 461 335 627 480 0.5 548 409 740 578 0.55 637 487 854 679 0.6 729 567 971 783 0.65 822 650 1089 890 0.7 0. 1 4 917 735 1216 999 0.75 - -- 1014 822 1331 1111 0.8 -- - • 1113 _ 911 _1457 1224 0.85 1212 1001 1582 1339 '0.90 1313 1093. 1709 1456 TABLE A Note:"" Standard requirement is 10 -year storm design; 25 -year storm is preferred for use in sump areas and for pumped systems. Calculating Orifice Size'.. Definition. of ' Terms 1 Procedure A ■ The total area of drainage control, in acres. QA ■ a Cross- sectional area of orifice, in square inches. d Orifice diameter, in inches. ■ 32.2 ft /sec /sec, acceleration of gravity. ■ Pressure head on orifice, in feet. ■ 0.62, constant for sharp -edged orifice. Allowable runoff from site, in cubic feet per second. 1) Calculate QA using the formula, QA ■ 0.2 x A 2) Determine h 3) Calculate a using the formula, 144 QA a ■ (in aquare.inches) 0.62 2gh 4) Calculate d using the formula, 4a TT (in inches) ORIFICE SIZING ORII=IcE 512 INIG: Q � a. za 2 9 h Where; Q A 40.2)(3.9o)= 0.78 '' h: o . F _ /6.88 /i.7? 5,05 ..(lu 0.621(c5 5. ( i )..(.i o.o o).'...` 3;51 r . / 0,0 . 0 10 r...t ;.Ge_._ PIPE •SIZING ANALYSIS I.E • 1 • 62 0,S. ••3. LF 6• CMP 01.2% ATE D i - _j,„Q_C C6INSPOUTS P ARCHITECTyRAL ROOF PLAN \ • 6' rig' DOWNSPOUT B 2.0% IAN. -Y--- 1�qq WITH OL S SH ab' RIM • 18.2 I.E. • 12.52 �L�{S� A B DG. 'A' F. . - 19.0 1' DEDUCT RIGATION METER Ph' WATER \METER d SERVICE DETAIL SHT.1 70LF SA . SEWER C.O. LE. • 15.33 EL 15' CP RDA•I ,LE.•I 10' C.I.P. 17.40 HOWN 5 0 ' CONC. RETAINING WALL DOCK HIGH RAMP DOWN R M • 16.6 I.E. • 13 44 ENCLOSURE BLDG. F.F. - COTAINING WAL ■ 1 I • 15.40 a' C 12LF1'041' 1 y 2.0% • 6• W . • • 4' f' % - )MIA. 1 • E ••W.S •U P 25' BULDWa SETBACK • REO'D 15' R.O.W. DEf - 9 CMP 1 1.0% • 15.17 VIDE 5 LANDSCAPE 17.15 \o 1.E. • 13,03 ,• C :a DWrISPOU T 4114.) (T7?. E ANC. PIPE :XIST. STUB d WI 35 LF 6' 9 2.0% RAW IE� 82 115• FR SD I.E, • 10,77 (24 TO NWI / EX. 24' EX. e• ss EX. 10' C.B.P. WATER MAIN /r EX. FH I.E. • 10,09 11 109 LF B' CMP II 2' HT. ROCKERY �CS'REOUIREO II �S• II (1 DOCK HIGH RAMP DOWN CONC. RETAINING WALL II Ah FXIST, (21 NE_ II II I! NAL I TOP • 17.30 - 1 TOP BOTT01I.1. 15.23 TO BE CUT • P1L EX 134th . 13.73 LE. • 11,68 65' FR. 5.8.1 I.E. • 11.68 Ur 70 N.WJ ADJUST RIM TO NEW PAVEMENT GRADE • (ADJUST AS REQUIRED) • I.E. • 3.57 16' SW _ WIO S1 I TAPPING TEE IFL) 1-8' GATE VALVE IF'LMMJ) L0 ! A S RIM • 17.60 I.E. • 13.79 8 1 .5% EX, 18' 1 ' 01V_ , asio Fir4iiga p-J1An %ZS:: MOW MI . 111WIPSIE 'ig,N ON ....wawa milimPie NM 7' � J EX A _• RIVEWAY ATER MAW I.E. • I3.3• PROVIDE ASPHALT BEN ' TO DIRECT STORM RUNFF TO � CCATC T H ( BASIN I S 0 LIf�5 L0CK LI PLOW RESTRICTORIOIL POLLUTION CONTROL CVICE LOCATE AS SHOWN RIM . 19.55) I.E. • 11.79 ' '' OVERFLOW • 17,10 - 226'•LF 54 0 U4 ga1 STD. PIPE 1 0.5% EX. FH POST - DEVELOPMENT TRIBUTARY 20.60 a �5 SERVICE 20. pi TIME 11 aw1z )CAT • LMIE +BG! • 0 re � ,. ..I. M � Ex, ula VA T ELEC UL 180 LF 10' 0 .1. 1 r I. EX. 24• CLy' X POSTS �• OV C• • 01..1 _ )(1ST NEW 10 0.l. W/ RE0'0. p FII p T pp TING xx S EDGEOOF PAYMENT. SAW XIST EXIST. PAVEMENT 1.0' )MIN.) BEHIND EXIST. EDGE. MATCH NEW PAVEMENT W/ EXIST.. • PAVEMENT. TAR SEAL ALL THE EDGES PER APWA STDS. ITYP. 1 3 DRIVEWAY ENTRANCES) • R/OGELM 19.1 -f P 1 1.5% Y 4P DOWN IG WALL 20.60 810GELtNE 10' C.1P, CONC. RETAINING WALL DOCK HIGH RAMP DOWN R M • 16.6 I.E. • 13.44 ENCLOSURE BLDG. F.F. • CGTAINING WAL RIM • 18,40 LE. • 15.40 XP C . r 12 LF'8' CMP 1 V 2.0% s• �M �pQw 0�2.O iMIA,I l7YP. 25' BULGING SETBACK — X14- 6TflEET-tAtOStx 1mi .141.11111 1111111111.4 V IrdrAgle REO'D 15' R.O.W. ()MCAT • � ()MCAT Ef •�� CMP 4 1.0% EXPp� :(iY 1 WELDED TeE • 15.17 VIDE 5 F 4' 19.88 20.00 21.90 CA . ■WNS'•U S •:�_. 1A A S 'OWNSPOUT TIG s IN •• • F1F. 22 ! / �O % � T / I c0 IIIT I • - . / LO AT � A � SH•WN • / T RIM 0. 9 LE.I • I..er S N. W E R .0. / / . ` \ e o SP Na RISER 11.15 10.00 • RIVEWAY 1 ATER MAIN I Vie' • 1 4.78 ' 3 . F • 1,73 DS EX. 18' EX. 24' E. • 13.03 LE. • 13.3. PROVIDE ASPHALT BO ' TO DIRECT STORM RUNFF TO CATC BASIN YPE II - WISOLI LOCKINd LID FLOW RESTRICTORIOIL POLLUTION CONTROL CVICE LOCATE AS SHOWN RIM • 19.55; I.E. • IL.79 ' , OVERFLOW • 17.10 226' LF 54' • U4,9u1 STD. PIPE 1 • 0.576 EX. FR • EX. GUAM RD POSTS 0 1 „ p D Ex: 2a• cup -- IO� TEE ?CPO W 1", NEW 10' D.I. WI REO'D. FITTINGS -E Q OF PAVMENT. SAWC EXIST. P 1.0' (MW.) BEHIND EXIST. EDGE. MATCH • • NEW PAVEMENT W! EXIST.. PAVEMENT. TAR SEAL ALL THE EDGES PER APWA STDS. 'ITYP. 1 3 DRIVEWAY ENTRANCES) )EVELO TRIBUTARY AREA 1 TO BE UNPLUGGED & CONNECTED WI NEW 3 LF 6' CONC. 1 2.0% I E r 4 56 (A NM, & S.E.) I.E. • 4.97 16' N.E.) CORE DRILL INTO EXIST. MANHOLE AS . REOL11RFn) I• DEDUCT IRRIG R IIh' WATER ME1 2 . PEFr CITY S SHT, 2 OF 4 9 1 0' BENI CONC. BLOCKING NEW 7 LF 8' D.: 4.y erizi CONC. BLOCKING INCTAI 1 i IN — �;88EbF 2D.00J1t.. 23.7 OW 25.00 BF LOCATION ,5 CO INCREMENTAL AREA A RuN- OFF COEFFIC. C ' AC E AC TIME.OF CON- CENTRATION TC RAINFALL INTENSITY I RUN -OFF O (E AC 1) PIPE DIA. SLOPE VELOCITY AT DESIGN 0 _ENGTH FLOW TIME IN SYSTEM UPPER ELEvATtON LOWER ELEVaTtOU HOM TO ACRES MINUTES INCHES /HR, C.F.S. INCHES " F. P.S. FEET MIN GROUND iNvERT GHOur4D INVERT 1 0 11 1.06 0.6 0.63 0.63 10 1 -6 . 1.02 8 2. 14 5.5 95 0-25 full Capac.•17- 2. 1 cry 1 0 - 71 0 - 85 0.60 0.60 10 1.6 0.96 1 - 1 /9 8 1 - 5 4.2 104 0.4 % 1. 6' 6 F . 3 0 - yo 0 - 85 0 - 314 0 10.'!/ 1 .58 12 1.0 . y - g 9p 10.2z " " 3.9 . cis 1 y 5 0.19 0.47 0 .85 ( 0.85. 046 040 0 16 0- 56 10 10.2 1.6 1.6 0.26 0.90 8 12 ' 1:2 0 -73 3.5 3- 6 36 38 0.17 0.1( 1-5 1FS 3.14 CF5 3' 3 6 ov, 0 -3o 0.85 0 -26 0.26 10 1 -6 0 -4o 8 + 2.0 1 -1. 4 _ 12 0.05 .. 1.9 cr., -7 v 0 -26 0 -8S 0.22 0 -22 1n 1 0 -33 8 ^ 1.0 3 -c5 10 0.05 - „ • 1.3 cF3 } 3.21 11.03 1.52 1 4.88 15 0.5 3 -9 22 - -- - 5•o c,cs . . SW 3. TORM IPE COEFFICIENT CHART FREOtJENCY: NO : 12 ".- REMARKS: .10 y/ : 0. o 1 2. NAME CF PROJECT CALCULATIONS BY: . J00 NO / 2q53 DAT F SHEET 1• OF 1SHEETS 4020/69 00/ :t 06 09 Ol 09 •�^`:�'�:'s� -_■ice OS 017 0 OZ m! =If 0/ .-7 !1,11 : � j L i 1 1 Jf!i'L " /q'.+I.+IB/ ��'' /.i1'i1■■■ ■q N ■ ■ ■N i■■■ , •• RE • -- - �. . : �,. _� �. ,� + r•- : � N11 � ® N ■■ mum ■ ■■m 1 1111■ _ N11nmw �N■N11■A� NN ■11NN --- iw •aa� .sssaars m11■■1111a■■N■■N !t ■ ■ ■ ■ ■■!■_ ■r -_ // ■tails _�■■/ss_a�-�■■ ■ ■■N■N ■ ■N ■ ■■® 1 ! N■■ ■minsu ■■ I. -.. ■na--==- NM=-- �•iuU.:�'4 aAm ■■m■■ 1 ! I - NNN■ NsiimmE ■NaNw : ■ w V■r/ �Wr-o! ■ ■ ■N■■ 1 ■ ■ ■N■■11■■■mam■ ■mmm■m■■m■11 ---v■ • me ° gin ni� M me ■■■■ .....11NN 11NN ■NN N■■■■■■Ia■■\i .■��N. - i■11 ■aNNN.■�11 ■11 NN■■■ ■1■N■FA■■1.�►.� ■ ■■■ ■■■ ■■NN■m■■■■■1111N■ 1111811aa■ aam■V/■IIImmEla►io■■►_ �■a■o■ •■1111x■ ■N■N■■■■N■■■N■■■N■N■■ 611110 ■■NN■ ■•••■mN■■,i■■Ni■■■■m •a - � ■■■• •`■aN ■1111■ ■ ■ ■N■ ■ 0■NN■ NN■ BnN■ N■ ■■■ N■F<N ■■r/NN►IN■BsON111.1■■110■■a■■■ m■NNN 11m11■ ■■N■KIIIIM /mWA■ ■r1■►U■R` WENT MINIMN ■■NNN11■NNNW■ IIFa►a■■p ®■■►/OR7■►0M■ ®■N■■ ■11 ■■I•A ■11I■N■■`711►11•`a■a ■aaaa ■ ■ ■ ■ ■ ■ ■ ■NN 1111 ■■■■m■ : altroIB JN■ ■N■ ■■11■■N►A ■Mn ■ o •••••••••••••••••■ ■■■11■ ■ ••••••••••■■ ■ N■rmni ■■N/A %��IBE mN■■■■■N■11WN■■■■ ■m ■a - 7C�JN11■'B■■1111� mmm■■NmN■■■ ems ' ; : N !■a ®■r�a■■► r 1 ■ i ' 1 N■■NNN ■■1111N 1111■ i111111■ ! ! ! + ! '..Glt11i•� ]11N■W�NBm.�A7■■N • ! � , 1 ; -1 ■■■N■■■ ■■■ ■N■m■■� ■ ; . : : i -■a11■9■■■®11� •NmvANN■N■.V►�■■■a N ■N•■■■ ■N11 ■ ■■■N ■N •N■■■11■■■11B■N■■ r` «-' •'�■riLGfIB�sx TA67:aNNNNnvm■® ■ ■■N■•■■ ■•••••••••••■N■N■■■■••• ■ NN■■N11■NN■■■N■ ®■NN•M Nm■m• N ®a•N■•NN■• •am■N•N■ m■N■m■■■■u�_— t I I I N■ N■■®■■■■ NN ■■■■■N■11■m■N■■11■■N■■N ■N ■N■■Nm11N •1111■ ■■■■ ■a■ ■N ■■d ®, ! ■N■■■■■ ■■■■�N11■mN■■mN■ ■ ■NN■■N■■ ■■S■n■■a■N■■■N.aN■■ •••••••11•1111111 NN■11■NN■ ■N■■ ®m■■■ ■■11∎11MWM ■N ■■■■N■ ■■■■NN■■m■®■■■NNN■N�■N ■N■ ■ ••••11111•11•M••11 ■N ■NIE RN■N1111■ NNN■ ■■■N ■■ 1111 M N■N■NNN■ Ns■■■■a ■ ■ ■N ■■ ■N 1 ' ! ! 1 •N■■NN■■ ■■ ■1111■••••••••■1111■■ ■■W m■11■NN ■■ ■■ 1111111••••••••••••••••••••••• 11■■mN■ • ■N■ m ••••N••N •••N •• i 1 mmN ■� NNN■■ ■ ■ ■ ■■Nm ■■■�N■N ■■■■■ 11■NN ■ ■■ ■11x111111••1111 W1111 ■NNNNN ■® ®iNNNm■■■ ••••••x111111••■ m ■Naa■ m ■NN■■ ■m NW ■■■ ■ ■■WN ■N ■■ ■■■ ■■■ N■11Nm ■ ■N m■■ 11■■ Nm ■11■ ■■■■N■■mN■m11 ■■■NN ■N■■ ■N■■N■ � i 1111 ■11111111111111••11•••• ■ ■ ■••••11,1111111.11••••••••••• NN11NN ■ ■N ■1111 ■ ■N �■ ! 1 a ■m■■■■mm____ ___ ■ ■m■■■ ■■■11■■11■■■■ •■ N11■■■ 11N■ NN11■■ 11■ ■N ■mNNNm ■NNNNm■■ ■a ■m■ ■ ■ ■ ■m■■■m■ x11 ■ ■■■■■■■N■■ masiummur 11NNNN■■■ inimma ■■a■11 ■1111■••••■•• ■11 ■N■■ ■ NN■NmNmmN■■■11■■ ■m ■ N■■NN■■■■m■■m NNN■■ NNN1111NNN ■a■NN11■ ■■11■■a ■■N■11■NNN■■ ■Nm■ 1111 N■m ■■N ■••1111111111••■ ■Naha■■NN11■W ; ! 1 1 : ' ; : �N►'■ ■■ ■mN ■ ■a asm■11a 1111 ■a■ ■ ■__ : ! 1 I i � a p GN■11N■■ NN■N ■11■ ■i11Wa■ ■aN■_NN■ ■NNN■N 1 1 I .. + : ■ a■ ■g1111■11NNmm ■m11Nmm ■ ■ ■N ■■ mNN ■ ■■W■■ ■N011N ■■■ ■ ■ ■N ; N 1 1 i,■ i ■NN ■m ■■ ■mm ■N ■■Nm ■ ■ ■ ■ ■m■■ ■1111 t 1 1 1 I 1' 1 t i 1 1 1, N ■N ■NN ■11■■■■ MIME 1H�1111 i i 1 1 1 1 1 1 1 1 1 1 1 , 1 L't CC.11 • • C. L�itP f�■ ir« i . l':�C.ri:dt■I�'�L'lL:R11 ■ ■ ■■■ N m 11N■aNN11m■■ ■ ■mNa a ■N ■■■■■■■■ 1==••■■■■■ N ■ ■ ■NNaa ■ ■Ya ■aa1 ■ ■ ■ ■ ■N ■ ■ ■a ■N ■m ■■ ■■ ■ ■N ■ ■■■■■/NN ■ ■ ■ ■NN ■ ■N ■N ■■ 1111■ ■ ■ ■■N ■N■■■ ■N ■■■N ■ ■ ■■■■■ ■■■N■ NNIMi■ aamN11■N ■ ■NNa ■NNN ■W a ■■■ a■■ a■■ a■m ■ ■ ■ ■ ■ ■a■ ■■■ ■ ■■■ ■■■■■N■N■■■• I i■■ W11■ NN■■■■■■■ NN■■■■■ NN■■■■■ ■■■ ■ ■a■N ■ ■N ■ ■ ■ ■N ■ ■NN ■■N ■■NNa■ ■■ N■■■■■■ N■■ N■■ WN ■■N ■ ■ ■ ■W■a ■ ■W ■ ® •• ■ ■NNNN ■ ■ ■ ■ ■N ■ ■■ ■N■ ■ ■11N■ ■ ■ ■ • ! ■m■ ma■■■mm■■!-4t.wA - . La■17I.YACII./.TL J -, ■a■■ ■ ■ a■■ N11■ 11N■■■ ■11■11N ■ ■ ■ ■ ■ ■■■N ■ ■ ■■ia/ifiisk•Idh N■ YNllmiailiid \ii■ ■ ■ ■ ■ ■■N■ ■ ■ ■ ■Na ■ ■aN ■•• 1111 m■ am■ a■■■■■■ a■■■ 11■■ ■ ■ ■ ■ ■■11N■aN ■m.'1 ■ ■ ■ ■ ■ ■a ■aN ■N ■NN •■N■ ■ ■NN■ UNDEVELOPED LAND Wocl F, Forest 0.05 .0.10 Sparse Trees t; Ground Cover 0.10 0.15 Eight Grass to Bare Ground 0.15 11.2(1 DEVELOPED AREA Pavement 6 Roofs 0.90 0.90 Gravel Roads ti Parking Lots 0,75 0.80 City Business 0.85 0.9(1 Apartment Dwelling Areas 0.80 0.85 Industrial Areas (Heavy) 0,70 (1.80 Industrial Areas (Light) ... . . 0,60 0,70 Earth Shoulder 0,50 0,50 Playground 0.25 0,3() Lawns , Meadows 6 Pastures 0 . 2 0 •0 . 2 5 Parks & Cemetery 0.15 0.20 5/79 TABLE RUNOFF FACTORS FOR STORM SEWERS SINGLE FAMILY RlSID)EN'l'IAI., (Dwelling Unit /Gross Acre) 1,0 -1.5 DU /GA 0.30 1.5 -3.0 DU /GA 0.35 3.0 -3:S DU/GA 0.40 3.5 -4.0 DU /GA . I I 0,45 4.0 -6.0 DU /GA 0.50 6.0 -9.0 DU /GA 0.60 9.0.15.0 DU /GA 0.70 18 FLAT 0 . S % ROLLING >S% V : 111_: 0.020 100'/r Flo T 4 o h , r ,o 3 h P li h .0 cD(1 /00 Vr. riood 2 16.72 +0.6 = 1755/cc1 gpfirme. 25o L.r. 36 P'Pe 4Pp 5e r/7ou //ic'� 14e4Or , be n.vec,, F0,61 Q,d 0 —02/ , 0 � r . ... >� V, / p , + 2, k . I _ ?.!9.1 i Q = No -cF5. P' M -m .siµs) qo ---- -- 5...66 .. Ft ss e c .7.07 250 5.6 0. $ jeer 3 (2)(32.2) 1=0.0 For 4-... c m F.r 6 le .60 aQ �_- EL, : 17.55 4 _ dale designed by drawn by scale checked by approved by Fostoria & Gilliam Creek Basin Drainage Stu City of Tukwila ICC1V1 Kramer, Chin & Mayo, Inc. ...••• .!' ' . 7. 11; •. •, • Fostoria & Gilliam Creek Basin Drainage Study City of Tukwila • • ,•• : . . •!•• • •■••■ • • • • " t t • ••(.: )4•!. 4 *lit .0 • • ' s • • • • • • • • . • „••.. . „,y/ , •. • •• , (4'; • I. ▪ • A”. •..OW is 4 • • 4. • • • # • • si . . •• • • N. ' • 4i /i/ ' .. ....*. ... L. • 4` f.' , ... . ..... . ...1 :- ' * ' . • . ' i i ........., le r . • • • • ,,,*.' •.). / • ...: 49,,,„ , . rdp• . P., . • ... Nil/ • 7 • • : •::::•••....;•••"' .... " ••,,! V., c"'" . ; 0 tv•tilto ,./P'"'"•ftwho•,06,_......""."'.4*"*"4'.. • 1 (0/4/, . ' .. .'": • . - '•:". • . .."-.....".... ‘,,,,• ....-- .. Fostoria Basin Common Improvements • 10 0' 1000' 1/0 /1771, / • • ' • • • .. • •77.1Z=t,•....„ •■41 •• •• * 11.* * *. i" • ■•,....1: • h47 . 4 0 0.• 7•••/,4 ?it., • • 4.-• - Met • • • .4.0 • • .; 100 — ; • ••,`. A • 4 . 7 . • 1 1 1 : • ...:;;;;).;111t 4: A 01/11; •• 4 4": r • • . 4 ‘1.9 •;1' • . • • , . • • ••• #1, • . „ • •.././ • • s', •• • - V% • "•"" Le gend ....... V.; 1.// 4 f • • • • 6.••,•:•'/.••":!•••':•4 „ ..;:,A , A , ....„ 4 U .• • g .7%, . • .// .1 „ 170 cfs Peak 25 Year Unrestricted_ i• Runoff:'•,,,,..„li • • • • • —•• • • ' .1 • • ••. k.; ••11 • • a • * 10 /.. • p . • • • : * I • * • ' Z • ' • • • • • • ; ; Common Improvement •,. Outfall Lo6atfon in Drainage Route Number 2' • .icy • • • • /- • • • •-• • • . g 4 " • . . .• , , • . • P / • • • • ,• , : • s 1 * • • (... sr: . " * "^- 1 a** Vilitl111111111 [1111111 k:kw • • •.. • •-,••• • . . t. • .,,,.. . • • I • ••••., , • a • • • 1,•• • • • .1. I • . • •• „ ar. ...• • . • • • • /•\/ • • , • . .* \•,/ ••‘ „.,•• • a l} • „ •••••• • 4.1 /* • • , 4 ' .1 • I • • • • f• 1 * • ••• • ''•• • • •****. ••• • • "I. ft/ . b iPk" ' . .• ••,:•.. • ; •• • fl 1 /./ • • • • •• . • ` • Islit • • • •• • .1 „4' 4 „ . '• • :s• *:.•*•.`•:„` • 1 •:• „ . ' • * • " • ' • .*/: • ../' ." /7 ‹'4 • /.7 ." • 4* '4. . . • •, r •••■ •••••••`:' 0 • 1" • I; / *••■ ) • . ....... . Figure 6 h j9 • • / N • 4 J� N.. h / / i 'u o / / Y 1 • ; ,// / �, o i; ' 7/ / _.._ / 1 • / / t. • 'Y . `��\ ✓may • • r 'r,;'\ •. •, .• ' : , • " N • / ^ •fr T .' Li 1 .1 / • ^. . n 11 11i � ���� l ���p� �� l r� � � ri ��i� ;;� �� ■ �w�� i � ° I ����;� �;������:�:i�� � ®q ��� ' "�i�� , ; ;I11�1 �� '��IMIN A �Mi� �1■♦ff.. 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".� `s "> tt %: �•■■ � "aevC4E� � �'•■ � 1 � � .' °"��� � ��Ir11111H�� ���� f 1f111 rti � :1 1 u r n # � %.�� d�< � ■Ae1�1 ' � � � f�,,� � �11� ���1� � ';1���1 � f Ml �� Ii1�� �illl ��;:,�...A� ys{ � �� ��IIlr�l �r�� �� �n J � :1111 �: III ®l °��!!�11i11 I IA. °�r4 ! � . '1 ■ � �� � I> � ;;! � � •r; � 7■111111�� ; ■rf1� ®� r.11l �� � ��' , �i�i ■�� ■.ii■���t��19� `0 � � a � il�l� � illisi hails iiihN ��a. allinIiiusa I: I IMl�a� r = � � ■■ ���.�r : 11 �� ��� ��. � 1 1)1] ® ®� '� �� ■1 `♦' '11 I i I "CI�'! i •w � ���■ rt ■rye∎ *Qtll ^ f � � � 1 �c ��1 ���..I.�:r � 11 1111 11� - {- ��1��!!III���Ii t�ti ����■ ■:I�� !!•III 1111 ��r���A■ 111 1 � � � £�` <s ~�■ +1 � 1! �� � ���q � alb■ 1�i , �� _ •r �J 1~ 1� 11 � j j ■��s jp �� �iir Iri�tt J� 1 a � � v ° ..■e � .■ «� n . M i ; INI } sntri ��i nifi� 11 1/11/6 ��1M��Nl�� �u�p�6 11' '1� !�a!�!�M� it ii ���r:�1 1ii::1a1 "a � �► �� '��: r����� �� '�����Illgj�'lij a �:::: 'wl l N t ) • . I ' �1/ �� �III1 I ia�� !■ N a��l� �����1�� 1 �1°.�ill � r. � �� � �. �INI II I�111 1 . �.!!l11111 . '■�`w I�. �■.� �I�>mi�lf. ■. lllrr '^° �; +111I �■■1 � a 1 � � \ --- '■gp�Ql � ■ MIII °`, ■� � � .. I Ml1 n ■��� ������ l a l I � � 1 � �� ��� � 11� 111 1 8 16 � ff ��� M� \ � t J 1 1 ff j IIP��rklaor !1�� :��6 IRlilt MI lumI►��� ■ir� ■■ �� � � � : �� f11'ii�l� \'�Illllll �� .�lr.��Ifdaar.�11�f11.r ■. IA.. J�m,.._ '�■ •sip;. ,■ ■11111 ;:�"����1�����r1 " ■ I ll le � 911 i l• `� � i!I!IIII � � l � ' 1� `Iq �� �p� • •� 0�,� � � rft 1 � � of � , yea tienilll��14.410116. ortor �� r or rN� � it► I m iglll8 l8k � 11��1�. t lii n 1��o ���� ■� ■dr�llr,.�: _ 1111111 1 ■rrZ� %`:^ ��1C1 r .�IIIIIIIr. 1 .9 1.0 .9 1.0 2.0 NOTE: Loss of head values derived from this chart are for coefficient of flow C =140. They may be converted to loss of head for other coefficients of flow by means of the following multiplying factors: 1.15 for C= 130 1.34 for C =120 1.86 for C =100 1.57 for C=110 COPYRIGHT, 1962 2.26 for C =90 2.83 for C =80 4.82 for C =60 FRICTION LOSS OF HEAD COEFFICIENT OF FLOW C =140 Derived from the WILLIAMS and HAZEN Formula. Transite Water Pipe has a coefficient of C =140. Because of Transite's asbestos- composition, this initial high flow capacity cannot be reduced by tuberculating water chief cause of loss in carrying capacity. This helps maintain the carrying• capacity pr for future requirements and is an important factor in minimizing pumping costs. (Volumes in U.S. gallons) LOSS OF HEAD IN FEET PER THOUSAND FEE LOSS OF HEAD IN FEET PE1R THOUSAND FEE • ��� 1 1� � ®� ����"'■ i. i il� ICI � �� 11 � � "q �M N1 ■ ���1 ' ���;;�a��a,'�: it i ��ii::� �M t ii �l i L � � � ►����� � ��� � � la�� i� � Yfl! 1�� =1 1 �� �.19111��1111 11 111j�� 4 :r4li • iii ll �l !M� � . ■.�.�1�1111 ..�. �����.�_ fir. d 11 : 1 : : : :il ���pNMNlli " 111 ; � 1 11 III ; hil N� 111: • '�dl Ibi I ll II . ■�,, ■ - Uhl III IIII ' Iii ° t1M11ll �i� 1 1 �. . .. �I,p� �.�, _ _ 11 _ p ��i�r ► II I ■. �111111.��� �i�" ��rr. ..� � I�li ■mr. ►�M■.r.pnllir..r izll MI���.����1 �:. �� � � - � -�� `` . i�r es ' ����Irii►e,l_�������At�M ».._ �L��1111 � i lmti • �� '" ° q�t�l" ".111111 jt► ' � ' �'� ' �II�� r 1 � � ° 1 1 11 ''1 �~'� =�1; Y- � �■ 1 •�� .� � At ..■■ I In1 •, �� ��� AhhillillineNNEMCIIIMIMIL � IIIIINII �� � i �• j �id131t�p " III! ( ■ ����'I� � %�I� Q) �� Ili A 111 }y ��������� ®� �I1I�IIt 11 ` tr 1 � ��_��� ���111 Il� ��■ i. _ M ������Ijlll ~ � \� �� a �� � 1 � 1 ��'�'llll . � '`■■x.:1 �� � : : :: : : : :::::l 71:1: '■1: , o�l�������lIC�Illi�iiillll�! ���IPiii�� _��1. �efaN1� IL 111 qq ��� �N�1�111�.■�I:��� ®� ■I�mir�.._ Il�ra■ .11111aE1r ■r \��� \�. C���Ilitlllar. _ .. UM P / IM I �� �6 111141111 il`�, ■c hill i II�I pa -.,;, - �r,,�ININ I�IR Ir � 1��� 11 111IIN111i1 MO ■ � � � � �1 ��I��i. ■.11: @Nlar ��,�� ��rr.�.. �.ri ..�lllGd� ..� ��.rr . w r.11 ill '� �\ �■ � ■ ■ �i� IA�� ��rt��� �� ►•,., • ., �• ■ ■ f i � "'m�aage � 11 /11 c�■ 11 :1 � Y !' ��: a�111 1111.�t7>� 111 , ■� I ' \ 'i � • • ' ■�� ■1 - rl "° mlr� �� •qn - -• .rl - �lrr: � � - -� ■�� -•- a8�— � ■ ■ ■■""';,::: ,Ip � .rll �����iill Illrallidqhfilketmt l etmt M �� � r .billr���� �0���1 111��� ii � ���� �1���� l lll� k � 1��� 1 �� � 1!!� � i %:::� z7 �� �11��:;1�;:1 1 111A1� �" OPP91 ` � ► - e — �■1 A � r��i1 p Q � '�+ 111�� 111 ' "d E �� \■ � °'� �(� "� ■�C .�;/� " p01 •' • ��� Il�� '� •�,'� � �■a� � � ��Il' I I'lllll 1 , a 1 ` 1 ��� .. 111r1 ili , �. 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Ir1 111 111 RilPlithiaNNEENNIERMINIIIUNINIMMIIIIIik ��q � � � ,��r�lIIM111� ��� �� �I�� � ,'��,,. , , , . ,,; ��, ' 7 ` �'rr;�glGsi�OgtlCtlA NNEEN..__ �� II 1���NI ! 11118 , , �1..... ��lltiar��! 1 �IIIIlil1 ■.. 1.111 ..� �:.►_ Irlr �� � I� l� 1119fs��r�... _ •.. �11l7► ».... .,li 1 ra; 11 ` � . "�\ ally ■�� �r �A °� ` 11 f; s �, ��■ � "re ■� r/ •. .■ Ilil '�� ■ 11 Iti " � \r ■!�� � Ott � � �� 1�1 r1 ` `� ■ � f 11 '� �� r •s el 1 i irab .Nli1111r:+r�l IONNEUTO r ini "■ r t� aMINEM �!1, I IIMIluiuf.r n tiger !.�1111nali11.g t� f �� !��011111111i11l! ■■ �, • ■ \� 1 '! i � �\ . `•� ������ r `"�+a � s •r•llli \ ....., � "� � '• ■�11 �\ \ �°�8A`Q ��•r■ ■1111 1 1 1 111 � � • �ill1'�� li�ll�� -���A '�11� t� �* �� � ��' i.l�� jw 1111��A� 1 11�I�f1. oidimpiiiliiiiir 1 �?' 1 !�ionsi�1 ��.!!iII�.r■r: ►. ��•. immummoilimissimaniamono � a� ..� ��111111.�.r■■._l1111m 1111111111111h111111111ININIMMINMRIEWINFRIPIIIIidgL ■ ;;i mp Ilp����� " <<��I�ql "�4 ��4�dl���iiiiul� �(��; �� M �-��� ■■/1, ��� .. ...11,1 � i •i ��'yra,���11111111:��G► n�1r� �I.... 1111ar •:tk'��1��1■..1►. 1�11111�.r■.�_ ��.1� ..11g1������1111 �� ' � r1 IIr1�1 � ■ �� ■4.IrtU��a�. ��� ■� ►` ^ ■us11111����'Illllilil � � ��■ � 111111 ii���11�R�� iMl iiiii !� I IIII��IIME II. IIIIMI 1� niii111ii�INNU '.��'i11!��MO 1 Illll IP OID 1- 1111111 RI EM �I N� NIA IPI 1 � t 1 1� � - r.w■ 111 �'r�.11111 111111g 4iiiaiiiiiiiiiiMiligitFEIMME �1����lrii�l'11a111 �� w� ■■ ������� �� �� IINI 1 '1 N ■ ��■ � N � '�.,� I�11� �1�1�N ff :: �,,��� ����.I ,���� . �� � ��11 ! ' �'I ■ iii Iiilriil►,■iiiiiiil ► iiiii fill P i Ni �igi111� � i Ili.: i11111111 _ iti' iii Ir+�Op r'��i� •- � �I M # l�le► r .. � �, � �� � 111 . 11�. :�:,�... . '. �� '��, r •Cij 1 � l''�� � � t.:■ ■ ■, r�ll�� 'Ca■■rll 11111 IVIIIIIIMMINIENNIMPONAIII �pR1 er ��Ip �rr�tl. ;`�:� � e 1 �; ���C1�����$ � �_�' i ` � Q ►�� ��■ t. � � � I� � ■ � �11� N�� °�11! !I CN�iiiil��'�1���,��� ►rliii11111':�I j'1 1 11111.1 11111 caiI 111 I i1 �4a�� EN 11 1 P 11111 •.11 �Mr�11r1��L�1111111rr.1! 1����i.r >: �1•• __��� � Iii I�II��s.. �IIIII 1 •��!!!! '�.. �.gg� ►� 1p. 1 ,� 111111�■rr.. 11� .r■_.����11<f1r�� ■... 11tl��rrr.1�litar�.l 1 30 40 50 60 70 80 p0 r coefficient of flow efficients of flow by C =90 C =80 C =60 FRICTION LOSS OF HEAD CHART COEFFICIENT OF FLOW C =140 Derived from the WILLIAMS and HAZEN Formula. Transite Water Pipe has a coefficient of C =140. Because of Transite's asbestos-cement composition, this initial high flow capacity cannot be reduced by tuberculating water the chief cause of loss in carrying capacity. This helps maintain the carrying•capacity provided for future requirements and is an important factor in minimizing pumping costs. (Volumes in U.S. gallons) LOSS OF HEAD IN FEET PER THOUSAND FEET OF LENGTH LOSS OF HEAD IN FEET PER THOUSAND FEET OF LENGTH NOTE: Diameters derived from this chart are for coefficient of flow C= These may be converted to diameters for other coefficients of flow by means o following multiplying factors. 1.033 for C= 130 1.063 for C=120 1.142 for C=100 1.100 for C =110 30 SO, 60 70 80 90 1.185 for C =90 1.261 for C =80 1.365 for C= 60 ITEM NO. DESCRIPTION & DIMENSIONS QUANTITY UNIT UNIT ICE TOTAL Su3 .3 .._.. - �_� __ .._......._...�____...__.._...- ....... ____�. . - op C. t. s • -. 2- Li Coo .. .. .... 3. 3 . (b6 - .....4'I) 00 .." - r-6',94. .ITEE i"c? . _2.(1.iAC6 T. i:v -Lik(r . GIaTC.. -._ 4.4.... O-T 5 (. . ... . .-- I _ .. 13 D r T U 4 r,I 7 iCOVErM.0 . r5 - . . T t i o M 4 1 3 0 0 . T _ _ . Av& .z, ..To..... t33ti °._ 5.c., cLe. ) -4 � LA .__ .: iti .i.r' .wr _.._.... . ..... ,. '.00' 'zs'O C 1 > g. Ls 3o . 19 Sao ' I g 2.0 ` , 2I 1 .. -:.0 L:vc✓Lt-..I ..e. S.,E M E fo '.. w/ - - -. _ -- __.___ �, 14 Tr :- ? .H�NV.._ r+BovE .. ...._.- __ . Pn . V E )si- , r - AB ILIt .n0 c_i-kA01-- ) I . M nM . . RIO . 0.)p_____,_ .._ .... . ... .__ ..... . . . . . .± . . r ' : - : __....._._.._ (('ewii L' JC, -_ _... -3Q . 2.0 -._' - - - - - ' -z.y. • __..:. . � . 1 -- - • .. _ . .2.P. 0. _- -.. - _ ._ /.S:9 .... .i12(. - 2_ 'O . . ,, C7 r ..__.”(...... ..'_ :: _.._ .'-E.O ..._.:200 - ..-- ....1.....'.. .._.... . _, .._ -- ' .. / .. I3o . . 3 . 3 20 6, ' 730 . I _ L S c /-5 !- . c.-.1i ..c4 CY Le Sir' L s .1..5 C Lr ... 4S. L5 L F LF LF S LS F P g `' `� - 86 '': o MayE ' � o p 4 'a- j .2.3 ._.. 2.0 o 1 1 1 Z000 5 la m 4ScD 6,39oo . 22 LI b 0 100 2 -000 7200 I sm . 00 .2000 1 0000 yc9go 12 4 $0 >o7EsS X 25 - 0 1-/ c-_00 * G E\r /ii,i ? ) 6tlE . . i i V - . . . . G LCAti i%< J e ti;.r_AC✓tC >i.... __ _ ...___.... ....7.- : C.rin 10 , ... .7411)tD_ Q !SJ(S fSTA.tBi41.zL9T1 . .. - _. -•- _. _e.:_4 ri.ti• iNG,% E► J CAZI- G I u.G.- _----- ........._.- ...... ... 2%P 2qf? -- -- -- _.. ....- ...- .__- .._ - -. . . . . -.... - PEPc-Ac&.metir of poorL' C_orvdlnoN H(3," * C...uLV t,r 1.k.),.,11 A !Jw . 48" LULV&RT, E o ...... AVEw��T' P A:1 ..N IN,,, r -Ort. A L'v6 SC-_oIN'1Nr *r e .t=o' .GUL.Vc --r -T. . . .....____.._._. - .2Y_1 - -.?1.1._ "- •--_._..__— C1-IA) L TM( ?!aVE- 1.1C.,JT IL r;.!) N/i1X?_ /E hC/ t.:6 1rV.C?......... .... .. .._ ._.. , 3:�. 2L1?'- :fN • .. .._. _ ._.. _..__ .... ...._..._.._._....._._ Ou r1 4 ( ccE / OUT . -_ ._.._.:.- 12.E0ACV6 SETA) IIAA rVT rpto - .. ovr ' ...... cE.G.T O(:- 5oBtiA. - elGe.) pUTFraLL .. -... burrA -Ll_. (2,E:74 ce .4,E i.§ 2C P.... -....- ...... . . ..._._. -. . /6" . . 24" a c P .... - _._... 30" RG P QUTf P e-6.c. 1 4 ) T" „t,. .4 r. rC L Y'' . ..... F LAP, . vATF_ ..... __- .... . tibrz r e:otilr elz rc-rP ... ..._-- - -.... 26 / , sy 14 73s Estimate of Construction Costs Job No. /0`47 - 0 f By: <.�6 Kramer, Chin & Mayo, Inc. Consulting Engineers. Architects, Applied Scientists - 1917 First Avenue. Seattle. Washington 9801 Phone (206) 447 -5300 Project - 1 - 4 Da A-f &JAG E. Subject Sheet of g On w1 PnOv6i(-fuvr5 Date: 1 O /8 &S Chkd By. Date SUMMARY OF MINIMUM DESIGN CRITERIA FOR CITY OF TUKWILA COMPREHENSIVE DRAINAGE PLAN 1. Reference Datum: King County 2. Reference benchmarks shall be per King County records and so designated as to identify number or name, location and elevation on the plans. 3. Storm drainage systems shall be developed per Flood requirements of DOE, per 100 year flood elevations supplied by King County Surface Water Management for the Green River, if applicable. 4. Detention formula: The Yrjanainen and Warren Method will be used to determine the volume requirements for storm water detention facilities (see attached). 5. All storm systems within the City of Tukwila not directly related to the Green River shall be designed per rational formula (CIA), 10 year, single event. MINIMUM Retention Requirements 1. Direct discharge into the Green River is preferred over retention. However, when the downstream pipes storm drain- age system is not adequate to allow direct discharge, reten- tion shall be provided in the system, either surface or subsurface, per King County Standard Requirements and Design. FLOOD. Zone Control Permits 1. Where the development is'constructed within a recognized flood plain per the firm maps on file with the City, the City's flood zone control ordinance, and the DOE flood zone control requirements shall be ; met:. DESIGN Requirements for Storm Drainage - Pipe. and Appurtenances 1. Pipe less than 12 diameter shall be concrete per ASTM C -14 . Class 3. 2, Pipe 12" to 15" in diameter shall be concrete per ASTM C -76 Class 4. 3. Pipe 18" in diameter and larger shall be concrete per ASTM C -76 Class 3. 4. Ductile iron pipe and fittings shall be Class 50 with 8 mil polywrap per AWWA C105. 5. For private developments only corrugated metal pipe and fittings shall be 14 gauge minimum - galvanized steel with Type 1 treatment coating and /or aluminum and / 201ECNE coated steel. ��[[���� FEB -3 1926 .. 4 11 ,..4• .L. ••• .., ef 3.1. • •••• ■ _ . . .1" .. stnn.... . - 4, 1 =Cr.:A ; ;' • 111.7 r 2 ... . _ • 7. i - t. .1 * • . .,... 4.;,4.0 , 44.rit , , 0 ,.... ;i0.4 44 4 p . .....4 .,,yr v _ r i.f : 13.?1 , 4 5e4 4 ”.. -4- 1;4 .*:.,..5.„tr...p . ,t i . ‘ 1 . ,..-1--_ , ..c 4 - ,..„4 . .. „Al, ..4 . _ ' . .. ...__ __ . 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L L � L L L L L SHAMROCK CENTER 47TH AVENUE SOUTH AT SOUTH 134TH STREET TUKWILA, WASHINGTON JOB NO. 886 -26G j AN ` I iJ 1 9`O 1 • L { Table of Contents Project Description Page 1 Scope Page 2 Site Description Page 2 Subsurface Conditions Page 3 Seismic Stability Page 4 Ground Water Page 5 Laboratory Testing Page 5 Conclusions and Recommendations Page 5 Seasonal Working Conditions Page 6 Site Preparation and General Design Considerations Page 6 Auger Cast Piling Page 7 Slabs on Grade Page 8 Paved Areas Page 8 Loading Ramps Page 10 Utilities Page 10 Drainage Page 10 General Page 10 Appendix A Test Pit Location Map Appendix 8 Test Pit Logs Appendix C Laboratory Test Results WIN Pacific Design Associates 4039 21st Avenue West, Suite 102 Seattle, Washington 98119 July 11, 1988 Job No 886 -26G CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 KIRKLAND: (206) 821.5080 SEATTLE: (206) 525.6700 Attention: Ken Chin Reference: Shamrock Center 47th Avenue S. at S. 134th Street Tukwila, Washington Dear Mr. Chin: At your request, we have conducted a subsurface soil investiga- tion at the above referenced site. The following report presents our observations, conclusions and recommendations. PROJECT DESCRIPTION We understand that the proposed project will consist of three (3) large concrete tilt -up, office - warehouse buildings with concrete sl b-on-9rade floors. A site plan dated 6 -14 -88 •and elevations dated 6 -15 -88 (P.D.A. 088 -5047) were provided for our use. We understand that the Healthco and Pacific Western Agencies buildings will utilize a ramp down to a dock -high loading area. We under- stand that the warehouse portion of the Pacific Western Agencies Building will have floor loads of approximately 600 p.s.f. A covered storage area is planned adjacent to the north side of the Pacific Western Building. The storage area will have floor loads of about 600 p.s.f. also. The floor loads of the Healthco Building will be 150 p.s.f. As we understand it, a total of 10 to 20 heavy trucks will visit the two buildings each day. The O'Sullivan building will be used as an office and a heavy equipment shop. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 2 CASCADE GEOTECHNICAL SCOPE The scope of our study was to test the subsurface soils of the site and to present conclusions and recommendations regarding foundation design and placement, floor support, drainage, fills and pavements. Our field work included a visual reconnaissance of the site, the excavation of six (6) backhoe test pits and the drilling of three (3) test borings. The test pits and test borings were located in reference to the proposed building locations shown on the site plan which you provided. The test locations were limited by the single family residence in the northeast portion of the site. In addition to our field work we have reviewed a previous soil report by our firm dated June 3, 1985 which was done for a different project proposed on a portion of the O'Sullivan site. The previous site work included three (3) test borings and fifteen (15) test pits. The test pit and test boring locations are shown on the site plan presented in Appendix A. The test pit logs, test boring logs and detailed soil descriptions are presented in Appendix B. All eleva- tions mentioned in this report are referenced to the existing grades at the time of our site visit. SITE DESCRIPTION The site is located in Tukwila, Washington, northwest of the South 134th Street, 47th Avenue South intersection. The majority of the site is relatively flat except for the far east side which slopes gently up to 47th Avenue South. Two (2) old abandoned buildings are iodated in the west half of the site. The larger structure is an old, wood frame warehouse with a July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 3 CASCADE GEOTECHNICAL dirt floor. The smaller wood frame structure appears to have been used as an office. The area east of the existing wood structures appears to have been used as a parking and driveway area. A large, concrete tilt -up building (Far West Paints) is located adjacent to the west property boundary. As we understand it, the adjacent building area had been filled and pre - loaded. A small asphalt paved loading dock is located on the east side of the old parking area. The eastern portion of the site is slightly higher in elevation than the rest of the site. The east side is vegetated with thick grasses and small trees. An existing single family residence is located in the northeast corner of the site. SUBSURFACE CONDITIONS The site lies within an area that has been geologically mapped as recent alluvium deposits underlain by overconsolidated glacial till as described on the Preliminary Geologic Map of Seattle and Vicin- ity. The soils observed throughout the site appear consistent with this classification. The test pits and test borings showed that most of the southwest half of the site has been filled. The uncontrolled fill varied in thickness from two (2) to four (4) feet. The test pits and test borings in the northern half of the site showed organic silts at the surface. The organic silt unit contained occasional layers of fibrous peat. The thickness of the organic silt unit varied from fourteen (1) . feet in test pit 1, to three and one -half (3 1/2) feet in test pit 8. Fill material was found overlying the soft organic silts in test pits 9, 10 and in test pits 16 through 20. CASCADE GEOTECHNICAL July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 4 Below the above described materials a five (5) to eleven and one -half (11 1/2) foot section of very soft clayey silt to silt with interbedded layers of peat was found and described in test pits 2 through 11, test pits 16 through 19 and test borings 1 through 3. Just beneath these materials, a loose, fine to medium - grained sand with occasional red flecks was encountered. This sand represents the basal Duwamish River Alluvium deposit found on the site. Most of the test pits were terminated within this sand. The sand was found between thirteen and one -half (13 1/2) and fifteen (15) feet below the existing surface elevation. The sand was between one (1) and five (5) feet thick. The six (6) test borings drilled during our site investigation extend through the Duwamish River sand into a layer of glacial till which varied from four and one -half (4 1/2) to eighteen (18) feet in thickness. Test borings 2, 4, 5 and 6 were terminated in the till. In test borings 1 and 3 the holes extended through the glacial till into a fine -to coarse- grained sand. These test borings were terminated in this dense sand. This sand has been interpreted as being part of the Older Sand Formation. Seismic Stability The seismic stability of the alluvial soils is poor. Moderate seismic events may cause the soils to liquefy and /or consolidate under load. were moist to saturated. Most of the materials examined and sampled during our site investigation are moisture sensitive and drain poorly. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 5 CASCADE GEOTECHNICAL GROUND WATER Ground water seepage was encountered throughout the stratigraphic section of this site. All materials sampled above the glacial till LABORATORY TESTING Several tests were performed on soil samples in our laboratory. The soil samples were obtained from test borings 4 and 5. The laboratory testing included twelve (12) moisture content tests, one (1) sieve test, two (2) tests for percent passing #200 sieve, and two (2) Atterburg Limits. Laboratory testing was also performed for our previous study. The results of the current laboratory tests are presented in Appen- dix C of this report. CONCLUSIONS AND RECOMMENDATIONS This site has very poor soils and will be difficult and expensive to develop. The proposed development is feasible if all our recommendations are closely followed. We understand through conversations with you that the maximum tol- erable settlements are one - fourth (1/4) inch in ten (10) feet dif- ferential, and three - fourths (3/4) inch across the buildings, ex- cept the covered storage, where one: (1) inch of differential settlement can be tolerated. The surficial alluvium deposits ob- served throughout the site would undergo very large settlement if 'buildings were placed directly on them. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 6 CASCADE GEOTECHNICAL Pre - loading the building areas does not appear feasible for any of the proposed buildings. The proximity of the Far West Paints building would not allow an adjacent pre -load; the existing build- ing would be badly damaged. The very high warehouse loads combined with the light office loads in the Pacific Western Agencies build- ing would result in long term differential settlement of several inches, even if the site is preloaded The large difference in thickness of organic soils under the O'Sullivan building would also cause substantial, long term differential settlement. We recommend that all building and floor loads be supported by reinforced auger cast concrete piles. Treated timber piles are not recommended for this project. Vibrations caused by pile driving may cause settlements to occur within the neighboring Far West Paints building. Seasonal Working Conditions The surficial natural and fill materials encountered on this site are moisture sensitive. We do not recommend initiating site devel- opment during wet weather conditions. Additional site develop- mental costs could be incurred during wet weather conditions and greatly increased difficulty would be experienced. Site Preparation and General Design Considerations Placing fill over the soft silt, clay and peat will cause settlement of these soils. It should be recognized that settlement of parking areas and sidewalks adjacent to buildings on piling will be noticeable, so provision for utility connections, sidewalks or other features to accomodate settlement should be made. Generally settlement will be proportionate to the fill thickness, so large fills will cause much more noticeable settlement. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 7 CASCADE GEOTECHNICAL Raising grades has the advantage of reducing cuts into the soft wet subgrade. Thicker fills will improve the pavement subgrade. Leaving the sod in place would make it easier to stabilize the parking area subgrades. We should be asked to review and comment on the proposed grading plan for the site when the plan is develop- ed. We recommend that trees, brush and all existing buildings be removed from the site. Any subsurface structures that may be encountered during site preparation should be removed and backfill- ed with imported fill that meets the following gradation. The fill should be placed in twelve (12) inch loose lifts and com- pacted to 90% of the ASTM D-1557 maximum dry density value. Due to the sensitivity of the surficial materials found in the northern and central portion of the site, we recommend the use of wide track equipment and "arms length" excavation techniques. Special consid- erations may be required for equipment access and loading and un- loading of trucks over the soft and yielding surficial soils. Auger Cast Piling Sieve Size Percent Passing 4 inch 100 *4 25 - 75 *200 5.0 maximum. Based' on the fraction pass- ing the 114 sieve. Fourteen (14) inch auger cast piles which penetrate a minimum of five (5) feet into the deep, medium dense to dense, silty sand with gravel unit and are a minimum of ten (10) feet long will support July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 8 safe net working loads of twenty (20) tons each. Higher working loads per pile may be achieved with deeper penetration into the dense material. We anticipate that the auger cast piling lengths will vary from a minimum of ten (10) feet to approximately forty (40) feet. The loads above are adjusted for down drag forces imposed by consolidation of the upper soils. They should be reviewed after grading and construction plans are prepared. It is very important that we observe the pile installation to confirm that adequate bearing is reached. We recommend that a minimum grout strength of 3000 p.s.i. is utilized to help insure pile quality. All piles should be reinforced as specified by the structural engineer. Slabs on Grade CASCADE GEOTECHNICAL We recommend placing a minimum of four (4) inches of free draining material below the slab floor to act as a capillary break. The free draining material could consist of a clean sand or crushed rock that has less than 5% material passing the #200 sieve, based on the fraction passing the N4 sieve. We recommend placing a vapor barrier between the slab and the material used for the capillary break. If desired, one (1) to two (2) inches of sand may be used on top of the vapor barrier to assist in concrete curing. Paved Areas We recommend that all work in paved areas take place during dry weather. Due to the moisture sensitive nature of the on -site soils and the highly variable nature ofxthe fill and native soils, we recommend that all work in paved areas be observed by a repre- sentative of Cascade Geotechnical so that additional or alternate CASCADE GEOTECHNICAL July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 9 recommendations can be made. A minimum of about two (2) feet of gravel will be required to stabilize the subgrade. In many areas the existing fill is stable and may not require additional fill. The fill should conform to the specifications in the Site Prepara- tion section of this report. Fabric should be considered to help stabilize the softest areas, especially if the grass is excavated. The variability and consolidation characteristics of the alluvial soils found throughout the site will affect the durability of the pavement on this site. Some settlement and resulting pavement repair should be expected. Therefore, we recommend the use of a temporary pavement section which can be easily and inexpensively repaired for one (1) to two (2) years. After this time period, a conventional pavement surface would be placed. We recommend that the temporary pavement section consist of a mini- mum of twelve (12) inches of 1 1/4 inch -minus crushed rock with a chip seal surface placed over a stable gravel subgrade. Prior to the placement of the crushed rock, we recommend that all proposed paved areas be extensively proof rolled with a loaded dump truck to reveal any soft areas. All soft areas should be sub- excavated as determined by the Cascade Geotechnical representative and replaced with a geotextile fabric and 1 1/4 inch minus crushed rock. Stabilizing the subgrade will require a substantial amount of field engineering, due to the highly varied conditions. We recommend that the permanent surfacing consist of a minimum of three (3) inches of Class B Asphaltic Concrete meeting WSDOT specifications. �, CASCADE GEOTECHNICAL July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 10 Loading Ramps The loading dock ramps will almost certainly require excavation into the soft native soil. We believe fabric and about three (3) feet of crushed rock will be required to provide a stable subgrade in this area. Utilities Utility lines which are small and shallow may be supported on fill, but some settlement should be anticipated. Deep or settlement sen- sitive utility lines may require pile support. Utilities should be backfilled in accordance with the fill specifications contained in the Site Preparation section of this report. Drainage We recommend that all roof downspouts be tightlined away from the building to a suitable drain outlet. Perimeter drains, bedded and backfilled with pea gravel should be placed around all buildings. General It is especially important that we be engaged to review the plans when they become available. We should also be engaged to work with your design professionals in the development of these plans. We recommend that we be engaged to observe site preparation, the placement of auger cast piles, fills and the construction of the paved areas. CASCADE GEOTECHNICAL NV July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 11 We expect the on - site soils to reflect our findings= however, variations may occur. Should soil conditions be encountered that cause concern and /or are not discussed herein, we should be contacted immediately to determine if additional or alternate recommendations are required. This report has been prepared for the exclusive use of Pacific Design Associates for the specific application to the Shamrock Center project at 47th Avenue S.E. and South 134th Street in Tukwila, Washington in accordance with generally accepted soils and foundation engineering practices. No other warranty, expressed or implied, is made. Thank you for this opportunity to be of service to you on this pro- ject. Should you have any questions, feel free to contact us at any time. Sincerely, CASCADE GEOTECHNICAL er Ge•rge E. mb, .E. Principal Engineer n C. Sadler Engineering Geologist JCS:lal APPENDIX A • APPENDIX B T P - t Soil Description and Classification T. P • 2 Soil Description end Classification 0 - - - - -10- O- 14.0' ORGANIC SILT t PEAT; GRAY TO DARK O•- '" - w5 ' -, - 0-5.5' ORGANIC SILT: DARK BROWN, LITTLE PEAT, DROWN,TRACE SAND, TRACE GRAVEL„ LOCALLY THICK LAYERS OF PEAT, Ofl4LR• WISE SILT INTERBEDDED WITH THIN IAYQ O PEAT, SOFT, MOIST TO WET COL-Pt 5.0' HEAVY GROUNDWATER SEEPAGE. ; =WHING ASSOCIATED WITH HEAVY SEEPAGES. 1 1 I - 1 " TRACE 6MVP L., DAMP TO MOIST, SOFT (OL -PT), • ' 5.5-15.0' CLAYEY SILT TO SILT; GRAY TO BWE BRAY, WITH ORGANICS, INTERBEDDED WITH LAYERS OF PEAT (ML-PT). 13.5' HEAVY GROUND WATER SEI�lPAGCS. -15—, - _ : : ::.: tttt : :ia :A.,4 °ti ts t: 14.0 - 15.'5' 5ANQ; GRAY TO DARK GRAY, FINE- TO ` MEDIUM- GRAINED, TRACE SILT, RED GRAINS, ANGULAR,SATURATEO ESP). •is •/. _ - .,.,,��. " if } ' '' T Q` IG 5' 15.0 -16 SAND; 6RAY TO DARK GRAY, PINE- TO MEDIUM•13RAINED, TRACE SILT, RED GRAINS, ANWAR,WITH THIN IAMINATTONS OF SIM SAND,SATURATED(SP). T . X155 p . N otes , GROUND WATER SEEPAGES DEL W 3.0' N otes , blecur D WAT SEEPAGES BELOW T P • ? Soil Description and Claudication T. P • 4 Soil Description and Claudication 0 0 o- 5.0'QRGANIC SILT; DARK BROWN, LOCALLY I 1 ' 0 • S.O'ORGAMIC 51 LT; DARK GROWN, LOCALLY = -5 PEATTY, TRACE SAND, TRACE GRAVEL, DAMP TO MOIST, . SOFT (0L-1 '' .. •S- :1. t. PEATTY, TRACE SAND, TRACE GRAVEL, DAMP TO MOIST, SORT COL' PT). - -` -,/s! _ - 10 - ' - -Is— %+ ,, 4 5.0-15.5' CLAN'EY SILT TO SILT; GRAY TO BLUE ., 5.0' 14.5' CLA`+'EY SILT TO SILT; GRAY TO BUR `- . ' GRAY, WITH ORGANICS, INTERBEDDED WITH LAYERS OF PEAT (ML -PT). , .� '10 — DRAY, INTERBEDDED WITH LAYERS OF PEAT, SOFT, MOIST TO WET (ML- PT'). 9.0' HEAVY GROUND WATER SEEPAGE. 'IS -0,4 14,5 - I G.O'SAA D; GRAY TO DARK GRAY, PINE -TO ,j.....-'444:7 t. ? 15.5-16.'5' SAND; GRAY TO DARK GRAY, FINE -TO "' "�` - „, I ` MEDIUM•6RAMNED,TRACESIIT, RIDeRAI4.1 ANGULAR, WITH IA MINAT1oN5 OF SILTY SAND,SATURATED (SP). - •' T D Ico.3' MEDIUM•GRAINED,TRACE 51LT, RIcDGRAH4 \ ANGULAR (SP). MODERATE TO HEAVY Gonot4D WATER; Notes, MODERATE TO HEAVY FUND WATER ,Notes, SEEPAGES BELOW 5.5'. SEEPAGES EGLOW 5.0'. TEST PIT LOG -. CASCADE GEOTECHNICAL Shamrock Center A DIVISION OF CASCADE TESTING LABORATORY. INC. DATE MAY 21, 1585 CERT. N0855 -1 6 -26G DwN SY ES DT I CHKD VV JVPR t I! - 5 Soil Description and Clarification T f! • ( Seal Description end Clarification Q 0 0 - 4.5' ORGANIC SILT; DARK 5R0WN,Ot AS0NAt• 1 i 0.4.0' ORGANIC SILT; DARK BROWN TO pROWN, - + . IAYERS OF PEAT, TRACE GRAVEL, DAMP TO MOIST, SOFT (0L-PT), I 1 OCCASION AL tfti .S OP PEAT, TRACE SRAM., MOIST, SOFT (OL -PT), 1 ; -s ue - - N0- - - -'•'!' • _ - - , 1 I 4 -13.5' CLAYEY SILT TO SILT; GRAY TO GLUE - -10- - ... - • - 4.5- 15.0' CLAYEY SILT TO SILT; BRAY To BLUE• GRAY, TRACE GRAVEL, INTERBEDDED ' WITH PEAT- FIdROUS,SOFT, WET (ML- PT). 4 BRAY, WITH ORGANICS. INTERBEDDED � WITH Il�YERSOF PEAT, FIBROUS, SOFT,. DAMP TO WET. (ML -PT). -IS 13.5-14.5'110; GRAY TO DARKORAY, FINE-TO .4 .; cII; 15.0 -16.5' SAND; GRAY TO DARK OKAY, FINE -TO T D 14.5' MEDIUM-GRAINED TRACE SILT RED GRAINS, ANGULAR, W ET (SP) - ,, ., De . IG g , MEDIUM - GRAINED, TRACE SILT, RED GRA INS, ANGULAR, WET (SP) Nets., GRANND WATER SEEPAGES DELOW G.65' .Netesi T P - 7 Soil Description and Clarification T. P • 8 l Sail Description end Chulllcetien 0' 0 - - 0 -4.0' QR6ANIC SILT; DARK BROWN, OCCASIONAL - ` - -5,. . - . - NO t 0-3.5' QRISANIC 51LT $ TOPSOIi GROWN TO LAYERS OF PEAT, TRACE SAND, TRACE GRAVEL, MOIST, SOFT (6L -PT). h ? f l DARK BROWN, OCCASIONAL LAYERS cc KIK V ACE SAND,TRACE 6REL, MOIST, SOFT (oL -PT), .. -5 . - " - N0-r"s. - - -IS - . ti , . _. :.... - - - w 4.0 15.0' CLAYEY SILT TO SILT; GRAY TO BUJE f 3.5-14.0' CLAYEY SILT TO SILT; GRAY TO BLUE: GRAY, INTERBEDDED WITH 15YERS OF PEAT - FIBROUS, SOFT, WET (Mt • P GRAY, INTERBEDDED WITH (BYERS OF PEAT - FIBROUS, SOFT, WIT(Mie .I5 „TD. - ., }' l'11. 14.0-15.5' SAND GRAY TO DARKQRRY, FINE :'::'• ' 15.0-1660 SANQ; GRAY TO DARK GRAf, FINE -TO 15 5' MEDIUM - GRAINED, TRACE SILT, RED • GRAINS, ANGULAR ,WET (51 -. - T. DA IG.0' MEDIUM- GRAINED, TRACE SILT, RED GRAINS, ANGULAR, WET (SP). .Netao, GROUND WATER SEEPAGE5 BELOW 4.0' GROUND WATER SEEPAGES BELOW 4.0' , NM 4 „ TEST PIT LOG .• CASCADE GEOTECHNICAL Shamrock Center A DMSION OF CASCADE TESTING LAIOMT01lY, NC, DATE AAA / It_ I gwS lCERT wclR55- 1.AG /AR6 -26G inwki iv our. n r I ruvn iv YOO L e- 9 Soil Description and Classification T. P • I 0 Soil Description and Class''WO , 0 ' . ..., �:_.:_ 0.2.0' ,;ANDY Eur WITH GRAVEL G EARNED •S -1 - : •: �... �� � 4. O -3.5' SANDY SILT WITH CRUSHED ROCK; VERY DEBRIS (FILL). COARSE, HEAVY GROUND WATER SEEPAGES. WITH STRONb PETROLEUM SMELL (FILL). -10 -15 I I I 2.0 -4•5' ORGANIC 51 LT; GROWN TO DARK GROWN. LOCALLY PEAK TRACE SAND,SOPT,WET(01: Pt 1 1 F-... � �_L� J.rad 4.* 3. ORGANIC SILT E PEAT; GRAY TO DARK - A ' .r y 4.8-IS.O CLAYEY SILT TO SILT; GRAY TO BLUE SROWN,TRACE SAND, VERY SOFT, WET , (0L-PT). GRAY, INTERBEDDED WITH NKSRS OF PEAT, SOFT, MOIST TO WET, (ML -PT). • 15.O' HEAVY GROUND WATER SEEPAGE. -10 -15 ' • .- 10.0- 15.0'CLAYEI' SILT TO S1LT,; BRAY TO SLUE GRAY, INTERBEDDED WITH LYERS OF m PEAT, SOFT, MOIST TO WET (ML- PT). r �::l rr � ' T•0� 1G•G, IS.0- I5.S'21111; GRAY TO DARK GRAY FINE -TO MEDIUM - GR A ID, OCCASION AL IAMINATIONS OF SIIN SAND, ANGULAR, SATURATED (SFr). IS.0- IS.5'SAND• GRAY TO DARK GRAY, FINE -TO T. A• MEDIUM- GRAINED;TRACESILT, ANGULAR, 1154' SATURATED (SP). 12=112 WATER SEeP GES BELOW i.5: GROUND WATER3FFPAaFA &PLOW 2.!' ,Note., .N T P • I l Sail Description and Classification T. P -1 2, Sall Description and Clacdfieetien • -•:•: 0-4.0' SAND t GRAVE,; BROWN, FINE- TO .7;4:4.: 0-4.0' SAND GRAVEL; DROWN, PINS. TO .5 ►:�: :.... . T. as COARSE - GRAINED (FILL,). 3•5' HIT CONCRETE PIPE. HEAVY WATER FLOW OUT OF PIPE. :�: ∎• • ••.. =' ='. COARSE - GRAINED, DENSE, DRY (FILL). •S 4.0•IS O'CLAYEY SILT TO SILT; DLUE GRAY TO -10 -15 II I i �.. { •• B INT WITH LAYERS OF FIBROUS PEAT, TRACE GRAVEL, SOFT, MOIST TO WET (ML -PT). .10 -15 4.0' ' , T. I5.5' � D,• 1'5.0- 15,t5' SAND; GRAY TO DARK GRAY, FINE - TO MEDIUM-GRAINED, TRACE 9ILT, ANGULAR, SATURATED (SP). ,Notes, - --deLE TEt ih T1?D DUE ro !tr GB-DUMP WATER SEEPAGES DCLGW 4.0' .Not..: PIPE • TEST PIT LOG ir• ► CASCADE GEOTECHNICAL Shamrock Center A OMSION OF CASCADE TESTING LABORATORY, INC. DATE MAY 21. 1989 CERT. NO. 855- 16G/886 -26G OWN eY F•ST T CHKD IIIY LJ PIO T F - 13 Soil Description and Classificotian T. t! - 14 Sail Description end ClauifiaNan 0 .5 -10 ;■.• .... 02.O' SAN D 4 GRAVE{.; BROWN, FINE -TO COARSE- 0 r: = • 0 SANDY SILT TO SILTY SANIN BROWN,WIIH :- DEL4f'LRI0US MATePIMS (FIL , r • • -:• '. :_ BRAINED (FILL), ' ^ • 2.0.13.O'CtE1YEY SILT To SILT; GRAY TO 0WE D IN TERB ED DE D WIT 1�1'+' OF LOOSE, FIBROUS PEAT, SOFT, WETCMI•P -5 .0.6.G. SILT D Y S l BROWN TRIM( N VERY DdJSE ' B � DAMP, WEATHERED TILL (SM -GM). F ? 6.5 SANDY SILT TO SILTY SAND WITH 'T. DA GRAVEL;GRAY 8e wN TO GRAY, Tome 10 8 0� CLAY, VeRY DENSE, DAMP'ILI.(SM4I •I5 13.0.14.0' SANDY SC 13 SIIN SAND JI11114 GRAY 16; - 15 T.Q I4.4 , BROWN TO GRAY BROWN, VERY DENSE, DAMP, WEATHERED TILL (5M -GM), HOLE TdRMINI,Tas4 AT REPusAL. .Natant .Note's T / • IS Soil Description and Classification T. P • Sail Description and Classification 0 - • •5 -10 -l5 . :. :.; 0 -20 OAND 1: GRAVEL; BROWN, FINE- TO COARSE• :�:4: ... 1 GRAINED, ANGUL P., (UTTIS SILT E COBBLES (FILL). - -5— - 1 -10 1 . 1 • - 2.0-10.0 CLAYEY SILT TO SILT; GRAY TO GLUE GRAY, INTERBEDDEDWITH tlKERS OF FI pRCUS PEAT, SOFT, MOIST TO WET (ML -PT). - - -15— -• T.D. 10,17 . t ae= GROUND WATER 3EEPAG1 =i DELOW 3.5' .Netast TEST PIT LOG .r. CASCADE GEOTECHNICAL Shamrock Center A OMSION OF CASCADE TESTING LABORATORY, INC. DATE MAY 21. 15185 IcERt. No 16G/886 -26G IDWN AY ES DT ICHKD N k'PQ T.P.• 16 Soil Description & Classification T.P.• 17 Soil Description & Classification 0 0 =� =: ;: —e .- 0 - 3 'F ILL ; BROWN TO GRAY, SILTY SAND, WITH 2 "- 10" ANGULAR ROCK. GRASS MAT AT 3.0' 0 i— 0 - 3 BROWN TO GRAY, SILTY SAND, WITH 2 "- 10" ANGULAR ROCK, SLIGHTLY MOIST. GRASS MAT AT 3.0' -5— — 1 t 1 t 1 t , ' I 1 � 3'- 9'ORGANIC SILT; GRAY TO DARK BROWN, INTERBEDDED WITH PEAT, SOFT, MOIST. (OL -PT) MINOR SEEPAGE AT 5.0' - S I j`';I u r '' 4� I 1 {t 14 -`, it �i 1 , ' f 3'- 8'ORGANIC SILT & PEAT; GRAY TO DARK BROWN, SILT INTER- BEDDED WITH PEAT, MOIST. (0L-PT) MINOR SEEPAGE AT 5.0' . -10 I ; - == = •.: = :: = : - . 8' -14' CLAYEY SILT TO SILT; BROWN TO BLUE GRAY, WITH ORGANICS SOME PEAT, SOFT, MOIST TO WET. (ML -PT) - 10--1 '._ � , 9 w , -� -11 , PEAT; FIBROUS, SOFT, MOIST, SOME SILT. (PT) - -' �" :. . i. . '. - , ` - 11 15 SILT TO SILT BROWN TO GRAY, WITH THIN PEAT LAYERS, SOFT, MOIST TO WET. (ML-PT) - 15 ' . "14' - }}ii } f{J r' € {{ 16'2E2; DARK GRAY, FINE TO MEDIUM GRAINED, WET. (SP) - 15 _ ;`.�r�r. ., 15'- 16 D; DARK GRAY, FINE TO , MEDIUM GRAINED, WET. (SP) T.D. = 16.0' - T.D. = 16.0' -20 Notes+ -20 Notes: CAVING OF EXCAVATION AT 14_0'. TEST PIT LOG [C".. _ CASCADE GEOTECHNICAL Shamrock Center A OMS1ON OF CASCADE TESTING LABORATORY, INC. • Date 06/30/88 1 Job No. 886 - 26G I Dwn• BY HLA I Geo /Eng. T.P.- 18 Soil Description & Classification T.P.• 19 Soil Description & Classification 0 0 :,; : =:= _ -�- ■ _ -�- ∎ =�= ■ - 0 `� =: = � - 5' FILL; BROWN TO GRAY, SILTY == 0 - 5 BROWN TO GRAY, SILTY _ SAND WITH GRAVEL, ANGULAR ROCK TO 10 ", MOIST. 00* r ;: 0 _: = -= MINOR SEEPAGE AT 5.0' SAND WITH GRAVEL, ANGULAR ROCK TO 10 ", MOIST. GRAY S AND BELOW 3.0' HEAVY SE EPAGE AT 5.0' IR RI Oi pi i5- 10'ORGANIC SILT & PEAT; GRAY - F'�5'- 10'ORGANIC SILT & PEAT; GRAY 10 t - 15 , TO DARK BROWN, SILT INTER- BEDDED WITH PEAT, MOIST TO WET. (OL -PT) - + TO DARK BROWN, SILT INTER - PI BEDDED WITH PEAT, MOIST TO WET. (OL -PT) • ;*4,, 10'- 11.5121; FIBROUS, SOFT, MOIST, SOME SILT. (PT) 10 - ∎:._s_t -. 10'- 11.5'ELAj; FIBROUS, SOFT, MOIST, SOME SILT. (PT) 11411.5L g 11! I � ' 11.5'- 16' CLAYEY SILT TO SILT; 11.5'- 16'CLAYEY SILT TO SILT; BROWN TO GRAY, SOME PEAT, SOFT, MOIST TO WET. (ML -PT, BROWN TO GRAY, SOME PEAT, SOFT, MOIST TO WET. (ML -PT) - 15 — v - - t ''+i7 :1111)71k t. . ► .�: 14' 19'SI •�r +rt3 M {`f'''t�i SO ti TA TY SAND; DARK GRAY, L , WET. .(SP) CLAY, f 1 41 17' SAND; DARK GRAY, FINE TO MEDIUM GRAINED, WET. (SP) ;!tu1 } { i }i :; ='i %,`,•:: � JA.: T.D. = 17.0' T.D. ■ 19.0' -20 Notes: CAVING OF EXCAVATION AT 15.0'. -20' Not.st CAVING OF EXCAVATION AT 14.0'. TEST PIT LOG CASCADE GEOTECHNICAL gir Shamrock Center A DIVISION Of CASCADE TESTING IAIOMTOIY, INC. Date 06/30/88 'Job No. 886 - 26G I Dwn.By HLA I Geo /En v• T.P.• 20 Soil Description & Classification T.P. • 21 Sod Description & Classification 0 0 : =E = --- ; -- 0 - 4'FILL; MEDIUM GRAY SAND WITH SOME SILT, BRICKS, ANGULAR ROCK. MINOR SEEPAGE AT 4.0' 0 - 2'TOPSOIL; DARK BROWN, SILTY SAND, WITH ROOTS. (ML) � 4 { fi b j; 2' 9 5' SILTY SAND; LIGHT BROWN l�r� f f• TO BROWN, MOTTLED, DENSE, f; { t= WEATHERED TILL. (SM) t '•`• { =ti • • _ t ik ' ,, u: 011,0 =r; 11,M ;00 ivigio t j IN E ' 4 ' - 14 ORGANIC SILT & PEAT;. GRAY -S —10 I II I, l 114 I } r r 1 1 1 ! TO DARK BROWN, SIL INTER- BEDDED WITH PEAT, SOFT, MOIST. (OL -PT) I IA ) r } —10 T.D. = 9.5' -15 , - 15 ;. {::;:: ; Iriif .. : t.. t: 14 - 16.5 1an, DARK GRAY, FINE TO MEDIUM GRAINED, WET. ( T.D. = 16.5' -20 Notes : -20 Nato.: TEST PIT LOG CG CASCADE GEOTECHNICAL ..Shamrock Center A OMSION Of . CASCADE TESTING LABORATORY, INC Dot. 06/30/88 Job N•• 886 - 26G 1 Dwn.ey HLA ( Goo /Eng, SAMPLE TYPE e INTERVAL N —I 70 D DEPTH STANDARD PENETRATION MOWS / FOOT . 50 DESCRIPTION 31gV1 b31VM 1 i I I J. . r • pi. 4.0 • ,_, 0-4.0' ORGANIC 511_7; R+d �; BROWN TO DARK 8 4N, POORLY D€VE%. POD SOILS HORIZON, OCCASIONAL Limns OP PEAT, MOIST, SOPT (0L-PT). . I I, ! 4,0= 13.5'CIAYEY SILT TO S10; GRAY To GRAY 5ROwN, INTERBEDDED I w11H ...., WERS OF FIBROUS PEAT, VERY SOFT, WET (ML-PT). I II 1.5.5, x' 11 i 1 a 13.5 - I8.0' SAND; GRAY, FINE -TO MEDIUM SILT, OCCASIONAL RED GRAINS, ANGULAR, LOOSE, WET (SP), :. •: ::,:;; i:i::::::• �A•o j�i �,••: ; • i / 1 in .O i i d - 18.0-22.5' SILTY CIAY TO CIAYEY SILT; BRAY, SATURATED, VERY � SOFT (CL -ML). 1° 0 . 04 00 2.2..5, t • le 22.5.27.0'SAM ; GRAY TO DARK GRAY, FINE -TO MEDIUM. GRINNED, SOME 511J TRACE COARSE-GRAINED SAND, SHELLS LOOSE , WET (sp -5M). ,..:. _:' i:;;� :; • : 27.0 - 35.0' S ANDY SILT TO S Il1Y SAND WI'M GRAVEL', GRAY, ROUNDS I j : .'�, :. • E POLISHED GRAVELS, SLIGHTLY WEATHERED TO 31.0', _ VERY STIFF, WET TILL (ML -Slvd, • • + JAMS TEST BORING LOG Shamrock Center Mil CASCADE GEOTECHNICAL DIVISION of BORING NO. t CASCADE TESTING IARWIATORY, INC, al...M DATE MAY 23, IB85 CERT. NO. 855- 16G/886- 26G1 SY ESOT loom EIY k.4,8 SAMPLE TYPE 1 E. INTERVAL. STRATA . DEPTH STANDARD PENETRATION &IOWS / FOOT o so DESCRIPTION • WATER TABLE Wit:. • - - 350' 27.0.35.0' SANDY SILT TO SILTY SAND WITH GRAVE; . CONTINUED FROM PAGE I. 32.0' LESS SAND WITH DEPTH, SLIGHTLY EXPANSIVE. • __._ I 4 Iooio , .: r t .; :� I,a { - 35.0.44.0 Ma ; GRAY, FINE - TO COARSE- GR INED,TRACE OMVN ling SIQ, DENSE TO VERY DENSE, MOIST (SP). 40.0' GRAVEL I?SYER. 42.5' TRACE ORQANICS. :�: :;::;i; . ;•,? n T D. ■ 0 - Y.. r NOTFS TEST BORING LOG Shamrock Center CASCADE GEOTECHNICAL .c. A DIVISION Of BORING NO. = CASCADE TESTING IAOORATORY, INC. PAGE 2 OF-2s.. DATE MAY 23, 1585 ICERT. No. 855 -16G /866- 266IDwN SY ESOT ICHKD SY kt ve STRATA u t J DEPTH STANDARD PENETRATION SOWS / FOOT 0 PO DESCRIPTION . Don a31YM — — 2.5' — &J. 0- 2.9'SAND C GRAVE; BROWN, FINE-TO COARSE - GRAINED,' DENSE, DRY (PILL). . . , . 2.5-16.S' CLAYEY SILT TO SILT; GRAY TO GRAY BROWN, INTER- BEDDED WITH LAYERS OF FIBROUS PEA?, VERY SOFT, WET (ML -PT). 12.'x' VERY SOFT. m.o. i — — 14.0' ii........, 5:::.; - 1 6.5 —18.0 - 0' 16.5.18.0' SAND; GRAY, FINE- TO MEDIUM- GRAINED,TRACE SILT, OCCASIONAL RED GRAINS, ANGULAR, (5 3 ! t LOOSE,WET (SP). IS.O- 2.4.0' SILTY SAND TO SANDY SILT WITH GRAVEL; BROWN TO - GRAY BROWN,TRACE CLt■Y, ROUNDED t POLISHED GRAVELS, DENSE, DAMP, WEATHERED TILL (SM-G M). 20.5000A310NAL 16YERS OF FI NE -Tb MEDIUM- BRAINED SAND. 21.'$'GRAVEL,VERY HARD DRILLING. — — — — 2.,4.0' „ s. 6o ' 15.-11. 24.0.34.0' SILTY SAND TO SANDY SILT WITHGRAVEL; GRAY BROWN — r _ 110.0 ' TO (TRAY, TRICE OW. ROUNDED AND POUSHED GRAVELS, DENSE, DAMP TILL (5M - _ NOTES TEST BORING LOG Shamrock Center CASCADE GEOTECHNICAL •4' A DIVISION Or BORING NO. CASCADE TESTING LASOMTORY, INC. !DATE MAY 2.3, 1985 CERT. N0.855- 16G/866 -26G lowN iv ESOT lCMI iY Oj x IMO — wrosaitai 1 Sod. 3,iwvs STRATA . DEPTH e..o STANDARD PENETRATION 131OWS / FOOT 0 S0 DESCRIPTION . 318V1 a31YM MIEMSIderlaiRgq - T. D.- 34.0' 24.0 -34,0' SIO'? SAND TO SANDY S117 WITH GRAVE; CONTINUED , FROM P. I. O eo• ._._. z� N TF5 __ TEST BORING LOG Shamrock Center CASCADE GEOTECHNICAL `• A DIVISION OF BORING NO. __Z__ CASCADE TESTING LA1O ATOQY, INC. • we _2.-oF _2_ DATE MAY 2.3, 1585 ,CERT. ao. 855 -16G /866- 26gjDwN 1Y ESDT 1t4KD /Y I j L L L SAMPLE TYPE 1 e INTERVAL. STRATA . DEPTH STANDARD PENETRATION Stows ' FOOT DESCRIPTION 3191/1 1131W - 4.0' • � 0 -4.0' SAND C GRAVEL, BROWN, FINE - TO COARSE - GRAINED, DENS • DRY (FILL). - 1. I . fe.r 1 L . 4.0- 11.5'CLAYEY SILT TO SILT; GRAY TO GRAY BROWN, INTER- _ BEDDED WITH LAYERS OF FIBROUS PEAT, VERY SOFT, WET. (ML-PT). ' I I - _ I O, _ 1 — �'1 --- 17.5-30.0' CLAYEY 5101 TO SANDY SILT WITH GRAVEL; BRONN I ' TO GRAY BROWN, STIFF, MOIST, VERY WEAT' FRED TILL (Mtn, 2.0.0' HARDER. • 24.0' GRAVELS, - ' _ 14 .,• tc a ' I s a. 4 3ci.CY _ NOTFS TEST BORING LOG Shamrock Center rnii. CASCADE GEOTECHNICAL 4' 0M BORING NO. 3 CASCADE TESTING WOMTOItY, INC PAGE DATE MAY 23, 1 985 ICERT, No. 855- 16G/866 -26( DWN SY E5DT ICHKD SY - wP .LNi sosLaiavivsl STRATA DEPTH In STANDARD PENETRATION BLOWS / FOOT 0 50 DESCRIPTION • 31oY1 b3LYM t =: ;; :;.,�`; 1 is% . K 4vr.: • , : : "' { : {t! ` :,i' ` ' 30.0.39.0' SAND; GRAY. FINE -TO COARSE - GRAINED; TRACE GRAVEL,TRACETO LITTLE SILT, SATURATED, DENSE 3 ' HEAD. 32.9' HEA GROUND WATER SEEPAGE, Z 39.0' RODS SANDED 1N, ZERO SAMPLE RECOVERY. .. 81 I • ; l . l:�lti r�i{ rlt It {�� 1 ) ttaill E rF= ' : v : � ' _ i.a.i 0 - ::i T •D= G 0 I & I ■ IT 39 • , NOTFS I TEST BORING LOG CASCADE GEOTECHNICAL A DMSION OF CASCADE TESTING LABORATORY, Shamrock Center • BORING NO. (� _.._ INC. PAGE .2-0F .-2s.. DATE MAY 23, 1985 IcERT. No. 855 -16G /866- 26GIDWN SY ESOT Imo rr j-j Project SHAMROCK CENTER Job No. 886 - 26G Date 07/06/88 Boring No. 4 Dwn.By HLA Driller R h R DRILLING Drill Type HOLLOW STEM AUGER Geo/Eng. J. SADLER Hole 0 4" I.D. Fluid NONE Sample Interval 1 Depth Penetration otolIS Soil Description & Classification Notes ..9 ilmoli 11/ SMOIS 10 FILL; BROWN TO GRAY SILTY SAND WITH GRAVEL. SANDY SILT TO SILT; MOTTLED GRAY, MEDIUM STIFF TO_ _ — - - — - _ - 1 — 3 3 7 =_ +_, STIFF, MOIST. SOME ORGANICS. (ML) 4.5 6.5'SOME PEAT PEAT; FIBROUS, DARK BROWN, MOIST TO WET. (PT) I 5— 5 4 4 I _ — 1 2 3 5 / - -:70. PEAT; FIBROUS, DARK BROWN, MOIST TO WET. INTER- I 10 1 1 1 2' " " - + f _- ti' _.. BEDDED WITH GRAY -BROWN SILT. (PT -ML) SANDY SILT TO SILT; GRAY - BROWN, SOFT, WET. INTER - 15 I 1 1 2 3 BEDDED WITH THIN PEAT LENSES. (ML -PT) N DARK GRAY, LOOSE, SATURATED. (SP) 20 — I 2 7 3 10 's' ?�ti — — — _._ 5i� CLAYEY SILT TO SILT; GRAY, VERY SOFT, WET. M•IARINE I 25 1 1 1 2 SHELLS. (ML) SAND; GRAY, LOOSE, WET, MARINE SHELLS, SOME. i CLAY. (SM) 30 I SILTY 3 3 4 7 Notes: .r.• TEST BORING LOG Pa of 'C CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. _ _�.... Project SHAMROCK CENTER 1 Job No. 886 - 26G I Boring No. 4 I p D N •IU I •Id wos Depth Penetration Strata . . Soil Description & Classification • Notes .,9/ °19 'tj /s19 "' — 35 — SILTY SAND WITH GRAVEL; GRAY, MEDIUM DENSE TO - BECOMES DENSE - AT 31' - EXTREMELY HAP • DRILLING • ` VERY DENSE, MOIST. (TILL) (SM) 38' SOME COBBLES I I 16 10 12 22 prirfntl — — 40 _ • +tA2izc 1 1 6 8 5 6 50+ T.D. • 40.0' . - — Notes: TEST BORING LOG Pogo 2 of 2 CASCADE GEOTECHNICAL A DIVISION Of CASCADE TESTING LABORATORY, INC. _ D Project SHAMROCK CENTER Job No. 886 - 26G Dote 07/06/88 Boring No. 5 Dwn. By HLA Driller R & R DRILLING Drill Type HOLLOW STEM AUGER Geo /Eng. J. SADLER Hole 0 4" I.D. 1 Fluid NONE I (DAJS $ uI •Id wDS yideG Penetration 0 o . r w YI , Soil Description & Classification Notes i 1 I — I I I I I 10 I 1 1 _ - — 14 I l 11 1 u l I 1111"11,1'4 cn FILL; GRAY -BROWN SILTY SAND. : SAT; FIBROUS, DARK BROWN, SOFT TO VERY SOFT, MOIST TO WET. (PT) 10'- 11.5'PEAT CONTAINS LENSES OF GRAY -BROWN I SOFT SILT. (PT -ML) SILT; GRAY TO GRAY - BROWN, VERY SOFT, WET TO SATURATED. SOME PEAT. (ML -PT) ; SILTY SAND TO SAND FINE GRAINED, BROWNISH GRAY, - . _ - — - ■ TRACE ORGANIC: @ 18'- 18.5' 'BECOMES DENSE/ 'AT 21' VERY HARD 'DRILLING . . 5 — —2 — — 1 0.5 a5 [ 10.5 0.5 .-.15._ - 1 1 1 I VERY LOOSE TO LOOSE, SATURATED. (SM -SW) SILTY SAND WITH GRAVEL; MEDIUM GRAINED, GRAY, 20 — — 1 6 14 MEDIUM DENSE TO VERY DENSE, SATURATED, .„ 1 MARINE SHELLS. (SM -GM) 25 — 2 14 506 30 Notes: TEST BORING LOG Page 1 of 2 CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. 1 Project SHAMROCK CENTER I Job No. 886 - 26G l Boring No, 5 I Sample Interval 1 Penetration Da DJ. S 1 Soil Description & Classification Notes „ 9 /mom idea %MOM _ i SILTY SAND WITH GRAVEL; GRAY, VERY DENSE, MOIST. — (SM) (TILL) — 14 27 41 68 Mrtrft I 1---1 35 — 21 35 a0 6.- 50+ ....__ _:. T.D. ■ 36.5' • . . — — — _ Notes: TEST BORING LOG Pogo — of 2 CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC, Project SHAMROCK CENTER • Job No. 886 - 26G Dote 07/06/88 Boring No. 6 Dwn.By HLA Driller R & R DRILLING • Drill Type HOLLOW STEM AUGER Geo/Eng. J. SADLER Hole 0 4" I.D. Fluid NONE Sample interval yidea Penetration 0 & Classification Notes �o M Soil Description ,s — — . TOPSOIL /SILTY SAND; BROWN, LOOSE, MOIST, SOME (SM) BROWN, MEDIUM DENSE, GRAY, VERY LOOSE, WET TO - ROCK IN SAMPLER HEAD - _ 'ROCK IN - SAMPLER HEAD -'ROCK IN - SAMPLER HEAD. — HARD DLLING —H ARDW RI HRI - ,LARGE ROCK BLOCKED SAM - - PLER HEAD .VERY HARD DRILLING - _LARGE ROCK; SAMPLER COULD 'NOT BE ADVANCE - LARGE ROCK; — SPLIT -W /300# HAMMER - DISTURBED - SAMPLE. fi 3; GRAVEL, ORGANICS. 2 41 9 50 + ! 5 SILTY SAND WITH GRAVEL; _ — — 8 11 6 17 MOIST. (SM) SILTY WITH GRAVEL; 1 1 2 TH SATURATED, 3 AVECLAY. (SM -CL) MOTTLED GRAY, DENSE, GRAY, DENSE, DAMP, • • GRAY, DISTURBED SAMPLE. 10 _ _ — 1 11 28 37 SILTY SAND WITH GRAVEL; MOIST. (SM) 4 8 15 23 NO RECOVERY 15 , I _ _ 20 3 10 35 45 ;, SILTY SAND WITH GRAVEL; ; (SM) (TILL) „ 10 } ; = fi 1. : I '` — — _ 5 6 I } t `' NO RECOVERY ' 'i 2 SILTY SAND WITH GRAVEL; — — _ 30 — T.D. = 25.5' Notes: GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. TEST BORING LOG Pogo 1 of 1 Mil CASCADE _ APPENDIX C T CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS t2WID NE. 12111”. PLACE K LAND. WASI- .VGTON DOOM' QOM 823 -61900 SEATTLE !2061 52SW700 EMMETT 120.1255 -0.17 solo 0 o NI IN . C w S."TMrr EMI f-L :1: ZL:-1111T.IS- if2C1'I.I•MMII 1110 I0 SIEVE ANALYSIS V 5 s $1 1st s 4 r / SIEVE SIZE 1 /2" 3/8" 1 4" #4 - #40 #100 #200 %PASS SPECS 88 83 70 63 18 3 1 100 SIEVE ANALYSIS I0 10 T.B.4 (18- 19'):23%PASSING 1200 HLA 07/11/88 1P'.a.t `F *Oats .1, .,t) T.B.5 (1811- 19):69VASSING 1200 3 II 3 a It 4 6. A ♦ m N — q 1 w! M $ $0 CRAW Mg IN MILLIMETERS - Coles .r (NMNSOR3 1MKORIr SOIL CLAS3.rICAT10W COBBLES I Coarse GRAVEL Flag I Coarse M.61.u1. SAND SAMPLE NO OEPTM — Ft CLASSIFICATION EMT WC. LL PI Fin. i mmumm . T.B.5 (23-24') PROJECT SHAMROCK CENTER CERT. NO. 886 - 26G PROJECT BORING SHAMROCK CENTER WATER CONTENT • GENERAL DATE 07/11/88 JOB NO. 886 - 26G NO. 4 Sample or Specimen No. (6 - 6.5') (13 - l49 c 18 - 191(231/2-24 11(28$4 4 -29') 5 0331 -34') 6 Tare No. 1 2 3 Tare plus wet soil 148 214 229 215 218 299 Tare plus dry soli 81 .127 . 180 144 162 268 Weight In Water W w 67 87 49 ' 71 56 31 Tare 0 0 0 0 0 0 Dry soli 1 Water content w 82.7 % 68.5 % 27.2 " 49.3 % 34.5 % 11.6% Sample or Specimen No, Tan No. Weight In grams Tare plus wet soil Tare plus dry soil Water W w Tare Dry soli Wa Water content w •/. •/. •/. % % % ` Sample or Specimen No. Tare No. I Weight In grams Tare plus wet soil Tare plus dry soil Water I�; Tare Dry soil W , Water content w % % % % % y. Remarks • (tare plus wet toll) • (tare plus dry soil) w/•• w —x100 w x100• (tare plus dry so11) • (tan) Technician. BK Computed by Checked by2, 2 T CASCADE TESTING LABORATORY, INC. TESTING 6 INSPECTION / ENGINEERS /GEOLOGIST• 12919 Nt 120... PLACE KIRKLAND, WAS►aNCTON 90034 190/1093 000 $tATTLr 11001 aaa•0700 evtPl(T? 11100111111.011117 PROJECT BORING SHAMROCK CENTER WATER CONTENT • GENERAL DATE, 07/11/8$ , JOB No886 - 26G NO. 5 Simple or Specimen No. (8') (13 -131') (18') (181 -19') (23 -24') (33' ) Tare No. 7 8 9 10 11 12 f Tan plus wet sou 136 260 260 190 248 188 Tars plus dry soil 33 156 . 186 131 209 171 Weight In Water 103 104 74 59 39 17 Tare 0 0 0 0 0 0 Dry soil Water content w 75.7 % 40.0% 28.5 v. 31.0 % 15.7% 9.0 % Sample or Specimen No. Tare No. smut, ul iyCleM Tars plus wet soli Tare plus dry soil Water 3 Tare Dry soil W 1 Water content w '1. b. '/. '/. •/. '/. Sample or Specimen No. Tare No. Weight In grams Tare plus wet soil Tare plus dry soil Water W Tare Dry soil W1 . Water content w '/. '/. '4 '/. '/. Remarks (tars plus wet soli) • (tare plus dry soli) w' /.. W w 100 ■ W s x 100 (tare plus dry soli). (tare) x Technician BK Computed by Checked by 11( CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 nom 1291.. PL ACt K IRK AND, WASIKINGTON 9.034 12061633.9000 S EATTLE 1106) 019.6700 t vt1.ETT 11061 /9S.0S1. • WO NO Remarks Run No. Tare Run No. Tore Tare No. Tare plus wet soil Tore plus dry soil Water Dry soil Water content Number of blows CASCADE TESTING LABORATORY, INC. TESTING R INSPCCT ION ; CNGINCCAS /GEOLOGIST% Ili IU NI I2. ,, VLA IRP�L AND, Wr, NINQI('N (4130+4 T.B.4 (13 -14') w 5 Number of blows Tare No. Tore plus wet soil Tore plus dry soil Water Dry soil Water Content Plastic limit 32 20 12 0 20 1 1206)023 0000 LIQUID LIMIT PLASTIC LIMIT 20 LIOUID & PLASTIC LIMIT TESTS PROJECT SHAMROCK CENTER DATE 07/11/88 CERT NO. 886 - 26G • ----------— _ _._._ e._.. ■1111.. nmaima uuiiisuiiii umwia:si:t =NI 111111111111=11011011 ...•00.1010101. ----- ---- MOO MEIN 1111111••• MEI MINIM NI oilomo MN moo Iwo um mom MOM 1111111.111.11.0. INNO OW UM NMI MIN ..11=1Mil NOM NM IMO MN MI MIMI MIN BIM IMO MINIM MI MIMI EN .1_110__ .01_.._ 01_01_0101 X01.___ ..01.01M..01_1..01.OM_MIMI 0... 0101. Elm 01_mI._a1___ Imo Imo mg mu Nu ammo= our 0101. 01_ 01_01.___ MONNINNMEN MIN MEM NO NM nimoll MOO MI 11011111•001111110 .._._...1.0101._01.___ liwoo Ms Imo Me mo nom 1111111111i111iiiil111i111 _....■ ■01 NIP /.... 011 ___. _.....8...1..11 •.__lel_ _ ■_ ■0 ■......_I. 011._..01. ■■.....1...1■ — _0101__■ ■....■ —__moo _......r.. ....■ ..• 1 •..1■ - - -- -_■ •....■ -1 ---~0.01... ■ 00 • 0.••• _____ _ ■_.0 .....1..•■ • NOW 11111...■ ...■....■.1■■I• ____.01._...._.11..1■ �____._....._.■ 1.... —01-01__ ■1111..■ .0___........01 1MOM •r••__. .10101■ A_._..... ■.0 • 1..•■ _ ......... ■.1111. 011___. MM. MEIN 1■■•1 01•____ ■. woo . t_1111•■riui•uui /11111 mum ._...._..mom - ---- -. _1111......... ■ _____ 0111........ ____01..... ■....I..11 •11_01__ _......_....... . 111■11_. ■ ■..•■ ` - --• ■010.0.01 ■/...■ �� 1111111111111M ---------- - - - --- 0........111•... 30 40 58 PI 50 P i 8 Symbol from plasticity chart MH SILT WITH HIGH PLASTICITY Natural Water Content W $ w 18 12 6 0 50% • Technician Computed by Checked by ' I• Run No. Tare No. Tore plus wet soil CASCADE TESTING LABORATORY. INC. TESTING K INSPECTION /ENGINEERS /GEOLOGISTS %241P N1. 12.••• PL ACC .�IRI L ANO. WA RMINQTC*N 98O3.1 T.B.5 (13 -131') Tare plus dry soil 6 Tare Tore Water Dry soil Water content Number of blows Run No. Tare No. S Number of blows Tare plus wet soil Tore plus dry soil Water Dry soil Water Content Plastic limit Technician 2 25% 24 10 3 1 25% 12061823.0800 LIQUID LIMIT 2 14 8 6 43% • 29 PLASTIC LIMIT 2 4 2 33% 20 LIOUID i PLASTIC LIMIT TESTS PROJECT SHAMROCK CENTER DATE 07/11/88 CERT. NO. 886 - 26G i j ,4 i2 30 MEM IIMIE .ate MEN NNW MIME EMU NMI OINEMININ MEM ENE OMNI OMNI r.l• - -- -- -- • - - - -- ..... ••■• .....•- - -.•.. _ 1..1•11•11111••111 011•• ■..... ■ ■ •— ONI•11•w•- .•.•N• -.1111 . ... •••N• N.I.. ■ ■ Max -- — .- 1-- •--- - - - -•• •.. ■ •- N-- N•.-..•..-- ...... •.... ■.... ■ • .N• .— .IA•••- N•..- •11..•....••■ ■N. ■.O •.... ..w.— •- .------- -- --- =MUM .•NM• • — ...•.- --- -.. •••..■ ■......■..I ■ ...... W MOM= INN .•.•-- .. - -... ..... 1111=1111•11111111• RIM moo OMR ..11..111111.11.111.11•....1.1..•. w..... u.•.. ..... ••••■••W••ON..••- ..••.•• MIMEO •'WINO ..... IIIMOMMOIIMONINS•1•11•••■••••11•111111MIIM•111•1••••11•111•11O1•1•• SMOG, .•. MIN — .•— .----- - - -•-- •....■ ..- W..—N• •..•.. - -.. ••.. •...INN.......... N••.— .- ••- -------- ••.1.... NOM ... ■N.■ •.••••••••NN• ••••-.• -- ..•....�.■ ■.U.■... NN•.N-.•N••..• - - -. 1121••••• Min U.... •••••••••■ - - - -- - - - -- -. ...... t.1111111•.!1•1111•1 •1111111111111111111111111111M111111 ■CU1•■ MUM 1111111 mow =No ---. ---- memo .. •. • swam ■ ..• — NMI -- —a-- OM IBM . • •..■• ..... •�...•..--.-- ..•.. ■.N .■■.■NMI �••. •-- ammo -- .•. — mum - a...• ••.•.•...�..�-- ...... ■• ■....IN. 1•1•011•1•111•••••1•1••1111•11111••••••••11 -- .- . MAN. . •......... 1•.- .1l•.••.1 —.- MUM. - --- -....■ ••••••• .• ON--- •- -.• - -• --- • -.N... ■.1111•0....a .•••— N- .-•..•.. -_. _r.....■.. ■ ■ Nom moo - -. - -- MI IN • NOM . •.- NN •.- W-- ..W.- ....•.u... ■.N.....E■ IN • — • — • - - N - •------1--•.1..•1...• •••..... Computed by Checked by 40 11 35 Pl, 29 PI 6 Symbol From plasticity chart ML SILT WITH LOW PLASTICITY Natural Water Content Remarks i SHAMROCK CENTER Existing Far West Points TEST PIT & TEST BORING MAP J SCALE : I" = 50' ®T.Br4 Proposed Healthco Bldg. T.P-18 L _ Existing Buildings Test Pits 0 Test Borings MIMMININ Prop TB -I® S. /34 STRE LOCATIONS A Taken from Site Plan Proposed Covered Storage 1r 1 STREET T.P. -4 T.P -3 T.R •15 TP. -5 T.P -10 Proposed Pacific Western Agencies Bldg. T.P-I I TB 3 ■IS ARE APPROXIMATE Plan by Pacific Design Associates T.P. -7 T.P. -201 I 1 ' 4 i ,� J I;', I I v / ° : ! I I / r U y1 � Il , I I Proposed O I i'vg Construction Sick. T.P. -14 12 MI el • • / i Dale Job No. 07/06/88 886 - 266 . T,Br. 6 1 'l ( Dwn. By HLA S c CASCADE GEOTECHNICAL A DpASION OF CASCADE TESTING LABORATORY, INC. 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 KIRKLAND: (206) 821.5080 SEATTLE: (206) 525.6700 I En /oao. • "" ,fr '"- fc SHAMROCK CENTER 47TH AVENUE SOUTH AT SOUTH 134TH STREET TUKWILA, WASHINGTON JOB NO. 886 -26G RONIVE UU FEB 22 1990 MAHAN & DESALVO, INC. Table of Contents Project Description Page 1 Scope Page 2 Site Description Page 2 Subsurface Conditions Page 3 Seismic Stability Page 4 Ground Water Page 5 Laboratory Testing Page 5 Conclusions and Recommendations Page 5 Seasonal Working Conditions Page 6 Site Preparation and General Design Considerations Page 6 Auger Cast Piling Page 7 Slabs on Grade Page 8 Paved Areas Page 8 Loading Ramps Page 10 Utilities Page 10 . Drainage Page 10 General Page 10 Appendix A Test Pit Location Map Appendix B Test Pit Logs Appendix C Laboratory Test Results ' CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 KIRKLAND: (206) 821.5080 SEATTLE: (206) 525.6700 July 11, 1988 Job No. 886 -26G Pacific Design Associates 4039 21st Avenue West, Suite 102 Seattle, Washington 98119 Attention: Ken Chin Reference: Dear Mr. Chin: Shamrock Center 47th Avenue S. at S. 134th Street Tukwila, Washington At your request, we have conducted a subsurface soil investiga- tion at the above referenced site. The following report presents our observations, conclusions and recommendations. PROJECT DESCRIPTION We understand that the proposed project will consist of three (3) large concrete tilt -up, office - warehouse buildings with concrete slab -on -grade floors. A site plan dated 6 -14 -88 and elevations dated 6 -15 -88 (P.D.A. #88 -5047) were provided for our use. We understand that the Healthco and Pacific Western Agencies buildings will utilize a ramp down to a dock -high loading area. We under- stand that the warehouse portion of the Pacific Western Agencies Building will have floor loads of approximately 600 p.s.f. A covered storage area is planned adjacent to the north side of the Pacific Western Building. The storage area will have floor loads of about 600 p.s.f. also. The floor loads of the Healthco Building will be 150 p.s.f. As we understand it, a total of 10 to 20 heavy trucks will visit the two buildings each day. The O'Sullivan building will be used as an office and a heavy equipment shop. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 2 CASCADE GEOTECHNICAL SCOPE The scope of our study was to test the subsurface soils of the site and to present conclusions and recommendations regarding foundation design and placement, floor support, drainage, fills and pavements. Our field work included a visual reconnaissance of the site, the excavation of six (6) backhoe test pits and the drilling of three (3) test borings. The test pits and test borings were located in reference to the proposed building locations shown on the site plan which you provided. The test locations were limited by the single family residence in the northeast portion of the site. In addition to our field work we have reviewed a previous soil report by our firm dated June 3, 1985 which was done for a different project proposed on a portion of the O'Sullivan site. The previous site work included three (3) test borings and fifteen (15) test pits. The test pit and test boring locations are shown on the site plan presented in Appendix A. The test pit logs, test boring logs and detailed soil descriptions are presented in Appendix B. All eleva- tions mentioned in this report are referenced to the existing grades at the time of our site visit. SITE DESCRIPTION The site is located in Tukwila, Washington, northwest of the South 134th Street, 47th Avenue South intersection. The majority of the site is relatively flat except for the far east side which slopes gently up to 47th Avenue South. Two (2) old abandoned buildings are located in the west half of the site. The larger structure is an old, wood frame warehouse with a July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 3 CASCADE GEOTECHNICAL dirt floor. The smaller wood frame structure appears to have been used as an office. The area east of the existing wood structures appears to have been used as a parking and driveway area. A large, concrete tilt -up building (Far West Paints) is located adjacent to the west property boundary. As we understand it, the adjacent building area had been filled and pre- loaded. A small asphalt paved loading dock is located on the east side of the old parking area. The eastern portion of the site is slightly higher in elevation than the rest of the site. The east side is vegetated with thick grasses and small trees. An existing single family residence is located in the northeast corner of the site. SUBSURFACE CONDITIONS The site lies within an area that has been geologically mapped as recent alluvium deposits underlain by overconsolidated glacial till as described on the Preliminary Geologic Map of Seattle and Vicin- ity. The soils observed throughout the site appear consistent with this classification. The test pits and test borings showed that most of the southwest half of the site has been filled. The uncontrolled fill varied in thickness from two (2) to four (4) feet. The test pits and test borings in the northern half of the site showed organic silts at the surface. The organic silt unit contained occasional layers of fibrous peat. The thickness of the organic silt unit varied from fourteen (14) feet in test pit 1, to three and one -half (3 1/2) feet in test pit 8. Fill material was found overlying the soft organic silts in test pits 9, 10 and in test pits 16 through 20. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 4 CASCADE GEOTECHNICAL Below the above described materials a five (5) to eleven and one -half (11 1/2) foot section of very soft clayey silt to silt with interbedded layers of peat was found and described in test pits 2 through 11, test pits 16 through 19 and test borings 1 through 3. Just beneath these materials, a loose, fine to medium - grained sand with occasional red flecks was encountered. This sand represents the basal Duwamish River Alluvium deposit found on the site. Most of the test pits were terminated within this sand. The sand was found between thirteen and one -half (13 1/2) and fifteen (15) feet below the existing surface elevation. The sand was between one (1) and five (5) feet thick. The six (6) test borings drilled during our site investigation extend through the Duwamish River sand into a layer of glacial till which varied from four and one -half (4 1/2) to eighteen (18) feet in thickness. Test borings 2, 4, 5 and 6 were terminated in the till. In test borings 1 and 3 the holes extended through the glacial till into a fine -to coarse - grained sand. These test borings were terminated in this dense sand. This sand has been interpreted as being part of the Older Sand Formation. Seismic Stability The seismic stability of the alluvial soils is poor. Moderate seismic events may cause the soils to liquefy and /or consolidate under load. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 5 CASCADE GEOTECHNICAL GROUND WATER Ground water seepage was encountered throughout the stratigraphic section of this site. All materials sampled above the glacial till were moist to saturated. Most of the materials examined and sampled during our site investigation are moisture sensitive and drain poorly. LABORATORY TESTING Several tests were performed on soil samples in our laboratory. The soil samples were obtained from test borings 4 and 5. The laboratory testing included twelve (12) moisture content tests, one (1) sieve test, two (2) tests for percent passing #200 sieve, and two (2) Atterburg Limits. Laboratory testing was also performed for our previous study. The results of the current laboratory tests are presented in Appen- dix C of this report. CONCLUSIONS AND RECOMMENDATIONS This site has very poor soils and will be difficult and expensive to develop. The proposed development is feasible if all our recommendations are closely followed. We understand through conversations with you that the maximum tol- erable settlements are one - fourth (1/4) inch in ten (10) feet dif- ferential, and three - fourths (3/4) inch across the buildings, ex- cept the covered storage, where one (1) inch of differential settlement can be tolerated. The surficial alluvium deposits ob- served throughout the site would undergo very large settlement if buildings were placed directly on them. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 6 Seasonal Working Conditions CASCADE GEOTECHNICAL Pre - loading the building areas does not appear feasible for any of the proposed buildings. The proximity of the Far West Paints building would not allow an adjacent pre -load; the existing build- ing would be badly damaged. The very high warehouse loads combined with the light office loads in the Pacific Western Agencies build- ing would result in long term differential settlement of several inches, even if the site is preloaded The large difference in thickness of organic soils under the O'Sullivan building would also cause substantial, long term differential settlement. We recommend that all building and floor loads be supported by reinforced auger cast concrete piles. Treated timber piles are not recommended for this project. Vibrations caused by pile driving may cause settlements to occur within the neighboring Far West Paints building. The surficial natural and fill materials encountered on this site are moisture sensitive. We do not recommend initiating site devel- opment during wet weather conditions. Additional site develop- mental costs could be incurred during wet weather conditions and greatly increased difficulty would be experienced. Site Preparation and General Design Considerations Placing fill over the soft silt, clay and peat will cause settlement of these soils. It should be recognized that settlement of parking areas and sidewalks adjacent to buildings on piling will be noticeable, so provision for utility connections, sidewalks or other features to accomodate settlement should be made. Generally settlement will be proportionate to the fill thickness, so large fills will cause much more noticeable settlement. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 7 CASCADE GEOTECHNICAL Raising grades has the advantage of reducing cuts into the soft wet subgrade. Thicker fills will improve the pavement subgrade. Leaving the sod in place would make it easier to stabilize the parking area subgrades. We should be asked to review and comment on the proposed grading plan for the site when the plan is develop- ed. We recommend that trees, brush and all existing buildings be removed from the site. Any subsurface structures that may be encountered during site preparation should be removed and backfill- ed with imported fill that meets the following gradation. The fill should be placed in twelve (12) inch loose lifts and com- pacted to 90% of the ASTM D -1557 maximum dry density value. Due to the sensitivity of the surficial materials found in the northern and central portion of the site, we recommend the use of wide track equipment and "arms length" excavation techniques. Special consid- erations may be required for equipment access and loading and un- loading of trucks over the soft and yielding surficial soils. Auger Cast Piling Sieve Size Percent Passing 4 inch 100 #4 25 - 75 #200 5.0 maximum. Based on the fraction pass- ing the #4 sieve. Fourteen (14) inch auger cast piles which penetrate a minimum of five (5) feet into the deep, medium dense to dense, silty sand with gravel unit and are a minimum of ten (10) feet long will support July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 8 Slabs on Grade Paved Areas CASCADE GEOTECHNICAL safe net working loads of twenty (20) tons each. Higher working loads per pile may be achieved with deeper penetration into the dense material. We anticipate that the auger cast piling lengths will vary from a minimum of ten (10) feet to approximately forty (40) feet. The loads above are adjusted for down drag forces imposed by consolidation of the upper soils. They should be reviewed after grading and construction plans are prepared. It is very important that we observe the pile installation to confirm that adequate bearing is reached. We recommend that a minimum grout strength of 3000 p.s.i. is utilized to help insure pile quality. All piles should be reinforced as specified by the structural engineer. We recommend placing a minimum of four (4) inches of free draining material below the slab floor to act as a capillary break. The free draining material could consist of a clean sand or crushed rock that has less than 5% material passing the #200 sieve, based on the fraction passing the #4 sieve. We recommend placing a vapor barrier between the slab and the material used for the capillary break. If desired, one (1) to two (2) inches of sand may be used on top of the vapor barrier to assist in concrete curing. We recommend that all work in paved areas take place during dry weather. Due to the moisture sensitive nature of the on -site soils and the highly variable nature of the fill and native soils, we recommend that all work in paved areas be observed by a repre- sentative of Cascade Geotechnical so that additional or alternate July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 9 CASCADE GEOTECHNICAL recommendations can be made. A minimum of about two (2) feet of gravel will be required to stabilize the subgrade. In many areas the existing fill is stable and may not require additional fill. The fill should conform to the specifications in the Site Prepara- tion section of this report. Fabric should be considered to help stabilize the softest areas, especially if the grass is excavated. The variability and consolidation characteristics of the alluvial soils found throughout the site will affect the durability of the pavement on this site. Some settlement and resulting pavement repair should be expected. Therefore, we recommend the use of a temporary pavement section which can be easily and inexpensively repaired for one (1) to two (2) years. After this time period, a conventional pavement surface would be placed. We recommend that the temporary pavement section consist of a mini- mum of twelve (12) inches of 1 1/4 inch -minus crushed rock with a chip seal surface placed over a stable gravel subgrade. Prior to the placement of the crushed rock, we recommend that all proposed paved areas be extensively proof rolled with a loaded dump truck to reveal any soft areas. All soft areas should be sub- excavated as determined by the Cascade Geotechnical representative and replaced with a geotextile fabric and 1 1/4 inch minus crushed rock. Stabilizing the subgrade will require a substantial amount of field engineering, due to the highly varied conditions. We recommend that the permanent surfacing consist of a minimum of three (3) inches of Class B Asphaltic Concrete meeting WSDOT specifications. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 10 Loading Ramps CASCADE GEOTECHNICAL The loading dock ramps will almost certainly require excavation into the soft native soil. We believe fabric and about three (3) feet of crushed rock will be required to provide a stable subgrade in this area. Utilities Utility lines which are small and shallow may be supported on fill, but some settlement should be anticipated. Deep or settlement sen- sitive utility lines may require pile support. Utilities should be backfilled in accordance with the fill specifications contained in the Site Preparation section of this report. Drainage We recommend that all roof downspouts be tightlined away from the building to a suitable drain outlet. Perimeter drains, bedded and backfilled with pea gravel should be placed around all buildings. General It is especially important that we be engaged to review the plans when they become available. We should also be engaged to work with your design professionals in the development of these plans. We recommend that we be engaged to observe site preparation, the placement of auger cast piles, fills and the construction of the paved areas. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 11 We expect the on -site soils to reflect our findings; however, variations may occur. Should soil conditions be encountered that cause concern and /or are not discussed herein, we should be contacted immediately to determine if additional or alternate recommendations are required. This report has been prepared for the exclusive use of Pacific Design Associates for the specific application to the Shamrock Center project at 47th Avenue S.E. and South 134th Street in Tukwila, Washington in accordance with generally accepted soils and foundation engineering practices. No other warranty, expressed or implied, is made. Thank you for this opportunity to be of service to you on this pro- ject. Should you have any questions, feel free to contact us at any time. Sincerely, CASCADE GEOTECHNIC Ge•rge E. amb, E. Principal Engineer n C. Sadler Engineering Geologist JCS :lal CASCADE GEOTECHNICAL c GL4),4 i1 APPENDIX A SHAMROCK CENTER Existing Far West Paints TEST PIT & TEST BORING MAP SCALE : I" = 50' ®T.B -4 Proposed Healthco Bldg. 18i T.P. -I9 r I I T.B -5 L_J Existing Buildings Test Pits 0 Test Borings T.P. -2 T.P. -17 TB -1®- T. P. -8 S. /34 STREET T.P. -4 Proposed Covered Storage T.P - 3 Proposed Pacific Western Agencies Bldg. T.P-9 T.P.-I5 1 LOCATIONS ARE APPROXIMATE T.P. -6 T.P-5 T.P -I I T® 3 Taken from Site Plan by Pacific Design Associates T.P. -2 Proposed Covered Storage T13718 S. /34 STREET T.P. -4 TP -3 fT.P-9 T.P. - 15 LOCATIONS ARE APPROXIMATE T.P-6 T.P. -5 T.P - IO Proposed Pacific Western Agencies Bldg. T.P-I I T.Br3 Taken from Site Plan by Pacific Design Associates T.P. -7 T.Br2 T.P. -20 I T 1 L_ _J r I I L - --_. OM OM Proposed O'Sullivan Construction Bldg. T.P - 12 T.P-13 Date 07/06/88 T.P. -2I T.P.-I4 T.8 -6 MI CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 KIRKLAND: (206) 821.5080 SEATTLE: (206) 525.6700 Job No. 886 - 26 G Dwn. By HLA En /Goo T. P. - ' Soil Description and Claudication T. p - 2 I Soil Description and Classification 0 - -- - w w -10— 0 -14.0' ORGANIC SILT 4 PEAT; GRAY TO DARK 0- • - - - — - - -10 —- .15 0-5.5' ORGANIC SILT; DARK 5ROWN,LITTLE PEAT, BROWN,TRACE SAND, TRACE GRAVEL, LOCALE`! THICK LAYERS OF PEAT, OTHER- WISE SILT INTERBEDDED WITH THIN (I'YERS OF PEAT, SOFT, MOIST TO WET COL-PT). 8'.0' HEAVY GROUNDWATER SEEPAGE. SOUGHING ASSOC( ITED WITH HEAVY SEEPAGE: • 'I I 1 TRACE GRAVEL, DAMP TO MOIST, SOFT (OL -PT), - . . 5.5-15.0' CLAYEY SILT TO SILT; GRAY TO BLUE „ GRAY, WITH ORGANICS, INTERBEDDED WITH LAYERS OF PEAT (ML- PT). 8.5' HEAVY GROUND WATERSEEPAGES. -15 - .: :% i I4.0 -15.5' $AND; GRAY TO DARK GRAY, FINE- TO - ...:i:; " �T :':. 15.0-16.5 §ANQ;GRAY TO DARK GRAY, FINE- TO T D X15.5' MEDIUM- GRAINED, TRACE SILT, RED ` GRAINS, ANGULAR,SATURATED (SP). p.- 16.5' MEDIUM- GRAINED, TRACE SILT, RED GRAINS, ANGULAR,WITH 'MIN LAMINATIONS OF SILT{ SAND, SATURATED (SP). ,Notes: GROUND WATER SEEPAGES BELOW 3.0' GROUND WATER SEEPAGES BELOW 3.0' . Notes: T P - 3 Soil Description and Classification T p - � - Soil Description and Classification 0 0- 5.0'QRGANIC SILT; DARK BROWN, LOCALLY - 5` 0 - 5.0'ORGANIC SILT; DARK BROWN, LOCALLY w • -5 PEATTY, TRACE SAND, TRACE GRAVEL, DAMP TO MOIST, SOFT (OL -PT). PEATTY, TRACE SAND, TRACE GRAVEL, DAMP TO MOIST, SOFT COL- PT). w Ja - -10— w w� - 15— ` • . _ 5.0 I SILT TO SILT; GRAY TO BLUE -10 111 iIl 5.0-14.5' CLAYEY SILT TO SILT; GRAY TO BLUE _ GRAY, WITH ORGANICS, INTERBEDDED WITH LAYERS OF PEAT (ML -PT). ., GRAY, INTERBEDDED WITH LAYERS OF PEAT, SOFT, MOIST TO WET (ML- PT). 9.0' HEAVY GROUND WATER SEEPAGE. -1S 14.5 - 16.O'SAND; GRAY TO DARK GRAY, FINE -TO "'V._:'• ' ' 15.5-16.5' SAND; GRAY TO DARK GRAY, FINE -TO _ T ' fl ' l 60 MEDIUM- GRAINED,ZRACESIIT, REDGRAINS; ANGULAR, WITH LAMINATIONS OF SILTY SAND, SATURATED C5P). "7 D= 16.5' MEDIUM-6RAINED,TRACE SILT, RED GRAIN4 ANGULAR (5P). MODERATE TO HEAVY GROUND WATER N otes , M ODERATE Co_HE:AVY CiRDU W ATER .Notes: SEEPAGES BELOW 6.5'. SEEPAGE. 6EI.0W 5.0'. TEST PIT LOG C. CASCADE GEOTECHNICAL Shamrock Center A D OF CASCADE TESTING LABORATORY, INC. DATE MPH 2.I, 1585 JCERT. N0855- 16G/886 -26G 1DwN BY ES DT 1CHKD BY xle.R T. P. - 5 Soil Description and Classification T. P - G Soil Description and Classification C . -� - - - - 10- _ - S F - I 0 -4.5' ORGANIC SILT; DARK BROWN, OCCASIONAL _ 0-4.0' ORGANIC SILT; DARK BROWN To BROWN, LAYERS OF PEAT, TRACE GRAVEL, DAMP TO MOIST, SOFT (OL OCCASIONAL LAYERS OF PEAT, TRACE GRAVEL, MOIST, SOFT (OL -PT). -5- - . _ -10- r , : . _ _ • � - , - 4.-13.5' CLAYEY SILT TO SILT; GRAY TO BLUE . 7 a 4.5-15.0'CLAYEY SILT TO SILT; GRAY To BLUE GRAY, TRACE GRAVEL, INTERBEDDED WITH PEAT FIBROUS,SOFT, WET (ML- PT). . w GRAY, WITH ORGANICS INTERBEDDED WITH LAYERS OF PEA ROUS,SOFT, DAMP TO WET. (ML- :; :' " =' 13.5-14.5'SAND; GRAY TO DARKGRAY, FINE -TO T D... 14.5' MEDIUM-GRAINED, TRACE SILT, RED GRAINS,ANGULAR,VVET (SP), _ ' ' -e;: , 15.0- 16.5' SAN D; GRAY TO DAR Y, FINE -TO MEDIUM TILT, RED GRAINS, ANGULAR, V` )P) GROUND WATER SEEPAGES ..._LOW 6.5' .Notes: .Notes: - 1 T P - -7 Soil Description and Classification T P - 8 Soil Description and Classification O O AT I - -4. f ' ._ 0-3.5' ORGANIC SILT C TOPSOIL; BROWN TO 0 -4.0' ORGANIC SILT; DARK SROWN,OCCASIONAL • - 5, _ - -10- DARK BROWN, OCCASIONAL LAYERS OF PEAT, TRACE SAND, TRACE GRAVEL, MOIST, SOFT , (oL. -PT). - 1 ..�' _+ - LAYERS OF PEAT, TRACE SAND, TRACE GRAVEL, MOIST, SOFT (bL -PT). 3.5 CLAYEY SILT TO SILT; GRAY TO BLUE _5 - ., ... -10r' - 15, - "" ... f ^: 4.0- 15.0' CLAYEY SILT TO SILT; GRAY TO BLUE GRAY, INTERBEDDED WITH LBYERS OF PEAT - FIBROUS, SOFT, WET (•L•Pd - " GRAY, INTERBEDDED WITH L�IYERS OP PEAT - FIBROUS, SOFT, WET (ML PT) - 15, ;; -15.5' ; 1 4.0 SAND; GRAY To DARKGRAY, FINE . :: : 15.0 SAND; GRAY TO DARK GRAY, FINE - Z -15.5' _ D - MEDIUM - GRAINED, TRACE SILT, RED • \ GRAINS, ANGULAR ,WET (5P). _T•D= .. 16.0' MEDIVM- GRAINED,TRACESILT,RED • GRAINS, ANGULAR, WET (SP). GROUND WATER SEEPAGES BELOW 4.0' .Notes: GROUND WATER SEEPAGES BELOW 4.0' .Notes: 1 TEST PIT LOG mi CASCADE GEOTECHNICAL Shamrock Center A DIVISION OF CASCADE TESTING LABORATORY, INC. DATE MA`? 21, lees JCERT. N0855- 16G/886 -26G IDWN BY ES DT ECHKO BY Kip T. P. - 9 Soil Description and Classification T. p - I 0 Soil Description and Classification O -5 � t -10 ► ❖■7 0-3.5' SANDY SILT WITH CRUSHED ROCK; VERY 0 .. -A- - s ... :• " ,., -10— -I5 ❖: :. .. .._ 0-2.0' SANDY 51LT WITH GRAVEL E QURNED ; •�:�� . • ..•� �•..� .41..41. COARSE, GROUND WATER SEEPAGES WITH STRONG . ONG PETROLEUM SMEU. (FIL DEBRIS (FILL). a '►- t 2.0 -¢.S' ORGANIC SILT; GROWN TO DARK BROWN, 19CALLY PEATY, TRACE SAND, SOFT, WET(01: P1) I 1 I � t 3.5- 10.0' ORGANIC SILT e PEAT; GRAY TO DARK BROWN,TRACE SAND, VERY SOFT, WET (OL -PT). - = 4.5 CLAYEY SILT TO SILT; GRAY TO BLUE I i i i t t t GRAY, INTERBEDDED WITH LAYERS OF PEAT, SOFT, MOIST TO WET, (ML -PT). 15.0' HEAVY GROUND WATER SEEPAGE. '-1/4 -15 10.0-I5.0'CLAYE`( SILT TO SILT, GRAY TO GLUE GRAY, INTERBEDDED WITH LAYERS OF PEAT, SOFT, MOIST TO WET (ML- PT). .. .:. - 15.0-15.5' SAND., GRAY TO DARK GRAY, FINE -TO 15 5 15.0- I5.5'SAND; GRAY TO DARK GRAY, FINE-To MEDIUM - GRAINED, OCCASIONAL LAMINATIONS OF SILTY SAND, ANGULAR, SATURATED (SP). -115.5' MEDIUM - GRAINED :TRACE SILT, ANGULAR, SATURATED (SP). SROI)ND WATER SEEPAGES C1.e . Notes: GROUND WATER SEEPAGES BELOW 2.5' .Notes: T P - I I Soil Description and Classification T. P -1 ',, Soil Description and Classification O 0 "• "• "• ����:; . :!: • : 0 -4.0' SAND t GRAVEL; BROWN, FINE- TO : ❖ :C 0-4.0' SAND t, GRAVEL; GROWN FINE- TO COARSE- GRAINED, DENSE, DRY (FILL). .• 4, : ' +:A COARSE-GRAINED (FILL), 3.5' HIT CONCRETE PIPE. HEAVY - 5 f , -10 .r. -IS - 1 : f ! 4.0- (5.0'CLAYEY SILT TO 4(LT; BLUE GRAY TO -5 -10 -IS T. D.= 4.0' WATER FLOW OUT OF PIPE. . . BROWN, INTERBEDDED WITH LAYERS OF FIBROUS PEAT, TRACE GRAVEL., SOFT, MOIST TO WET CML -PT). . ... 1; 15.5 15.0-15.5' SAND; GRAY TO DARKGRAY, FINE-TO MEDIUM-GRAINED, SILT, ANGULAR, SATURATED (SP). Notest GR.OL NO WATER SE EPAGES BELOW 4-.O' - .Notes: HOLE TERMINATED DU ro CaNCi�TE PIPE TEST PIT LOG A DIVISION OF MI CASCADE GEOTECHNICAL Shamrock Center CASCADE TESTING LABORATORY, INC. DATE MAY 21, 1985 10ERT NO. 16G/886 -26G IDWN BY E5DT ICHKD BY 11A T. P. - 13 Soil Description and Clauification T. P• - 14 Soil Description and Classification O 0- 2.0'SAND GRAVEL; BROWN, FINE-TO COARSE- 0 ` :4 '.•� • :.�.� Io 40 11. 41.,,•11..." 0 -4.0' SANDY StL_T TO SILTY SAND; BROWN,WIlri GRAINED (FILL). DELETERIOUS MATERIALS (FILL). .i, -_ •• -10- . .. ` w . _ . . 13.0' CLAYEY SILT To SILT; GRAY TO BLUE • GRAY, INTERBEDDED WITH LAYERS OF LOOSE., FIBROUS PEAT, SOFT, WET(ML-P'T)• • - 5•e' -5 -.:,; 4.0 -6.5 SANDY SILT TO SILTY SAND WITH GRAVEL; GROWN TO GRAY GROWN, VERY DENSE, DAMP, WEATHERED TILL (SM -GM). _ -10- r - -15- - . D: 8.0' G.5 SANDY SILT TO SILTY SAND WITH GRAVEL; GRAY BROWN TO GRAY, TRACE CLAY, VERY DENSE, DAMP TILL(5M•GIQ • •;' 13.0.14.0' SANDY SILT To SILTY SAND W1114 GRAVED; -15-• ., T.D.= 14.0 BROWN TO GRAY BROWN, VERK DENSE, DAMP, WEATHERED TILL (5M-GM). Notes: Notes: HOLE TERMIN AT REFUSAL. T P • IS Soil Description and Classification T P - Soil Description and Clauification C 0 . . -5. . .. . . -10- - . -15_ . • • • • 0 -20' SAND I* GRAVEL; BROWN, FI NE- TO COARSE 4. �I�� GRAINED, ANGULAR, L!TTLs SILT 4 COBBLE- \ (FILL). . II • 2.0-10.0 CLAYEY SILT TO SILT; GRAY TO BLUE -5� -10 I I s � . GRAY, INTERBEDDED WITH LAYERS OF FIBROUS PEAT, SOFT, MOIST TO WET (ML-PT). . , - 15- 7.0. 10.0 .Notes: GROUND WATER SEEPAGES BELOW 3.5' ,Notss: TEST PIT LOG C III. CASCADE GEOTECHNICAL Shamrock Center A DIVISION OF CASCADE TESTING LABORATORY, INC. DATE MA`( 21, 1955 ICERT. N0855- 16G/886 -26G IDWN BY ESDT ICHKD BY Ke,R T.P.• 16 Soil Description & Classification T.P. • 17 Soil Description & Classification 0 +;;0 �� =!= - -- - 3' FILL; BROWN TO GRAY, SILTY 0 •_ =0 �: . =IS — - 3' FILL; BROWN TO GRAY, SILTY SAND, WITH 2 "- 10" ANGULAR ROCK, SLIGHTLY MOIST. GRASS MAT AT 3.0' SAND, WITH 2 "- 10" ANGULAR ROCK. GRASS MAT AT 3.0' ..; -5— : — — .1 I I I t t1 4 1 ► I I I I 1 1 ' 1 i I 1 1 . I I r 3'- 9'ORGANIC SILT; GRAY TO DARK - -5-- _ — 0===.7"Al=11="7"121 — — 4-- s_ _L — — -7, 4-1-4 3'- 8'ORGANIC SILT & PEAT; GRAY BROWN, INTERBEDDED WITH PEAT, SOFT, MOIST. (OL -PT) MINOR SE AT 5.0' • TO DARK BROWN, SILT INTER - BEDDED WITH PEAT, MOIST. (0L-PT) MINOR SEEPAGE AT 5.0' - -10-- -` - ' : =. • � �' -,� ■ � ' _ ^ � 4 « _ 8' -14' CLAYEY SILT TO SILT; BROWN TO BLUE GRAY, WITH ORGANICS SOME PEAT, SOFT, MOIST TO WET. (ML -PT) - 10—. .1' 1 °._,,. ,, ,- lk . _ g'_11'PEAT; FIBROUS, SOFT, MOIST, SOME SILT. (PT) -' - �_ ' �- k ,_ ` °, - + ; � 11'- 15'CLAYEY SILT TO SILT; BROWN TO GRAY, WITH THIN PEAT LAYERS, SOFT, MOIST TO WET. (ML - PT) - 15 — EME 14'- 16'SAND; DARK GRAY, FINE TO MEDIUM GRAINED WET. SP GRAINED, . ( ) - 15 . ;; ' •• ` °k., 15' 16' SAND; DARK GRAY, FINE TO MEDIUM GRAINED, WET. (S 1 . T.D. = 16.0' T.D. = 16.0' -20 Notes: -20 Notes: CAVING OF EXCAVATION AT 14.0' . TEST PIT LOG CASCADE GEOTECHNICAL Shamrock Center A DIVISION OF CASCADE TESTING LABORATORY, INC. Date 06/30/88 Job No. 886 - 26G Nom By HLA Geo /Eng. EP.- 18 Soil Description & Classification T.P. • 19 Soil Description & Classification 0 : =� :0 ��`� �- �� =.. -5 '5 '- - 5'FILL; BROWN TO GRAY, SILTY SAND WITH GRAVEL, ANGULAR ROCK TO 10 ", MOIST. GRAY SAND BELOW 3.0 HEAVY SEEPAGE AT 5.0 0 �f0 - 5'FILL; BROWN TO GRAY, SILTY SAND WITH GRAVEL, ANGULAR 7411 ROCK TO 10 ", MOIST. = MINOR SEEPAGE AT 5.0' 10'ORGANIC SILT & PEAT; GRAY )ij 5'- ,'' 4 � � � 10 SILT & PEAT; GRAY 1 ' + TO DARK BROWN, SILT INTER - BEDDED WITH PEAT, MOIST TO WET. (OL -PT) i ( 1 TO DA RK BROWN, SILT INTER- BEDDED WITH PEAT, MOIST TO WET. (OL-PT) - 10 - 15 I i • 10'- 11.5'PEAT; FIBROUS, SOFT, MOIST, SOME SILT. (PT) - 10 : ' � - .10'- 11.5'PEAT; FIBROUS, SOFT, �_7" MOIST, SOME SILT. (PT) :. : 11.5- 16'CLAYEY SILT TO SILT; 1� (pp 11.5'- 16'CLAYEY SILT TO SILT; BROWN TO GRAY, SOME PEAT, SOFT, MOIST TO WET. (ML -PT) BROWN TO GRAY, SOME PEAT, SOFT, MOIST TO WET. (ML -PT) '' i `' - 15 •: s ;•; r;'.';: ` = =t• 14'- 19' SILTY SAND; DARK GRAY, SAND; SOME CLAY, WET. (SP) 15'- 17' SAND; DARK GRAY, FINE TO MEDIUM GRAINED, WET. (SP) T.D. = 17.0' T.D. = 19.0' - 20 Notes: CAVING OF EXCAVATION AT 15.0'. - 20 Notes: CAVING OF EXCAVATION AT 14.0'. TEST PIT LOG CASCADE GEOTECHNICAL Shamrock Center A D Of CASCADE TESTING LABORATORY, INC. Date 06/30/88 Job No. 886 - 26G Dwn.By HLA I Geo/Eng. T.P.• 20 Soil Description & Classification T.P.• 21 Soil Description & Classification 0 ■:: 0 - 4'FILL; MEDIUP1 GRAY SAND WITH 0 - 2'TOPSOIL; DARK BROWN, SILTY SAND, WITH ROOTS. (ML) -_ — I. �� =� =� �� ►��= SOME SILT, BRICKS, ANGULAR ROCK. MINOR SEEPAGE AT 4.0' - 5--- � i -10— - — - - -15— - - . t • -9.5'SILTY SAND; LIGHT BROWN " _' °•' •, `. ' • '��f } ei'li TO BROWN, MOTTLED, DENSE, WEATHERED TILL. (SM) -10 r If ' fi r ! �L i T r - -- x — '+- s ;- -- 4� r —�- -� 'i sy- - r- - ±1 - - l -b -- r - F - • - r' {trl-Tf- 4'- 14' ORGAN I C SILT & PEAT; GRAY TO DARK BROWN, SILT INTER- BEDDED WITH PEAT, SOFT, MOIST. (OL -PT) . T.D. = 9.5' - 15 14'- 16.5'SAND; DARK GRAY, FINE TO MEDIUM GRAINED, WET. (SP) T.D. = 16.5' -20 Notes: -20 Notes: TEST PIT LOG (.....„. -.g o.' CASCADE GEOTECHNICAL Shamrock Center A DIVISION OF CASCADE TESTING LABORATORY, INC. Dote 06/30/88 Job No. 886 - 26G Dwn.By HLA I Geo/Eng. SAMPLE TYPE e• INTERVAL N —1 73 D DEPTH STANO►4RD PENETRATION BLOW'/ FOOT 0 50 DESCRIPTION • °C II �m 3 ~ rr1 n i -'- -1- — 1.: r.. -; 4 . iR i 4.0' s• _, 0 -4.0' ORGANIC SILT; BROWN TO DARK BROWN, POORl�t DEVELOPED -_, SOILS HORIZON, OCCASIONAL LAYERS OF P EAT, MOIST, SOFT (OL -PT). 1 I 1 4.0= 13.5'CLAYEY SILT TO SILT; GRAY TO GRAY BROWN, INTERBEDDED 11 WITH LAYERS OF FIBROUS PEAT, VERY SOFT WET (ML ). to 0 - - i ll 13.51 I ��i 13.5-180 SAND; GRAY, FINE -TO MEDIUM-GRAINED,TRACE SILT, OCCASIONAL RED GRAINS, ANGULAR, LOOSE, WET (SP). 18 :o. o• 1 I I p0 0, %% Ig% '% I - - 16.0 -22.5' SILTY CLAY TO CLAYEY SILT; GRAY, SATURATED, VERY ,O•/.d SOFT (CL- M Q. /.IA 22.5' 's' °' G 22.5- 27.0'SAND; GRAY TO DARK GRAY, FINE -TO MEDIUM•GRkINED, SOME SILT, TRACE COARSE SAND, SHELLS, LOOSE , WET (SP-s M). 4 3 3 _;::;::;.•�_`; 27.0 - 35.d SANDY SILT TO SI LTY SAND WITI4 GRAVEL; GRAY, ROUNDED 5 12 POUSHED GRAVELS, SLIGHTLY WEATHERED TO 31.0", VERY STIFF, WET' TILL (ML- S(v1). NOTFS • TEST BORING LOG Shamrock Center CASCADE GEOTECHNICAL A DIVISION OF BORING NO. ! �. CASCADE TESTING LABORATORY. INC. ' DATE M 2.3, 1985 CERT. 8 5 -16G /886- 26G IT ESOT JCHKD IY ___.,............. aim_ aid STRATA DEPTH STANDARD PENETRATION 'Lows / FOOT 0 DESCRIPTION WATER TABLE _ — 35.0' '. 2.7.0-35.0" SANDY SILT TO SILTY SAND WITH GRAVEL; . CONTINUED FROM PAGE I. 32.0' LESS SAND WITH DEPTH, SLIGHTLY EXPANSIVE. 2610 I 1 o ,,... .._ :•:.: :•••:.: :wt c fi g:. ...1 : . .0-- .. . 35.0 - 44.0 SAND; GRAY, FINE-TO COARSE- GRAINED,TRACE GRAVE. • 1LTTIk SIE, DENSE TO VERY DENSE, MOIST (SP). 40.0' GRAVEL LAYER. 42.5' TRACE ORGANICS. 'Is I ... G 14. le 40.0• . I . r- :— T. D.= ' 504, 24 4.4 5015_ 44-.0' , . • . ..... - - -- .... - , • , NCTFS TEST BORING LOG Shamrock Center c ePO . CASCADE GEOTECHNICAL BORING NO. I CASCADE TESTING LABORATORY, INC. PAGE 2_-_OF...1- DATE MAY 2.3,1585 ICERT. NO. 855-16 SY eso J CHKD IV gka R *7r) J w < Z c— tn STRATA DEPTH STANDARD PENETRATION BLOWS / FOOT o so DESCRIPTION • , 0- 2.5'SAND r: GRAVEL; BROWN, FINE -TO COARSE-GRAINED, ' • _ DENSE, DRY (FILL). h 2.5-16.5' CLAYEY SILT TO SILT; GRAY TO 6RAY BRoWN, INTER- O z ' 2 BEDDED WITH Lq 'ERS OF FIBRoUS PEAT, VERY SOFT, WET (ML-PT). 12.5' VERY SOFT. I ' J - - L.J I6.5-I8.0' AND; GRAY, FINE-TO MEDIUM-GRAINED,TRACE SILT, OCCASIONAL RED GRAINS, ANGULAR, LOOSE, WET (5P). 3 - r a C t I i8.0-Z4.0' SILTY SAND TO SANDY SII F WITH GRAVEL; BROWN TO • GRAY BROWN,ZRACE Cle+Y, ROUNDED t POUSHED GRAVELS, DENSE, DAMP, WEATHERED TILL (SM -GM). 20.5' OCCASIONAL &YERS OF FINE -TO MEDIUM-6RAINED SAND. so 9 Is 35 2I.5'GRAVEL,VERY HARD DRILLING. i 24.0 - 34.0' SILTY SAND TO SANDY SILT WITH GRAVEL; GRAY BROWN TO GRAY, TRICE CLAY, ROUNDED AND POLISHED GRAVELS, DENSE, DAMP TILL (SM 504, NOTES TEST BORING LOG Shamrock Center A DIVISION OF BORING NO. Mil CASCADE GEOTECHNICAL /y� CASCADE TESTING LABORATORY, INC. *r 1-of DATE MA1f 23, 1985 'CERT. No.855- 16G/866 -26G (DWN BY ESOT loom BY jie - 1k/91Ni acVsi_ aurivs STRATA . DEPTH 3e.d STANDARD PENETRATION BLOWS/ FOOT 0 50 DESCRIPTION WATER TABLE I t j 4 ii hg-IT 'T.D.•' 34.0/ 24.O- 34.O'51LTY SAND TO SANDY SILT WITH GRAVEL; CONTINUED FROM P. I. I 3s OID go /41 1 - 23 • • . I, 1 NOTES TEST BORING LOG Shamrock Center CASCADE GEOTECHNICAL A DIVISION OF BORING NO. CASCADE TESTING LABORATORY, INC. 'AG DATE MAY 23, 1585 'CERT. NO. 855 -1.6G /866- 26GIDwN or ESOT ICHKD IIIv iof [ SAMPLE WPG 1 INTERVAL STRATA . DEPTH STANCARD BLOWS/ FOOT DESCRIPTION WATER TABLE x . . ❖. ❖. O t GRAVEL; BROWN, FINE -TO COARSE- GRAINED, DENS: DRY (FILL }. i� NEI 4 . IN ' 4.0- 1L.5'CI:AYEY SILT TO SILT; GRAY TO GRAY BROWN, INTER- = `a ,,,, 1111 - - �■ BEDDED WITH LAYERS OF FIBROUS PEAT, VERY SOFT, WET. CML -PTA. 11111 I _ 11111 il 1 1 n;1 aa■ ■. N O■ I 17.5 - 30.0' CLAYE•{ SILT TO SANDY SILT WITH GRAVEk; B? UN ■ TO GRAY BROWN, STIFF, MOIST, VERY WEATHERED TILL (ML). 20.0' HARDER. 24.0' GRAVELS. !-hem I 3. .. 11 I ■���■ . NOTES TEST BORING LOG Shamrock Center Mil CASCADE GEOTECHNICAL A DIVISION OF BORING NO... CASCADE TESTING LABORATORY, INC. WE I OF 2 DATE MAC( 2..3, 1985 [T. - 16G/866 264DWN SY E5DT CHKD BY SAMPLe'TYPE I INTERVAL STRATA DEPTH 1..0 STANDARD PENETRATION SLOWS / FOOT 0 501 DESCRIPTION WATER TABLE •' : 30.0.39.0' SAND, GRAY, FINE- TO COARSE- GRRINED; TRACE GRAVEL,TRACE TO LITTLE SILT, SATURATED, DENSE C5P). 32.5' HEAVY GROUND WATER SEEPAGE, 32' HEAD. 39.V RODS SANDED IN, ZERO SAMPLE RECOVERY. a is 12 `• 5 — T. D: 39 I J1 NOTFS TEST BORING LOG Shamrock GEOTECHNICAL A DIVISION OF BORING CASCADE TESTING LABORATORY, INC. . Center NO. 3 MI CASCADE P/ICE 2.OF DATE MAY 23, % 85 rCERT. N0.855 -16G /866- 26G SY ESDT IC141CD BY fem Proje SHAMROCK CENTER Job No. 886 - 26G Date 07/06/88 Boring No. 4 Dwn.By HLA Driller R & R DRILLING Drill Type HOLLOW STEM AUGER Geo, g. J. SADLER Hole 0 4" I.D. Fluid NONE I Sample Interval yid6a Penetration Strata Soil Description & Classification Notes „9 /smol9 • I Blows /ft. FILL; BROWN TO GRAY SILTY SAND WITH GRAVEL. " " _ - - — — - - — - - 7 10 ' SANDY SILT TO SILT; MOTTLED GRAY, MEDIUM STIFF TO_ _ — 3 3 STIFF, MOIST. SOME ORGANICS. (ML) 4.5'- 6.5'SOME PEAT PEAT; FIBROUS, DARK BROWN, MOIST TO WET. (PT) _ 5 — 5 4 4, 8 _ 1 2 3 5 PEAT; FIBROUS, DARK BROWN, MOIST TO WET. INTER- `1 10 1 1 1 2 BEDDED WITH GRAY -BROWN SILT. (PT -ML) SANDY SILT TO SILT; GRAY - BROWN, SOFT, WET. INTER - 15 1 1 2 3 ,;; BEDDED WITH THIN PEAT LENSES. (ML -PT) SAND; DARK GRAY, LOOSE, SATURATED. (SP) 20 — 2 7 3 10 �:: CLAYEY SILT TO SILT; GRAY, VERY SOFT, WET. MARINE — ` ; . • 1 2 SHELLS. (ML) SILTY' SAND; GRAY, LOOSE, WET, MARINE SHELLS, SOME. 25 3 4 7 CLAY. (SM) Notes. TEST BORING LOG Page 1 of CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. _2 [Project SHAMROCK CENTER Job No. 886 - 26G Boring No. 4 , I Sample Interval Penetration T I Strata Soil Description & Classification Notes 9 /sRol8 •ti /snwlg I — — — SILTY SAND WITH GRAVEL; GRAY, MEDIUM DENSE TO - BECOMES DENSE ' AT 31' - EXTREMELY HAR - DRILLING - VERY DENSE, MOIST. (TILL) (SM) ` 38' SOME COBBLES I 35 16 10 12 22 — — , — I 40 6 8 5 6 50+ T.D. = 40.0' Notes. TEST BORING LOG page 2 of 2 Mil CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. Project SHAMROCK CENTER Job No. 886 - 26G Date 07/06/88 Boring No. 5 Dwn.By HLA Driller R & R DRILLING Drill Type HOLLOW STEM AUGER iaeo/Eng. J. SADLER • Hole 0 4" I.D. Fluid NONE Sample Interval yidea Penetration Strata Soil Description & Classification Notes „9 is/Am Blows/ft. • - FILL; GRAY -BROWN SILTY SAND. - ` - _ _ TRACE ORGANIC`. 2 18'- 18.5' `BECOMES DENSER 'AT 21' ^ VERY HARD `bRILLING = - PEAT; FIBROUS, DARK BROWN, SOFT TO VERY SOFT, MOIST TO WET. (PT) 10'- 11.5'PEAT CONTAINS LENSES OF GRAY -BROWN SOFT SILT. (PT -ML) SILT; GRAY TO GRAY - BROWN, VERY SOFT, WET TO 42327 60 �f 2 3 4 7 2 1 2 3 1 0.5 0.5 1 '± I - - •:•:.•••.".•••• 1 0.5 0.5 1 SATURATED. SOME PEAT. (ML -PT) SILTY SAND TO SAND; FINE GRAINED, BROWNISH GRAY, __Li__ - 1 1 1 2 VERY LOOSE TO LOOSE, SATURATED. (SM -SW) SILTY SAND WITH GRAVEL; MEDIUM GRAINED, GRAY, 20 i ' • * - **** — — — 1 6 14 20 MEDIUM DENSE TO VERY DENSE, SATURATED, MARINE SHELLS. (SM -GM) 25 — _ 2 14 50 6 50+ 30 Notes: TEST BORING LOG Page 1 of 2 CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC, `Project SHAMROCK CENTER Job No. 886 - 26G Boring No. 5 r Penetration Strata Soil Description & Classification Notes Sample ii Dept „9 /SMOIB li /SMOI9 I Q]•• SILTY SAND WITH GRAVEL; GRAY, VERY DENSE, MOIST. _ I 14 27 41 68 (SM) (TILL) I 35 '' - I _ — 21 35 506 50+ T.D. = 36.5' Notes: TEST BORING LOG Page 2 of 2 CASCADE GEOTECHNICAL A DIVISION Of CASCADE TESTING LABORATORY, INC. Project SHAMROCK CENTER Job No. 886 - 26G Date 07/06/88 Boring No. 6 Dwn.By HLA Driller R & R DRILLING Drill Type HOLLOW STEM AUGER Geo/Eng. J. SADLER Hole 0 4" I .D. Fluid NONE I Sample Interval 1 l Penetration Strata Soil Description & Classification Notes „9 /sMol9 Idea 1i/ sMol9 j - TOPSOIL /SILTY SAND; BROWN, LOOSE, MOIST, SOME _ ROCK IN - SAMPLER HEAD - - ROCK IN - SAMPLER HEAD - ROCK IN - SAMPLER HEAD, —HARD DRILLING _BELOW 10 .LARGE ROCK BLOCKED SAM - - PLER HEAD _VERY HARD DRILLING _LARGE ROCK; SAMPLER COULD ^ NOT BE ADVAN C. LARGE ROCK; "USED 3 "DIA. — SPLIT SPOON -W /300# HAMMER - DISTURBED _SAMPLE. - GRAVEL, ORGANICS. (SM) --, SILTY SAND WITH GRAVEL; BROWN, MEDIUM DENSE, Z 41 9 50 3 11 6 17 MOIST. (SM) SILTY SAND WITH GRAVEL; GRAY, VERY LOOSE, WET TO 1 1 2 3 I SATURATED, SOME CLAY. (SM -CL) SILTY SAND WITH GRAVEL; MOTTLED GRAY, DENSE, 10 — 1 _' 11 28 37 '`` MOIST. (SM) NO RECOVERY SILTY SAND WITH GRAVEL; GRAY, DENSE, DAMP. — 4 8 15 23 FOnt w ' 15 1141 _ 3 10 35 45 (SM) (TILL) NO RECOVERY SILTY SAND WITH GRAVEL; GRAY, DISTURBED SAMPLE. 20 _ 50 p 1444 — 25 — — _ 30 — T.D. = 25.5' Notes. TEST BORING LOG Poye 1 of 1 M CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. , :D APPENDIX C ta AD' -- tS LA- o' • IN TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE. 126... PLACE KIRKLAI'O. WASHINGTON 98034 (2061823 -9800 SEATTLE (2061525.6700 EVERETT (2061259.0817 100 1 3 5 3 S;$ 2 90 60 70 W 00 50 z W 40 W a 30 20 10 I S IEVE ANALYSIS [ 312[ OF OP Nlnlq IN INCH[s I NUMIER Qi M[SN PER INCH. US STANOARO SAMPLE NO DEPTH - FT GRAVEL CLASSIFICATION SAND NAT W C. L L P1 N � 0 9 Cosrs• Fine 4 Caere. j Medium Fine ^0 1d H LA SIEVE ANALYSIS SIEVE SIZE %PASS 1/2" 88 3/8 1/4" #4 #40 #100 #200 83 70 63 18 3 1 SPECS T.B.4 (18- 19'):23 %PASSING #200 T.B.5 (182- 19):69 %PASSING #200 8 N 8 S! 3 St ? R R O O • fn f nl N Q i •1 t Fl N _ S 88 GRAIN SIZI IN MILLIMETERS CORPS OF [NOIN[[RS UNIFORM SOIL CLASSIFICATION MATERIAL T.B.5 (23-24') PROJECT SHAMROCK CENTER CERT. NO. 886 — 26G PROJECT BORING SHAMROCK CENTER WATER CONTENT • GENERAL DATE 07/11/88 JOB NO. 886 - 26G NO 4 Sample or Specimen No. (6 - 6.5') (13 - 14') (18 - 19')(231/2-24') (281/2-29') (334-34') Tare No. 1 2 3 4 5 6 Weight in grams Tare plus wet soil 148 214 229 215 218 299 Tare plus dry soil 81 127. 180 144 162 268 Water W 67 87 49 71 56 31 Tare 0 0 0 0 0 0 Dry soli W Water content w 82.7 % 68.5 % 27.2 % 49.3 % 34.5 % 11.6 Sample or Specimen No. , Tare No. Weight in grams Tare plus wet soli Tare plus dry soil Water I Tare Dry soli W 3 Water content w Sample or Specimen No. Tare No. Weight in grams Tare plus wet soil Tare plus dry soil Water W Tare Dry soil W s Water content w % % % % % Remarks (tare plus wet soli) • (tare plus dry soli) w% 100 = x 100 W s = x (tare plus dry soil) • (tare) Technician BK Computed by Checked by. ,Z_____ CASCADE TESTING LABORATORY. INC. TESTING 13, INSPECTION /ENGINEERS /GEOLOGISTS 12919 NE 126... PLACE KIRKLAND, WASHINGTON 98034 12061823 9800 SEATTLE 12061 525.6700 EVERETT 12061 259.0817 PROJECT BORING SHAMROCK CENTER WATER CONTENT • GENERAL DATE 07/11/88 JOB NO886 - 26G NO 5 Sample or Specimen No. (8') 0.3-131/2 (18') (181/2-19') (23-24') (33') Tare No. 7 8 9 10 11 12 Tare plus wet soli 136 260 260 190 248 188 Tare plus dry soil 33 156. 186 131 209 171 f et 3415 lam Water 103 104 74 59 39 17 Tare 0 0 0 0 0 0 Dry soil e Water content w 75.7 % 40.0% 28.5 % 31.0 % 15.7% 9.0 % Sample or Specimen No. Tare No. Weight in grams Tare plus wet soil Tare plus dry soil Water W w Tare Dry soil W Water content w % % % % % Sample or Specimen No. Tare No. Weight in grams Tare plus wet soil Tare plus dry soil Water 3 3 Tare Dry soil W s Water content w % % % % % Remarks (tare plus wet soil) • (tare plus dry soil) 100 = x 100 w 3 w ,� o _ x (tare plus dry soil) • (tare) Technician BK Computed by Checked by TI CASCADE TESTING LABORATORY. INC. TESTING 8. INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE 1261•. PLACE KIRKL ANO, WA`�MINGTON 98034 12061 823.9800 SEATTLE 12061 523.6700 EVERETT 12061 239•06 17 Run No. Tare No. Tare plus wet soil Tore plus dry soil T.8.4 (13 -14') Wate r W w Tare Dry soil Water content Number of blows 5 Number of blows 10 Dry soil Water Content Remorks Plastic limit CASCADE TESTING LABORATORY. INC. TF�,.,-TING R INSPECTION ; ENGINEERS / GEOLOGISTS 129l'• NI. 12..•.. PL ACL M IRK L.4N0. WA , 9/3034 Ws w W s w Technician 1 32 20 12 0 60% 20 50% 1206)823 P1)00 LIQUID LIMIT 20 LIQUID & PLASTIC LIMIT TESTS PROJECT SHAMROCK CENTER DATE 07/11/88 CERT. NO. 886 - 26G •.• .� =MI s.i.IM...<,s.. ...--- ENOMMIN IM ME MINE= MIN sue.s1••■■sss ■— .�. INN ....NIONIMONNI.. � Nom ••.— .....— ..�—.■.a---- -...—..— MM. NININIMIIIIIMENNOMI � m - - - -- -- M■ss,.l■..Mss —0•11•... --- MIR UNI..•=1.. ∎sss ■• MM.= ill••■••••••••I -- • -- - -.. =M EM ■. /.■ --- ...••=..1••ss. •••••.••111•.•••■••. MOM MIN EMI IMMO MI MIN � INN= - - - -- sss�s>. ssss.s •••••.s••ss. ..� EMI.N•.ssss.s..■I■.. ..� O... —....MI ss.l� MOO ---- -IO.=MN MN MS sssss� ISSUINO MIN M O EMI ssssssss __.... ••....■■ ■......■..■ __......... ■ ■• ■ MUM ... INIMM.... ••...1•111••••••111111 EWE .ININ....••••• ..■■■ ■ ■■ ■. ■a.■ _s,......... ■ ■.. ■...■ ■...■ ��.�..�....■■■■.■ ■■� .■■.■ -- -..._....mom ■.....■■.. 11•1..•=111•s.........• ■..• ■ •,. ■..■ �..•........■■ ■■■■ ■ ■■uuuu• INNIM..r..IN.................. INNINEE own Nom ter .... .. ■. ■ ■. NINON 111111111•....1...BIM ■.■■...... �............■■■ ■■ ■ ■.. ■..■ r_......... ■ ■ ■ ■.■ ■.. ■.... inomo...im......■ ■...■ ■lost• __.......... ■■■ ■■■■•..u.. ��......... ■ ■ ■■ ■ ■ ■ ■. .■■.. ----- . _... •.........l.... ��........ EWE NNW ..... — n••. •••. - .. —... • ■...■ aINUMa1•■ MIN MIN MUM aau■11 aauaa sl— ...._.........■.......■ ----- ..... •......... ■... ■ - - -.1• •••••• .......... ••••• __....•.•• ■■ ■■■ ■. ■ ■..■..■ ... —..- ._... •.......... __....... ■. ■ ■ ■■ ■....I...■ ��........ ■. ■.... ■. ■■■ __........MENU MINN HMO __. ... ..•.. IN .loom.. s>_ _................... ■... .sstsMM.M......■■■■ ■■■■. ■.... .;• m.I....... •....... ■ ■ MIN INI........ MINIM ■....EMI Nn........ • ■ ■■ ■ meows olo ■ ■. 30 40 PLASTIC LIMIT Run No. 1 Computed by Checked by f' ll 58 PL 50 PI Symbol from plasticity chart MH 8 SILT WITH HIGH PLASTICITY Natural Water Content Tare plus wet soil Tare plus dry soil Water 18 12 6 P E Tare No. 0 rn c rn Tore 0 Number of blows Tare plus dry soil Water CASCADE TESTING LABORATORY. INC. TESTING &. INSPECTION / ENGINEERS /GEOLOGISTS 12919 NI 126•.. PL ACC I IAh AND. 6.MINGTON 98034 T.B.5 (13-131/2') Run No. Tare No. E Tare plus wet soil Water ww Q , Tare plus dry soil 5 Number of blows Run No. Tare No. Tore plus wet soil 1 8 6 2 rn Tare 0 Dry soil W s Water content w 25% 24 10 1 4 3 2061823 9800 LIQUID LIMIT 2 14 8 6 0 43% 29 2 6 4 1 2 Tare LIQUID & PLASTIC LIMIT TESTS PROJECT SHAMROCK CENTER DATE 07/11/88 CERT. NO. 886 - 26G MI= •111111111•11•1111011= IMM•= -- •.•]•— INN 1•1•11111=101111O1111111•111 - MIN MI•11•11•111•111111111•111 - - -s — =MM. =MBOMENEHM NMI 1111•11111•011011111111•1111=1 MIN •MMINNIIM•11111111111111111 MINIMUM •111111•IMIIINO SEIM - ---MO= MINN NNE -- -- =MI ----- ------ •■� EMI ••.■■.■.•.■■1 - - - - -- - - -'N MINNINIMMIN IMO 1■11M1•1111•110•1•11••• •IME— r — =M— � MINI MINN =MIN... NMI ■■■1� ■■.U■1 MIN ■ N own ••� ■m■ m■..11• ■1.M.1•■ - - - - ■■..•� •=11•1111111..••r• =I= •••=111 — INNENNM MIMI —••M—.■ -- III= OMNI MIN •1•11 m..■_....... u...•.......... 11•1..... ■ ■. ■ ■ ■ ■. ■.. ■ ■.. •1••■....MO... MINN ■■■•. ■■•.■ ��... ... 1•111111111•111111111111111111111111111 •1•■....�.. ■•■• • ••■•■ ■••.. ��....... . ■. ■ ■ ■ ■ ■ ■. ■ ■... •m..._....•.■ ■ ■•■•. ■u■.. mom mom __...._... ■ ■•• ■ ■•..•■.. ■.I•11......... ■..■ ■.... •■■•. •.■ ■......... ■ ■ ■■ ■■.■..••U. — .. - -. -- M ■..■ ■..■■ Nairn 1.1......... ■•■ ■■■■. U.... ��........ ■■.•■ ■•■•..••.■ ••IN........ MINN ■•■ ■■ ■■ ■.. •........■...•■..■■■ma. •.MI........ ■• ■ ■•■ ■ ■•. .•■.■ _.■.1•..1..1.. •■..■■..■. =•■........ ■•■■• MINIM .u•.. elsomum INN • smug 1• ■ ■1•■ 11111• ■11 I■ ■.. mmmi....... ■■•m■ sums• ■■■■. m.. ■..............a........ �•■........ ■•.■■ ■•■•. ■.. •.111111........ ■•■ ■■ ■ ■ ■ ■..■■.• ••••..•.•.. .■..■ ■ ■.■■ ■■.■■ ��........ ■•m■..■■.■ ■1•m■.■1.Minim moo .■ ■.. ■■ ■..■. ENE••.MM. ■•■•■ NM' HMI •••••=•••• ■1.1... ....■ ••••. • ■... .■._........ ■ ■ ■•• ••■•..■■.. SIIIMIN•••...•■ •••••••••••1111•••• 20 30 40 PLASTIC LIMIT PL LL 35 ML 29 PI 6 Symbol from plasticity chart SILT WITH LOW PLASTICITY Natural Water Content 25% 33% Dry soil Water Content s Plastic limit Remarks Technician Computed by Checked by ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 • FAX # (208) 5224505 U Joe No. 88e9f4Q6 JoB NAME 5/11) / ROC (Nr78R .1 LLth �3 SUBJECT SHEET or COm,' BY 0 "., /v8 ,OrM /o8.5 t G(9-3) 1 P,U(. = 2/(30)03-) %z 92! C3o) ' • 27 7 .S(..413 ; /00(/0)(10) • 3o,0 ;50 /c_ > /i o 6,900o) . _ °j 8 GRD,e/1►t /50 (z)` -10 /g .0 IZ r: 132.3 ` — z) ' /, 99z k•1t ' z /i�.r /99 e T' G I j z,9 1,s < cm/sec's/war / G4P sic • yo o- ,. •;''t5 s 917 w�E C1440 Sfit TO , es;(a , ? ) (o)(c o ); utf !14, Jay (1,./) ,af (8)( 1 0) ( ' 0) s�qa 13 2,. 8 ' l�s�s Psl o DATE a - "dB 'J0 `INPUT service loads DL Axial (kips) 41 Shear (kips) Mom (ft -k) Wall Ht (ft) 19.00 Wall L (ft) 30.00 Wall t (in.) 6.00 f'c (ksi) 3.00 Fy (ksi) 60.00 OUTPUT Loads (ult) Axial (kips) Shear (kips) Mom (ft -k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu =Cu - Pu As .= Tu /.9$F Shear Wall Design DL +LL 66.22 0.00 0.00 0.00 665.48 12.00 0.69 39.00 -27.22 0.00 LL LATERAL 0 0 115 2119 D =.9 *L 27.00 Bar area = DL +EO DL -EO 42.57 42.57 160.30 160,30 2965.90 2965.90 2965.90 2965.90 Load per ft (k1f1= 81,67 81.67 3.17 3.17 136.79 136.79 94.22 94.22 1.74 1.74 267,17 267.17 Vu /phi (kip) 0.00 1O$sgrt(f'c) 1064.77 Vc kips 212.95 Av =in ^2 /ft 0.00 0.03 0.03 spacing (in) 52.67 52.67 52.67 0.79 DL +LL +EO DL +LL -EA 66.22 66.22 160.30 160.30 2965.90 2965.90 2965.90 2965.90 43.20 56.79 56.79 3.44 3.44 148.77 148.77 82.55 82.55 1.53 1.53 267.17 267.17 0.03 0.03 52.67 .52.67 P L ) TV W Ail PR o'/Jla. 2-1/ • i. ENGINEERS- NORTHWEST , CONCRETE JAMB DESIGN (version 3.01 Sheet 3 of CI"' 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG B Seattle,Washington 98115 18:36:15 02 -20 -1990 PANEL 18 SHEAR LOADS po.100 JAMB DATA height Ift) width (in) thickness lin) add thickness (in) K factor 19.00 41.28 6.00 0.00 0,85 SPANDREL DATA thickness(in) offset lin. + outward) 0,00 0.00 OPENINGS LEFT width (ft) height (ft) 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf): seismic.,. zone 3 ledger Ll.lplfl= 838 concentrated load LL(lbs1= 0 concentric load LL(plf)= 0 horiz load plf I+ inward): 0 REBAR DATA 5,0 out (psf1= 5.0 press (psf1= 16.9 import fact= 1.00 DL (plf1= 921 ecc tin): -3.0 X LL w /seismic= D1. Ilbs)= 148770 ecc lin)= -3.0 X LL w /seismic= DL (plf1= 0 X LL w /seismic= dist above floor(ft)= 0.0 Vertical 2 115 d= 4.88 Horizontal min inA2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi$Mn (in -k) dell (in) Top of wall 1 40.3 7.7 99.92 2 40.3 1.0 99.92 3 40.3 16.7 99.92 4 47.5 11,8 102.57 5 47.5 4.8 102,57 6 47.0 18.3 103.56 7 64.1 . 17.4 71.84 . Bottom of wall 1 40.8 3.5 100.79 2 40.8 -0.9 100.79 3 . 40,8 9.5 100.79 4 48.2 4.4 101.39 5 48.2 0,0 101.39 6 47.6 9.8 102.38 7 65,0 3.9 70.27 LOAD CASES 1) .9DL + 1.3WL inward 2) ,9DL + 1.3WL outward 3) .9DL + 1.43E0 4) 1.05DL + 1,28LL + 1.28WL inward 5) 1.0501. + 1.2(ILL + 1.28WL outward 6) 1.050E + 1.28LL + 1.4E0 7) 1.4DL + 1.71.1 INTERACTION CURVE DATA .7$Po .7$Pba) .71Mba1 .71Mn 102.8 45.0 107.4 35.6 0.04 1.29 0.01 1.29 0.08 1.29 0.06 1.29 0.03 1.29 0.08 1.29 0.06 1.29 0.00 0.46 -0.00 0.46 0.00 0.46 0.00 0.46 0.00 0.46 0.00 0.46 0.00 0.46 NOTE _RIGHT width (ft) height (ft) 0.0 0.0 0 0 0 l6 ms f 0/pr,v ok Allow defl(in) Comments in cases 11, 21, 41, and 5) the LL used is 1/2 of the applied LL e-- e- eesee=ia parapet ht Ift) 0.00 case ok used interaction curve case ok used interaction curve case ak used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve i. ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 • FAX # (206) 622.6696 JOB No 6504 JOB NAME j S 5 0 ] RMRnck cc en- SUBJECT PANEL Q k -+•' /eels JHT 7 /t-A7 VEJI6J Lo?O.$ GLP • 54,3 Oren = 34.,4,(31) t 53,76 9) f 9,7 (as) 21 -119,t$ 01. Roo, (¢X' °)( LS) ,o1r6s)(3 fLOOi 5. (4sliv) L8 st_4 e , ze ) era, ,;t;,(4) (z6) „son_ . No (7)(td) RM 1.3%38 04) 1 523, 3 z. A . 4 = 01513-623,3e e ' / 2 9'! 4 - l'9- /0,0 vo- 7,7 (bo) 'c Apo #TIoNA2. = 1.12 KIP 3,5c.) • 2 s. 80 - /4. 00 1(0. 80 = G.16 157.32) kie c 0,19 %/A <G 2 "• PA)Ls NOLO DDom✓ /soap, ,L3LO6t 13 141: DATE ZI' F($ 9 SHEET 4 or C0^to. BY Dr*? 7 4 ' 4 . ll 34. b� 59,9 LD z � 106 K pL t G,2"` 3# '1.,• 2'0. io7 0.6~ Ns As tl : t.r,, tit ,4O JAcfN 1 pnJEL [A•I Toci1 4/JPE/Z . / 0 . kiP lr ,w, 5 Pc is e D W� ays , , I, D K p vex ni/t/i/imt L_4PUT service loads DL Axial (kips) 69 Shear (kips) Mom (ft -k) Mall Ht (ft) 31.00 Mall L (ft) 28.00 Mall t (in.) 6.00 f'c (ksi) 3.00 Fy (ksi) 60.00 OUTPUT Loads (ult) Axial (kips) Shear (kips) Mom (ft -k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu =Cu - Pu As = Tu /,9$F Vu /phi (kip) 10tsgrt(f'c) Vc kips Av= in "2 /ft spacing (in) Shear Mall Design DL +LL 97.02 0.00 0.00 0.00 579.11 U? 11.20 1.02 39.00 -58.02 0.00 0,00 993.79 198.76 0.00 52.67 LL LATERAL 0 0 106 2419 DL +EO DL -E9 62.37 62.37 148.40 148.40 3386.99 3386.99 3386.99 3386.99 Load per it (klf)= 65.50 65.50 4.08 4.08 176.42 176.42 114.05 114.05 2.11 2.11 247.33 247.33 0.03 0.03 52.67 52.67 D =.911.= 25.20 Bar area = 0.79 DL +LL +E9 DL +LL -E9 97.02 97.02 148.40 148.40 3386.99 3386,99 3386.99 3386.99 43.20 46.11 46,11 4.51 4.51 194.99 1919 99- 97.97 97.97 1.81 1.81 247.33 247.33 0.03 .0.03 52.67 52.67 P� C) To J of pitch Mr. ENGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) 6869 Woodlawn Ave NE 1988 UBC Seattle,Washington 98115 18:40:16 02 -20 -1990 JAMB DATA height (ft) 19.00 SPANDREL DATA thickness(in) 6.00 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind in (psfl= seismic... zone ledger I.L(plf1= concentrated load LL(lbs): conr.Pntrir load LI.(plf1= horiz load p1f (+ inward): REDAR DATA LOAD CASES 11 .9DL + 1.3WL inward 2) .901. + 1.3WL outward 3) .9DL + 1.43E8 4) 1.0501_ + 1.20L1 + 1.2RWL inward 5) 1.0501 + 1.28LL + 1.2RWL outward 6) 1.05DL + 1.2811 + 1.4E8 7) 1.481. + 1.7LI. INTERACTION CURVE DATA .7$Po .7$Pbal .7$MbaI .7$Mn 102.8 41.6 90.5 11.7 po 100 width (in) thickness (in) 54.12 6.00 offset (in. + outward) 0.00 width (ft) height (ft) RIGHT width (ftl 0.0 0.0 0.0 concrete (psi) rebar (psi) 3000 60000 5.0 out (psf1= 5.0 3 press (psf)= 16.9 import fact= 1.00 838 DL (plf): 921 err (inl= 0.5 0 DL (lbs): 194990 ecc (in): -3.0 0 DI. (pH): 1200 0 dist above floor(ftl= 0.0 Vertical 1 15 d= 4.13 Horizontal min in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi$Mn (in-k) deft (in) Top of wall 1 41.4 0.8 90.10 2 41.4 -5.8 90.10 3 41.4 -14.8 90.10 4 48.8 -1.3 79,79 5 48.8 -8.3 79.79 6 48.3 -16.0 80.58 7 65.8 -10.0 54.72 Bottom of wall 1 41.9 2.5 89.96 2 41.9 -2.0 89.96 3 41.9 -8.0 89.96 4 49.4 2.5 78.85 5 49.4 -2.0 78.85 6 48.9 -7.8 79.64 7 66.6 0.3 53.47 -0.00 1.29 -0.03 1.29 -0.07 1.29 -0.01 1.29 -0.04 1.29 -0.07 1.29 -0.03 1.29 0.00 0.46 -0.00 0.46 -0.00 0.46 0.00 0.46 -0.00 0.46 -0.00 0.46 -0.00 0.46 NOTE Sheet 4 of Ct> Mn SHAMROCK CENTER BLDG B PANEL 4 SHEAR LOADS parapet ht (ft) 0.00 0.85 0.00 add thickness (in) K factor X LL w /seismic= LL w /seismic= X LL w/seismic: Allow defl(in) Comments height (ft) 0.0 0 0 0 0 Ic pro A�eN qp in cases 1), 2), 41, and 5) the LL used is 1/2 of the applied LL case ok used interaction curve case ak used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve :. ENGINEERS - NORTHWEST RETAINING WALL DESIGN (version 87.01) Sheet 7 of :1°111 6869 Woodlawn Ave NE 02 -21 -1990 SHAMROCK CENTER Seattle,Washington 98115 11:53:43 TRUCK DOOR RETAINING WALL po 100 F.S. OVERTURNING = 5.47 F.S. SLIDING, = 1.52 P= 100 plf 4)4444 Surcharge= 250 psf A K t= 6.00in. 2.00 p ft >k 4 6.00 in.(wa11) ft 0.60 ksf WH Equivalent Active Fluid Pressure = 35 pcf Equivalent Passive Fluid Pressure = 200 pcf Allowable Soil Bearing - 0.65 ksf F'c = 3.0 ksi Fy = 60.0 ksi Coefficient of Friction - 0.35 po 100 STEM DESIGN lB 1/10 th Pts. = 0.501 Mu (ft-k) Vu (ksi) d (inches) 1 0.0 0.002 3.63 2 0.1 0,005 3.63 3 0.2 0.008 3.63 4 0.4 0.011 3.63 5 0.6 0.015 3.63 6 0.9 0.019 3.63 7 1.3 0.024 3.63 8 1.8 0.029 3.63 9 2.4 0.034 3.63 10 3.1 0.040 3.63 TOE DESIGN (bottom steel) 1.6 0.018 6.63 HEEL DESIGN (top steel) 2.1 0.013 7.63 0.69 ksf As (sq in) 0.00 0.01 0.02 0.03 0.05 0.08 0.11 0.15 0.15 0.07 4.0 ft 1.0 ft • t =10.00 in zsaaea =a X Pbal Min vert Min hors: 0 0.09 0.14 1 0.09 0.14 2 0.09 0.14 3 0.09 0.14 5 0.09 0.14 8 0.09 0.14 12 0.09 0.14 16 0.09 0,14 17 0.09 0.14 22 0.09 4 88 psf w 292 psf 4 #3e1 /4/4 . 00IL00)(a) ^ Pfle/,' FEB. 9, 1990 City of Tukwila 8200 Southcenter Blvd. Tukwila, WA 98188 Attention: Reference: Mr" Griffin; 5 Duane Griffin 80124 (SHAMROCK CENTER) The following are our itemized responses. Revised section F2.3 to call for F24N hangers. FEB L gInA7 We have received building department comments for the above referenced project and have reviewed portions pertaining to the structural design. 1. a. Soils Report number incorrectly listed has been corrected (see general note). b. general note revised to require WW1 certified welders. c. added note calling for special inspection of high strength bolts per 1988 UBC sect 306 (a). 2. Sheet S-4.1 Structural General Note calls out design is per 1988 UBC. 3. See revised structural set showing corrected sections. 4. See revised sheet G1.3 with corrected section cuts note that al] hangers now are simpson HW hangers. 6. See attached calculations calling for HW 1426 hangers as ok considering 2.7 lbs of dead load is mech.& misc" which will be checked on an individual basis when owner provides information on mechanical units. 7. See revised sheet 91,3 with added roof nailing plan & schedule. 8° See revised sheet 91 diaphragm bldg. B chords are resolved by added straps and blocking. Grid 2A panels have embed chord connnectiqns at second floor openings to maintain the chord accross the openings. Building C See shet 3/lat revised with added calc for chord load in short wall. See also added note to panel drawing 83.2 specifically calling for chord splice between old and new sections of building per section P2,3° ^""^" s �� � r �[Y» 4r 9. See added calculations showing effects of 5% eccentric center of mass per section 2312(e)5&6. See also revis- ed shear wall calcs and frame calc with revised drawings reflecting added loads. 10. See revised sheet S2.1 with footing hoiddowns and slab dowels at shear walls. 11, nee corrected sections 62.3 and B2.3 with added welds. 12. See added section 62"1 with column reinforcing, 13. See added note to foundation plans calling for maximum pile depth per section 2909(b)" 14. See revised sheet S2.1 with pile cap reinforcing added. 15. retaining wall is deleted. 16. See revised sheet S1.1 corrrected for added reinforcing at end bays and pile locations. We would very much appreciate a prompt review of this reply in order to clear the structural comments twards the issue of the building permit. If we can be of any further assistance please don't hesitate to call. Sincerely <9e"ws4-P• �� �r�. . -4•4 � Daniel M. Lake Project Engineer- ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N, E, - SUITE 205 - SEATTLE, WA 98115 • (206) 525.7560 • FAX ## (208) 5224698 , Joe No, c98 /2 Joe NAME 5WA' I c CIC GP(' Lth $ DATE 5-- --9 SUBJECT , ooP D// PNk4f , Nt G E C ' ADeQ c A y SHUT OF C M OF Z L /6.5 r,wi J pa' r. c d n1.0 BY Dm og 463) et SPAd 2 9' b * M DLL, s eptF' S 967 L.i. r 3332 ,fit. t6 i 2 8.5" 1/• 8 i4 �dki Sa #��1d lJr IiI • i f G/AP16 4• ,r k ,/, Ok 7'a ,Bas OL og c,gtyt O teAa.r • Joe No. � tX JOB NAME s//AM ROCk ce/wa -8606 ,t3 1. ENGINEERS-NORTHWEST INC. 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WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)625.7580 • FAX # 522 •SO211 NO ARt2 4. UV‘ Joe NAME SHA/vIROGk CfMrA/C B1.06 4 DATE !CT R1<V /S /O•i/ V Ga o (too F yc/ : 434)(I /9)(,o1 ) + (ll1f 13 0( I „ Pleat PI. yi t/OR r 075l t°Gciw w + ( ry el)(I /4S )(os5) 4. 68 t i1N)1 2 ) (. 1s') _ c96 7 t t,9'�.0 = c35'Z7 K 547 1494,9 g ,524,7 ,454.1 Y ? (s8rt l- 69,41)(.lq) C .249 is z 94, atom, SHEET z aa, 520,1 23 7.2 f i,4 ,.° ,SBI;t By Di-IL 16I4) 1 ' 0 06, efi r! ol Mks s S 1 N c'W is 6" L e O / 1# . • , ��� K 'HP ENGINEERS—NORTHWEST INC. P.S. WOODLAWN AVE. N.E.- SUITE 205 • SEATTLE, WA 98115 -12081525-7560 • FAX # (206) 522.6096 *NO g812 y w C JOB NAME SNAM ltiiC C - w/ 7tr Q 14 DATE V—"✓' SJECT SHEET 2 - Or L4r BY p rk iHeAR WALL /)ES)Grn/ FORCE ya $ZC ,eooF )rZ /G, CZ, 3 L.5 /9 889 2 29/ ,6lU 41, 220 1 8s,7 274. 0 0, 0.8 72- l.3 (03 F, Y µ ( ) F ra uv r y FRuuP x F . F , ' ) sk F • v, 0? ry 7= Cr (44r..e) =Ud20(32.51 = 0,29fo.? F h 6 L 0 oii/08itc1 "Lek() I( RooF D� k/ r K .. N = (i/ 8)(1 3 f)(.als) .. 2( 13 '1)(? ,5 )(.O i) = y2O, l' R r I:; flop, 1 7 NR f Vi : -- x)(0 ') a 34)(/5)(,090 3 1235.5" Ruer «o4y fug) k 116.8 (420.1) 561. a • 116.8 6 50.3 ) Shc, z -9-22-11- (1235%.5) .v 17 2, 9 > 'V" : 1.291 • 2 39,,0 99. (1151.9) :• 144,8 2130,9 6 •.7S(2)r(k/ V'.i (zXi) (4 9 V. 5. 277, D *Mg 44,1 1 t 9.? Met "Z - //) 8 S PY /72 6 t unc, n p, 630 - ; i• 0. 67B 1/x 1, 414 DIArl+RA oeJ1Q ace y i n 2.5 w,/ _ .S9d, 3 k Golf X 'g.ar y ' 1 ' 191• ls" p• pi RAG'M t.04 ps U z F- tl) w cr 0 Z V1 Ec w Z a Z w La r0 at w -J F- Q LU rn Lfl O N Ltr F- 5 ui y Z ui z -J 0 0 0 I 1 f'dS '570 (e'lx *7iL)5R :'770' = �,•fl /" : „:"LO �t► {F - 13/011 c[ y3dfI"b L 5 ;502 %) •O sir l 31 9 ;V) 86.0 (p dt)*•8i = <a// - -J ZZ 2 c rx -/ (s )az J j/v/ 910 Y/ -bag N� CO";.O yo v. 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P.S. 6869 WOODLAWN AVE, N.E, •'SUITE 205 - SEATTLE, WA 98115 • (206)525.7660 • FAX # (206) 822-606 Joe No..$8114 Joe NAME .$NAM �Pock Gtn/� [3LDEr A DATE SUBJECT BLDG DEPT" C6M/0 t/J 7J - RE C HECK /I EI2 tcf/{€ i IG I SHEET or Coif FOR L 47 nAc: AAI/1WJ /J By OM oPNGi, 140_0. �— RcF SP-07 1345.6 v. •_ z h /P .(1;1456-D 0 44 A tyr COne*elfri RerAr/ouRC MONeA/T= 27y (13.0# 640 ) I (6 i i .ft - /4- PE13- 9 • 7 4 , C° . / = 12'/ • 3to.1 K l ok G-291) r ) 1�1 4( PL f 7 -s) 43 0 = 42s O = /• 2 f t .547 oK :44..0 99 z zx= 97.8 46 - A2A 4Gt(90 _ o M = 2 � -59, C 22.9 A z,44z Y -ft .4 ' c' 49.s" (.3 ? / «) 437 = 423)x: /o4-/ /07 2 - MO � C,•M = Z3.3S c ��r a 2' Z3.3s C1.4) 0, 6t ;a SA y 8=04' to to 0 4 = 0.9 (4.0 .0 I > IR �-_ Z Sf 43 ? = 32 4.a a =7' 111 G -1t1D ro? j Sf a Z3. v s/ -CTS � �L Z /off 1 a= 29.6 .4 _ 4 2s` ' LJ �c /G T. 10? _ x �z 9t. a = /5_ ft c kCcK pu T 32.-o". 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ENG INEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N,E, - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522.6698 E(..101CJ1 r LoIOJ cAS e, -strop.) 2 3 ,c LOo2 LL X 37,'0&/ l 9 /Lo I 23'7276 31 4 0 96 2,°U14,000 3 /4e IBgo /to L16, .7 /c,o 834 L I, 17 3 : I< Le Roof:- o < 0• .F4 K�F No P4L c.VAVJ G,4,6 NoPE3, / s .• ow / y l 2 L 2, / o/c cc I// /44 3 ,Loop pt. 1g L 1. 3 ploo4 PL. 16 14 y RooP Jet) 19, Z2. �... 4 Fl.olt J1C/I // fq A 257: -o.1p 0,35' 8,660 4 /0.(3 10. 19 I? 0 /0,5$ , // s L ,9• t: C k 1• . 4 . KIP 4' 0 /3 /0 6 s e i I 1 12,7y' DATE 3 - FF.B 9 0 SHEET OF BY b ML f -10.,r3 29* Lr,r 1, /r /sr 6/ %. & / b. y71c ' ✓ r. J 39! I <AM <AM : General Frame Analysis PAGE NO. 1 General F 46INEERS NORTHWEST JOB : shamrock center bldg. b frame RUN : 80124.006 NODAL INFORMATION NODE NODAL COORDINATES SUPPORT CONDITIONS NO X CODE PX STIFF PY STIFF M STIFF _ = Units : Ft Ft K /In K /In K -In /Deg 1 0.000 0.000 H 2 14.500 0°000 H 7, 0.000 1,750 4 1°750 1.750 M 12,750 1.750 6 14.500 1.750 7 0.000 3.500 g 14.500 3,50O 9 0.000 7.500 10 14.500 7°500 11 0.000 15.500 12 1.750 15.500 13 12.750 15.500 14 14.500 15.500 15 0.000 21,500 \-N... 16 14.500 21.500 17 00000 25.500 18 14"500 25.500 19 0.000 29,500 20 1°750 29.500 21 12.750 29.500 22 14.500 29.500 • =-----------' --' ' === '-=-----= 1. TIME : Wed Jun 07.11:16o40 1989 ________________________________ ELEMENT INFORMATION ELEM NE PE ELEM BETA PROP NE PE NO NODE NODE LENGTH - ANGLE TYPE HINGE HINGE ============================= Units : Ft Deg 1 1 3 1.750 90"00 1 2 3 7 1.750 90.00 1 2; 7 9 4.000 90.00 1 4 9 11 9.000 90.00 1 5 11 15 6.000 90,()0 1 6 15 1/ 4.000 90.00 1 7 17 19 4°00() 90.00 1 8 3 4 1.750 0.00 2. 9 11 1 1.750 0°00 :". 10 19 20 1.75() 0.00 4 ( 1 4 5 11.0n0 0.00 2 � \ ' ` -~ 12 12 13 11.000 0.00 :5 13 20 21 11,000 0.00 4 14 5 6 1.750 0.00 �� 15 13 14 1°750 0.00 3 ' 18 31 22 1.750 0.00 4 ==....======v============ .'� PROGRAM : General Frame Analysis v1.27 EN NEERS NORTHWEST shamrock center bldg. b frame RUN : 8E3124.006 ELEM NO NODE =====-------= ==== REC NO 17 2 18 6 19 20 10 21 14 22 16 2J 18 PROP NO 1 vertical elements 2 FIRST rLOOR ELEMENTS _ 3 SECOND FLOOR ELEMENT 4 ROOF ELEMENTS LOAD CASE NE 6 8 10 14 16 18 22 Description : roof snow Element List : 13 1 1' UNIF GLO Description : floor 11 Element List : 12 2 2 UNIF GLO Description : roof dl Element List o 13 3 3 UNIF GLO = ELEMENT INFORMATION PE ELEM BETA PROP NE NODE LENGTH ANGLE TYPE HINGE 1.750 1,750 4,000 8.000 6.000 4,000 4.000 PROPERTY INFORMATION SECTION NAME MODULUS AREA =_____=______=-_~___________=__________=z=________========== Units : K /In 2 E LEMENT LOAD INFORMATION LOAD LOAD DIST TYPE SYS SPEC ' DIST P% PY M ====____ _______= ="============,m==== ' Units : Ft 'K /Ft K /Ft Ft-K /Ft D%ST B E DI[;T B E 3160.00 3160.00 3160.00 3180.00 9{}.00 90.00 90.00 90.00 90.00 q0°00 90"00 * - ===...== ==....74===== === =....*=WD.OM*=*============ 1.75 12.75 1.75 12.75 1.75 12.75 TIME : Wed Jun 07 11:16o42 1989 1 1 1 1 1 ,1 1 In2 252.000 468.000 1080.000 396.000 0.00 0°00 0.00 0"00 0.08 0.00 == ln4 PE HINGE 37044.000 237278.()00 2916000.000 143748"000 -1.17 -1.17 ~0.47 PAGE NO. 2 � DIST Ft ====== 0.00 0"00 0.00 0"00 -0"10 0.00 • ~0"10 0"00 Description : floor dl El c ent List : 12 K 4 3 UNIF GLO DIST B 1.75 0.00 -2.53 0.00 �. ~�' E 12.75 0"00 ^-2°53 0"00 1 NU PROGRAM : General Frame Analysis v1"27 EN "NEER8 NORTHWEST . shamrock center bldg. b frame : 88124.006 NODAL REC LOAD LOAD NO CASE 'TYPE -------=- -=------= Units : K Ft Description : roof snow Node List : 19,22 1 1 FORCE Description : Node List 2 2 Description : Node List : 3 3 Description : Node List 4 3 duLrIption : Node List : 5 4 Description : Node List : 6 4 1 . floor 11 11,14 FORCE roof dl 19,22 FORCE. floor di 11,14 FORCE seismic 19,22 FORCE floor seis 11,14 Forme LOAD • INFORMATION PX PY M DX DY BETA 0.00 0"00 0.00 0.00 • 10.53 16.47 Ft -0.35 -2"94 ~3.84 -8.66 0"0() PAGENO" 3 TIME : Wed Jun 07 11o16:47 1989 Ft-K Deg 0°00 0.00 0"0() 0.00 =====z== = --------------------= ^RO6RAM : General Frame Analysis v1.27 "EERS NORTHWEST shamrock center bldg, b frame ;UN : 88124.006 LOAD NODE CASE NO 1 NODAL DISPLACEMENTS DX Units : In = PAGE ND. 4 . TIME : Wed Jun 07 11:16:54 1989 DY ROTATION In Deg 1 0"0000 0.0000 -0"0000 2 0°0000 0.0000 -0°0000 3 0°0000 - -0.0000 4 0 -0.0000 -0.0000 5 0.0000 -0.0000 -0.0000 6 0.0000 -0.0000 -0,0000 7 0.0000 -0.0000 -0.0000 8 0.0000 -0.0000 -0"0000 9 0.0000 -0.0001 -0.0000 10 0.0000 -0.0001 -0"0000 11 0.0000 -0.0002 -0.0000 12 0.0000 -0.0002 -0.0000 13 0.0000 -0.0002 -0.0000 14 0.0000 -0.0002 -0°0000 15 -0°0000 -0.0002 0"0000 16 0.0001 -0.000:1 -0°00{)0 17 -0°0000 -0"0003 -0.0000 10 0.0001 -0.0003 0.0000 19 0"0000 -0.0003 ~^0"0001 20 0,0000 ~0°0004 -0.0001 21 ().0000 -^0.0004 0.0001 22 0°0000 -0"0004 0"0001 2 1 0.0000 0.0000 ~0°0000 2 0°0000 0.0000 -0.000() 3 ' 0"0000 -0.0002 -0.0000 4 0"0A00 -0.0002 -0.0000 ' 5 0.0000 -0.0002 -0°0000 6 0"0000 -0.0002 -0"0000 7 0.0()00 ~0"0004 0.0000 [] 0.0000 -0°0005 -0.0001 9 0.0000 ~0.0009 -0°0000 10 0.0001 -0.0010 -0"0001 11 0.0002 ~0.0018 -0.0002 12 0.0002 -0.0019 -0.0002 13 0°0002 -0"0021 0"0000 14 0"0002 -0°0021 0~0000 15 0.0003 -0.0018 -0.0001 16 0.0002 -0.0021 ~0"0001 17 0.0004 ~-0.0018 -0.0001 18 0.0003 -0"0021 -0.0001 19 0.0005 -0.{)018 -0.0001 20 0. 0005 -0"00 -0.0001 21 0.0004 ' -0.0021 -0.0001 22 0.0004 -0.()021 -0°0001 1 0°0000 0.()000 -0"0000 2 0.0000 ().0000 ~0.0001 =======c: PROGRAM g Gener Frame Ana] ys,i s, v1.27 PAGE NC). 5 EN IEEE S NORTHWEST f TIME : Wed dun 07 11:16:56 1989 �.1 \..,, shamrock center bldg. b frame rag „ E3t:1124.006 LOAD NUDE t_ nsr NO DX DY ROTATION _._-_-----•----------- ._____.___.---- ____ - -- _= yy ... 0.0000 -0.0007 -c_). 0000 4 0.0000 - 0.0007 - 0.0000 5 0.0000 -0.0007 - 0. 0 0 0 0 6 0.0000 -0.0007 -0.0001 7 0.0000 - 0.001, 3 - 0.0000 8 0.000t - 0.0015 -0.0001 9 0.0000 -0.0020 -0.0001 10 0.0002 -0.0032 - 0.0002 11 0.0004 -o 005t:) -- •0.0005 12 0.0004 -0.0059 - 0.0005 1.3 0.0004 -0.0065 -0.0000 14 0. 0004 - 0.0065 - 0.0000 1.5 0.n007 -0.0063 -0. 0001. 16 0.0000 - 0.0071 - 0.0004 1. 7 0.0000 «_0.0066 -- •0.0003, 1 0.0011 - 0.0075 - 0.0003 19 0.0012 - •0.0070 -0.000B 20 0.0012 -0.0073 -0. 0008 1. o.0012 -0 . C)080 0. 0003 22 CL 001 1 -0.0079 0.0003 N O D A L D I S P L A C E M E N T S /t. 1 0.0000 0.0000 , - -c:) . 01 05 2 0.0000 0.0000 -0.0105 0.0035 0.0021 - 0.0076 4 0.0035 0.0000 -- 0.0036 5 0.0035 - 0.0000 -0.0036 6 0.0035 -0.0021 - 0.0076 7 0.01.01 0.00 33 -0.0276 0 0.0101 - 0.007,3 -C). 0276 9 0.0454 0.0060 - 0.0516 10 0.0454 -0.0060 -0.0516 11 0.1125 0.01. 16 -0.0082 12 0.1125 0.0086 -- 0.0078 1 0.1125 -0.0006 -0.0078 14 0.1125 -0.0116 - -0.0082 15 0.1Z.78 0.01.24 -C). 0276 16 0.1378 - 0.0124 - 0.0276 1.7 0. 1.610 0.0130 -0.0258 18 0.t610 - 0.0130 - 0.0258 19 0.1777 0.0136 -0.0120 20 0.1777 0.0096 -- 0.0101 ', 0.1777 - 0.0096 -0.0101 22 0. 177'7 - 0.0136 -0.0120 PROGRAM : General Frame Analysis v1"27 PAGE NO. 6 E ^JEBRS NORTHWEST TIME : Wed Jun 07 11x16x59 1989 : shamrock center bldg. b frame IRt : 88124.006 ELEMENT 'FORCES ELEM LOAD NODE NO CASE NO AXIAL SHEAR MOMENT 1 1 1 0.7587 0.0001 -0.0000 2 4 • 2 4 2 4 1 2 =' 3 -0.756/ -0"0001 0°0{)01 1 7.7063 0.0172 -0.0()00 3 -7"7083 ~-0°0172 0.0302 1 24"6994 0.0375 0.0000 3 -2C6994 -0.0375 (),0657 1 1 3 0°7577 0.0002 0.0076 7 -0°7577 ~0.0002 -0.0072 3 7 3 7 3 -45.8497 27.0000 186"2597 7 45.8497 -27.0000 -139"0097 7 9 7 9 9 11 Units : K K K -Ft -78.0579 78"0579 7.7180 . -7.7180 24.7295 -24"7295 0.7577 -0.7577 7.7100 -7.7180 3. 7 24.7295 9 -24.7295 '• - 4 7 45 0497 /- . 9 \ 45°8497 t 9 0.7577 11 -0.7577 7.7,100 ~7.7180 =....====== =----------=- = 27"0000 -27"0000 -0"0407 #.0407 -U"0Q66 0.0868 0.0002 -0.0002 -0.0407 0.0407 -0.0866 0.0066 27.0000 -27"000A 0~0002 -0^0002 ~0°0407 0.0407 0^0000 47.2500 -0"0774 0.0061 -0.130B -0.()207 0.0072 -0"0062 -0.0061 -#.1566 W"02#7 -0.3670 0.0082 -0°0042 • -,, 0"1566 - [ _0°4822 • 9 24.7295 -0°0866 0"3670 11 -24.7295 • 0"0866 -1"0596 PROGRAM o General Frame Analysis v1"27 E NEERS NORTHWEST : shamrock center bldg. b frame �.� �um : 88124.006 1. _________________________ 6 4 2 4 4 4 9 11 11 15 11 15 11 15 i5 17 15 17 15 17 17 19 17 19 4 4 = ELEMENT FORCES ELEM LOAD NODE NO CASE NO AXIAL SHEAR MOMENT -45°8497 45°B497 5 1 11 0.7570 -0.0515 -0°2315 15 -0.7570 0.0515 ~0.0778 0.0004 -0.0004 5.7621 -5.7621 -9.6309 9.6309 1 15 0°7570 -0.0515 0.0776 17 -0.7570 0.0515 -0"2837 '0.0'04 -0.0004 5.7621 -5.7621 -9°8A09 9"8309 5°7821 ~5.7621 9.6309 8 1 3 0.0002 • 4 -0.0002 -0.0579 0.0579 -0.1241 0.1241 PAGE NO. 7 TIME : Wed Jun 07 11:17:00 1989 27.0000 -27.00O0 -0.0365 0.0365 -0°3220 0.3220 10"5300 -10.53{/0 -0.0365 0.0365 -0.3220 0.3220 1O.5:100 -10.5300 7 1 17 0.7570 ~0.0515 29' -0.7570 0.0515 17 0.0004 ~().0385 19 -0.0004 0"0385 ~0.3220 0"3220 10°5300 -10.5300 -0.0010 0,i0010 -0"01.17 0.0117 -0"0301 0301 = 31.0097 104.9903 -0.3754 0"1561 -1°9()1q/ -0"0298 77.5963 -14"4163 -0"1561 0.0099 0.0298 -1"3176 14°4163 27.7037 0"2837 ~0"4897 -0.0099 1°3176 -2.6054 -27.7#37 69.8237 0.0472 _0"0677 0.065& -0"1270 , RO6RAM : General Frame Analysis v1.27 El1P NORTHWEST : shamrock center bldg. b frame �0N o 80124,006 ELEMENT FORCES ELEM LOAD NODE NO CASE NO AXIAL SHEAR MOMENT 9 11 4 1 2 11 0.0041 4.7776 0.8578 12 -0.0041 -4.7776 7.5032 4 11 12 10 1 19 0.0515 0.4070 0.4897 20 -0.0515 ~0.4070 0"2226 I.) 3 4 4 2 3 3 4 11 -'0°0510 12 0.0510 11 12 19 0.0365 0"0004 0"17.63 20 ~0.0365 -0.0004 -().1358 19 0,3220 1,9221 2.6054 20 -0.3320 -1"9221 0"7582 19 0"0000 -9"6309 -89"8237 20 -0.0000 9.6309 52.9697 1 4 0.0002 • ~0,0010 -0.0060 5 -0.()002 0"0010 -0.0054 2 4 -0°0579 -0°0117 0°0677 5 0.0579 0"0117 -0"1965 4 5 4 5 12 13 ' 1 2 ~0.000O 0°O000 -0~2�54 O.2354 0.0000 -0.000() ~0.1241 0.1241 0"0000 0.0041 -0.0041 _0,2354 13 0.2354 PAGE NO" 8 TIME : Wed Jun 07 11:17x()2 1909 -J2"2082 33°20B2 0.0007 -0.O007 10.3044 -10.3044 -38,218B 36.218B ~0,0301 0.0301 -32.2082 4.7776 8.0634 10.3044 13.0703 -233"5097 177.1453 0"2357 -0.2345 2.961.5 15.0713 -262.5B66 199.2036 0.1170 -0.4492 -177.i451 -177.1453 12 1 12 -0.0510 0"0007 0"2345 13 0.0518 -0"{)007 -0"2269 -7.5032 9"9172 -15.0713 • 20"3188 } PROGRAM : General Frame Analysis v1.27 EN NEERS NORTHWEST shamrock center bldg. b frame RL I : 88124.006 ELEMENT FORCES ELEM LOAD NODE NO CASE NO AXIAL SHEAR MOMENT == 4 3 4 4 3 16 1 12 13 0°0000 -0.0000 PAGE NO. 9 TIME : Wed Jun ()7 11:17:04 1909 -36"2188 36.2188 -199.Z036 -199.2036 13 1 20 0.0515 0.4070 -0"2226 21 -0.0515 0.5180 0.4217 20 • 0.0365 0.0004 0,1356 21 -0.0365 -0.0004 -0"1310 20 0.3220 1.9221 -0.7582 21 -0.3220 2.4439 1.7080 20 0.0000 -~9.6309 -52.9697 21 -0.0000 -52.9697 14 1 5 0"0002 -0.0010 0"0<54 6 -0.0002 0.0010 -0"0072 2 5 -0.0579 -0.0117 ()°1965 6 0.0579 0.0117 ~0.2170 3 5 -0"1241 ~0°0301 0.4492 6 0.1241 0"03[)1 -0.5019 • 5 6 0.0000 -0.0000 -J2.20B2 32"2082 15 1 13 -0.0518 0.0007 0.2269 . 14 0"0518 -0.0007. -0.2257 2 13 0.0041 -6.0634 -9.9172 14 -0"0041 6.0634 -0,8938 13 14 ~0.2354 0.2354 -13,0703 13.0703 4 13 0"0000 -36.2188 14 -0.0000 36"2108 21 22 0.0515 -0"0515 -0"5180 0°51B0 177"1453 -20.3118 -2.5612 199.2036 -262.5866 -0"4217 -0.4847 2 21 0.8365 0.0004 0.1310 3 21 . 0.3220 -2.4439 ~1,7000 • 22 ^-0.3220 2°4439 -2.5689 -------= PROGRAM : General Frame Analysis v1.27 ' NEERG NORTHWEST shamrock center bldg. b frame RON : 88124.006 ELEM NO ' ' = . 4 ELEMENT FORCES LOAD NODE CASE NO AXIAL SHEAR MOMENT 2 4 18 1 6 0.8873 ~0.0002 0.0074 8 -0°8673 0.0002 -0.0078 2 4 4 3 21 n 6 6 ~0.000O 0.0()00 0"8683 -0.B683 9.0147 -9.0147 PAGE NO. 10 TIME : Wed Jun 07 11:17o05 1989 = = -9.6309 - 0.0001 0.0001 -0.0172 0.0172 52.9697 -69.B237 0.00]0 -0.0001 0.0000 -g"0302 2 28,0474 -0°0375 0°0000 6 -28.0474 0.0375 ~0.()657 2 78"0579 27"0000 -0.0{)00 6 -78.. 0579 -27.0000 47.2500 6 9.0030 0"0407 0"2471 B ~9.0030 -0.0407 -0"2759 6 20.0173 0°0886 0.5676 8 -28.0173 -0.0866 -0.4161 6 45.8497 27.0000 188"2597 8 -45.8497 -27.0000 -139.0097 • 19 1 8 0,8673 -0.0002 0.0078 � 1� -0.8673 0.0002 -0"0088 2 B 9.0030 0.0407 0.1759 10 -9.0030 -0.0407 ~0°0131 3 20.0173 0"0866 0.4161 1() -28"0173 ~0"0866 -0"0898 8 45°0497 27.0000 139"0097 10 -45.8497 -27.0000 -31.0097 20 1 10 0.0673 -0.0002 0.0008 14 -0.0673 0"0002 • -0"0100 10 14 10 14 9°003O -q�0�0 .0 � 28.0173 -2B°0173 0"040/ -0.#407 0,0866 ~0.0066 0°0131 0.3124 0.0690 0.6227 ,____ IOGRAM : General Frame Analysis v1.27 PAGE NO. 11 MrqEER9 NORTHWEST TIME : Wed Jun 07 11:17x07 1989 shamrock center bldg. b frame �r� ,.., : 88124.006 ELEMENT FORCES ELEM LOAD NODE NO CASE NO AXIAi. SHEAR MOMENT 1. 23 1 4 10 45.0497 27.0()00 31"0097 14 -45.8497 -27.0000 184"9903 21 1 14 0.8680 0.0515 0°2365 18 -0.8680 -0.0515 0.0726 2 14 -0,0004 0.0365 0^3814 16 0.0004 -0"0365 -0°1621 4 14 9,6309 10,5300 77.5963 .16 -9.6309 ~1().5300 -14.4163 22 1 16 0.8600 0.0515 -0"()726 18 -0.8680 -0"0515 0"2787 2 3 16 6.2839 0.3220 0.0068 18 -6.2839 -0.3220 1.2881 4 1 Z 4 _ NODE LOAD NO CASE 14 16 1.6 18 16 18 10 0.8680 0,0515 -0.2787 22 -0.8680 -0.0515 ' 0"4847 18 22 18 22 18 22 PX 6.2839 ~6.2839 -0.0004 0.0004 9.6309 -9.6309 -0.0004 0.0004 6.2E139 -6.2839 9.6309 R E A C T I O N S Units : K N 1 0.0001 -0"7567 2 0°0172 -7.7063 ().3220 ~0.3220 0°0365 10.5300 -10.5300 0.0385 -0"0385 0.3220 -0.3220 10.5300 -10.5300 1.9385 -0.0088 0"162i -0.0159 14.4183 27.7037 ().0159 0.1303 ~1.2B11 2.5689 -27"'7037 69.8237 =..==================== PY MOMENT 0"0000 0.0000 ------------------- ___________________ PROGRAM : General Frame Analysis v1.27 NEERS NORTHWEST : shamrock center bldg. b frame RUN : 00124.006 NUDE LOAD NO CASE 3 0.0375 ~24.6994 4 27.0000 70~0579 R E A C T I O N S PX P� 1 -0.0001 -0.8603 % -0°0172 ~9"0147 -0.0375 -28.0474 4 27.0000 -70.0579 ============ ' PAGE NO 12 TIME : Wed jun 07 11:17x10 1989 MOMENT -` =====- -0.0000 -0.0000 -0,0000 -0°0000 -0"00U0 0"0000 'RO6RAM : General Frame Analysis v1.27 w NEEPS NORTHWEST shamrock center bldg. b frame lUN : 08124,006 LOAD COMB NODE NO -OAI) COMBINATIONS: Units : in MMB 1 : 1.00 X CASE 1 + 1.00 X CASE 2 + 1.00 X CASE 3 1OMB 2 : 1.00 X CASE 3 + 1.00 x CASE 4 1:OMB 3 : 1.00 X CASE 2 + 1.00 X CASE 3 + 1.00 X CASE 4 :OMB 4 : 1.70 X CASE 1 + 1.70 X CASE 2 + 1.40 X CASE 3 1 5 : 1.40 X CASE 2 + 1°40 X CASE 3 + 1.40 X CASE 4 0.90 X CASE 3 1.40 X CASE 4 NODAL DISPLACEMENTS �X 1 0.A000 2 0.0000 3 0°0000 4 0"000() 5 0.0000 6 0"0Q00 7 0.0000 0.0001 '9 0.000() 1O 0~0003 11 0.0006 12 0.0006 13 0.0006 14 0.0006 15 0°()010 16 0.001t 17 0.0011 1B 0.0015 19 0~0017 20 0.001�7 Z� 0.0016 22 0.0016 0,0000 0.0000 -0.0009 -0"U00q -0"0010 -0.0010 -0.0018 -0.0020 -0"0038 -0.0043 -0.0070 ~().0080 -0.0088 -0.0089 -0.00B3 ~0.0095 -0.0007 -0.0099 -0.0091 -0"0095 -0.#1#5 ~0"0104 PAGE NO. 13 ' TIME : Wed Jun 07 11:17:13 1909 OY ROTATION In Deg -0°000() -0.0001 -0.0000 -0.0000 ~0.0001 -d.0001 -0.0000 -0.0002 -0.0001 -0.0003 -0.0007 -0.()007 -0.0001 ~0.0000 -0.0001 -#.0006 -0.0003 -0"0004 -0"0010 -0.0011 0.0003 0.0003 LOAD COMB 3 4 PAGE NO. 14 ENrzNEERS NURTHWRST TIME : Wed OUn 07 11:17:14 1909 shamrock center bldg. b frame R ': • 80124.006 ==_______==-__ NODAL DISPLACEMENTS PROGRAM : General Frame Analysis v1°27 NODE NO DX DY ROTATION 1 0.0000 0"0000 -0.0105 2 0.0000 0"0000 -0.0105 3 0"0035 0,0014 -0.0076 4 0.0035 -0.0006 -0^0036 5 0.0035 -0,0008 -0.007.7 6 0.0035 -0.0028 -0.0076 7 0,0101 0.0020 -0°()276 8 0.0102 -0.0047 -0.0277 9 0.0454 0,0032 -0.0517 10 0.0456 -0.0092 -0.0518 11 0.1129 0.0058 -0.00116 12 0"1129 0.0027 -0.0003 13 0.1129 -0.0152 -0°0079 14 0.1129 ~0"0181 -0.0()82 15 0.1385 0,0061 -0"0277 16 0.1386 -0.0195 -0.0281 17 0.1618 0,0064 -0"0280 10 0.1621 -0.0205 -0.0260 19 0.1708 0.0066 -0"0128 20 0.1788 0°0023 ' -0.0109 21 0 -0°0175 -0.0098 22 0.1788 -0.0215 ~0.0117 1 0.0000 0.0000 -0,0105 2 0.0000 0.0000 -0°0106 :I. 0.0035 0°0012 -0.0078 4 0.0035 -0.0o0B ~0°0036 � 0,0W5 -0°0010 -0.0037 6 ().0035 -0.003 ~0°0076 �/ 0°0101 0"0016 ~0.0276 R ().0102 -0.0052 -0"()270 9 0°0455 0.0024 -0.0517 10 0.0457 -0.0102 -0.0519 11 0.1131 0.0040 -0.{)080 12 0.1131 0.0008 -0.0085 13 0.1131 -0.017 -0.0079 14 0.1131 -0.0202 -0"0082 15 0.1388 0.0043 -0.0270 16 0.1308 -0.0218 -0"0282 17 0"1822 0.0046 -0.0261 18 0"1625 -0°0226 -0.0262 19 0.1793 0.0048 -0.0129 20 0°1793 0.0004 ~0°0110 21 0.1792 -0°0196 -0.0099 22 -0.0119 �.1�92 -0.0236 ~�"�1� 1 0.0000 0°0000 -0~0000 2 0.0000 0.0000 -0.0001 3 0"0000 ~0,0013 ~0~0000 ft =------------- ' a PROGRAM : General Frame Analysis v1.27 PAGE NO. 15 ' NORTHWEST TIME : Wed Jun 07 11o17:16 1989 shamrock center hldg. h frame RUN : 88124~006 NODAL DISPLACEMENTS' LOAD NODE COMB NO DX DY ROTATION _ it 0.0000 -0°0013 - 0.0000 5 0.0000 -0.0014 -0.0001 6 0.0000 -0°0015 -�0.0001 7 0.0000 -0.0026 -0.0000 8 0.0001 -0.0030 -0°0003 9 0.0001 -0.0055 -0.0001 10 0°0004 -0.0063 -0"0004 11 0.0009 -0.0115 -0"0010 12 0"0009 -0.0118 -0.0010 13 0.0009 -0.0131 -0.0001 14 0.0009 � ' -0.0131 -0"0000 15 0°0015 -0.0123 -0.0002 16 0.0016 -0.0140 -0.0009 17 0.0017 -0.0129 -0.{)005 18 0°003 -0.0146 -0°0006 19 0.0025 -0,0134 -0°0015 20 0.0025 ~O,0140 -0°0016 21 0°0024 -0,0154 0°0004 (. ' . 22 0"0024 ^'0°0152 0"000^Y 5 1 0.0000 0.0000 -0.0147 2 0"0000 0"0000 - 0"0140 3 0.0049 0.0017 ~0.0106 4 0.0049 ~0.0011 -0.0051 5 0.0049 -0"0014 -0.0052 6 0"0049 -0"0043 ~0°0107 7 0.0142 0.()022 -0.0387 0 0°0143 -0.0073 -0"0389 9 0.0636 0.()033 -0.0723 10 0.()640 - 0.0143 -0.0726 11 0"1583 0.0056 -0"{)124 12 0.1583 0.0011 -0.0119 13 0.1583 -0.0242 -0.0110 14 0.1583 -0.0283 -0.0115 15 0.1943 0.0061 -0.0389 16 0.1944 -0~0303 -0"0395 17 0.2270 0.0064 -0.{}365 10 0.2275 -0.0316 -0.0386 19 0.2510 0.0087 -0°0181 20 0.2510 0.0006 -0.0154 21 0.2509 ' -()"0274 -0"0138 22 0.2509 -0.0330 -0.{)166 � . 6 1 0.0000 0.0000 -0°0147 y ` 2 0.0000 0.0000 -0.01/17 � �� 0.0049 0.0023 -0.0106 4 0.0049 -0°0005 -0"0051 5 0.0049 -0.0007 -0.0051 6 0"0049 -0.0035 -0.01()6 7 0.0142 0.0034 -0.0307 ------- PROGRAM : General Frame Analysis v1.27 PAGE NO. 16 • ENGINEERs NORTHWEST TIME : Wed Jun 07 11:17*17 1909 shamrock center bldg. b frame R 88124.006 == .____============ NODAL DISPLACEMENTS LOAD COMB = LOAD COMBINATIONS: NODE NO DX DY ROTATION -----= ' = ------ --=------ 8 0,0142 -0.0059 -0.0300 9 0.0638 0.0059 -0.0723 10 0.0638 -0°0113 -0.0724 11 0.1579 0.0110 -0.0119 12 0.1579 0.0067 -0,0114 13 0.1579 -0.0100 -0.0110 14 0°1579 -0.0221 -0.0115 15 0.1935 0.0117 -0.0300 16 ' 0.1936 -0°0238 -0.0391 17 0.2261 0.0122 -0.0363 18 0,2264 ~0"0250 -0"W8� 19 0.2495 0.0127 -0.0175 20 0°2490 0.0068 -0"0148 21 0.2497 -0.0206 -0.0130 22 0.2497 -0.0261 -0°0168 ELEMENT REPORTS r' M LOAD NODE SIGN CONVENTION : BEAM DESIGNERS iL COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST = = COMB 1 o 1"00 X CASE 1 + 1.00 X CASE 2 + 1.00 X CASE 3 COMB 2 o 1.00 X CASE' 3 + 1.00 X CASE 4 COMB 3 : 1.00 X CASE 2 + 1.00 X CASE 3 + 1.00 X CASE 4 COMB 4 : 1°70 X CASE 1 + 1.70 X CASE 2 + 1.40 X CAsE' 3 COMB 5 o 1.40 X CASE 2 • 1,40 X CASE 3 + 1.40 X CASE 4 8 0.9O%CASE 3 40 X CASE 4 1. _____________________ =------------ = = = = = = = = = = = = ""' Units : K N K -Ft K -Ft /ln Ft PROGRAM : General Frame Analysis v1.27 PAGE NO. 17 rNEER8 NORTHWEST TIME : Wed Jun 07 11w17:20 1989 : shamrock center bldg. b frame RUN : 88124,006 =_______=____________ _______________ _____========== ELEMENT REPORTS ELEM LOAD NODE 1 CONVENTION : BEAM DESIGNERS NO COMD NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 1 1 1 -33.1623 0.0548 0.0000 3 ^-.%3.1623 0°0548 0.0960 2 1 4 1 5 4 • 1 45.6523 27.0548 -0.0000 3 ' - 45.6523 27.0548 47.3458 5 1 63.9132 37.8767 -0.0000 3 63"9132 37,8767 66.2842 6 1 .. _ = 53.3586 53.3586 -48.9662 -48.9862 .87.0517 B7°0517 2 1 3 -33.2052 -0.1270 0.2005 7 -33^2052 ~0"1270 -0"0218 2 3 7 1. 7 9 21.1202 21.1202 3 13.4022 26.8727 -186.0516 7 13.4022 26.8727 --139.0243 4 3 -49.0300 -0.1900 0.3016 7 • ~49.0300 ~0,1900 -0"0308 3 18.7631 7 1R°7831 6 3 41.9330 37.7221 ` 60.6459 7 41,9330 37°7221 ~194°6323 -33.2052 -33°2052 • ' 7 21.1202 9 21°1202 27.0375 0.0820 0.0820 J7"B33B 37"8338 26.9134 26.9134 37.6218 37°6218 -0^1270 -0,1270 26.9134 26°9134 =------=-------=--- -==== -0,()000 47.3157 0.0000 0°1434 -0.0000 68.2091 -186.1290 -260.4723 -194.6341 -0.0218 ~0.5299 -139.0305 ~31°3788 3 7 13.4022 26.8727 -839"0243 9 13.4022 26.8727 -31.5334 4 7 -49.0300 -0.1900 -_0.0308 9 -49.0300 -0°1900 -0.7907 ~0.0001 1°01 -0.0001 1°01 -0.0002 1.01 -0.0002 1°01 0.0009 0°85 0.0009 0"05 0.0013 0.85 0°0013 0.85 0.0025 1"80 0.0025 1.80 = _____________________________==_______________= == PROGRAM : General Frame Analysis v1°27 PAGE NO. 18 EMP'NEERS NORTHWEST TIME : Wed Jun 07 11:17:23 1989 : shamrock center bldg, b frame Rmw : 88124.006 E L E M E N T T R E P O R T S U ELEM LOAD NODE SIGN CONVENTION : QEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL 7JIST 5 7 9 6 7 41.9330 37,7221 -194"6323 * . 41.9330 . 37.7221 -43.7439 4 1 9 11 n 9 �1 3 9 11 4 9 11 18.7631 18.7631 ~33.2052 -33.2052 21"1202 21,1202 13.4022 13°4022 -49.0300 -49.0300 5 9 19.7631 37"6218 -44.1467 11 18°7631 37"6210 256.8279 6 9 41.9330 37.7221 -43.7439 • 11 41°9330 37,7221 258,0328 5 1 11 -6.5195 -0.4100 2.5088 15 -6.5195 -0"4100 0"0487 2 11 3.0688 10,2080 ~75"6944 15 3.0608 10,2080 ~14.4461 3 11 3°8684 10"1715 -75.3190 15 3.8604 10.1715 -14.2900 4 11 -9°3545 -0.6004 3"6943 15 ~0,6004 0.0917 5 11 1.5 5.4157 5°4157 37.8218 37.6218 -0.1270 ~0.1270 26.9134 26"g134 26.8727 26"8727 -0.1900 -0°1q00 14"2401 14°2401 -194.6341 -44.1467 -0.5299 -1°5460 -31.3768 103.9307 -31"5334 183.4485 -0.7907 • -2,3103 ~105.4466 ~20.0060 6 11 8°2973 14.4522 . -106°9231 / 15 0.2973 14.4522 ~20.2()96 6 1 15 -6.5195 -0.4100 0.0487 17 -6.5195 -0.4100 -1"5914 0.00��8 0,0038 0. 0U0i -0.0095 -0.0094 0.0002 -A°017.2 0.0030 0.0030 ~0.0001 0"0W42 0.0043 1.80 4.82 4°32 4.82 4.82 2,17 • 2.67 2.67 2 15 3.8688 10.2080 -14.4461 17 3.868E 10.2080 26.3881 -0.0002 . 2.71 =_______ 'RDGRAM : General Frame Analysis v1°27 w NEERS NORTHWEST shamrock center bldg" h frame MN: 80124.006 ELEMENT REPORTS rum LnAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST -=-----=-----=-----------=------------- ------------------ 15 17 3"86B4 J.8684 4 15 -9.3545 -0.6004 17 -9"3545 -0°8004 5 15 5.4157 14.2401 17 5.4157 14.2401 6 15 0.2973 14.4522 -20.2096 17 0°2973 14~4522 37.5993 � 1 17 -6.5195 -0.4100 -1.5914 19 -6°5195 ~~0°4100 -3.�Z314 2 17 3.8888 10.2080 26.3081 19 3.8688 10"2080 67,2183 3 17 3"0684 10.1715 26.3960 19 3.8684 10°1715 67.0820 4 17 -9.3545 19 -9"3545 5 17 19 5.4157 5.4157 6 17 8°2973 14.4532 37.5993 19 8°2973 14°4522 95.4083 8 1 3 0.1819 -0"0429 -0.1045 4 0.1019 -0"0429 -0.1795 2 3 0.1241 -32.2384 4 0.1241 -32.2384 3 3 0.1820 -32.2501 4 0°1820 -32"2501 4 5 4 4 0.2719 0.2719 0.2548 0.2548 10.1715 10.1715 -0.6004 -0"8004 14.2401 14°2401 -0"0638 -0"0638 -45"1501 -45.1501 PAGE NO. 19 TIME : Wed Jun 07 11o17:27 1909 -14.2900 28.3980 0.0917 -2.3101 -2O.0060 36"9544 ~2.31()1 ~4.7118 36.9544 93.9140 _� - - ~:41== ====........ =----- --- -0.0002 2"70 -0.0003 ~0.0003 -0°0014 ~0.0014 0,0001 -0.0O19 ~0°0020 2.70 2.70 2"14 2.14 2"11 2.14 2.14 27J"4446 177"0275 -0.0002 0"85 231"3974 176.9598 -0.0()02 0"05 -0.1501 -0.2899 -0.0003 0.85 326"7564 247.1437 6 3 0.1117 -45.1186 4 0.1117 -45.1186 .8974 -0.000.3 0"86 PROGRAM : General Frame Analysis v1,27 PAGE NO" 20 Ex TNEERS NORTHWEST TIME : Wed Jun 07 11:17:31 1989 -----------~--------- x shamrock center 6ldg. b frame RUN : 88124.006 __________________________________ '������������������������������� = ELEMENT REPORTS ELEM LOAD' NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 9 1 11 0.2830 15.0827 -4.0548 12 0.2030 15.0827 22.3400 � 2 11 12 11 1.2 19 20 0.2354 0°2354 0.2312 0°2312 -25.9144 -25.9144 -21°1368 -21°136B 259.6251 214.2749 258.7675 221.77B1 4 11 0.4105 22.5493 -6.0046 12 0.4105 22°5493 33,4566 5 11 0.3237 -29.5915 362.2745 12 0.3237 ~29"5915 310,4893 6 11 0.2118 -41,4324 12 0,211B -41,4324 1 19 -0.4100 2.3295 -3.2314 20 ~0°4100 2.3295 0.8452 19 -0.3220 -7"7008 67"2183 20 -0°3220 -7,7088 53.7279 -0.3585 -0°3585 -7.7084 -7.7084 67.0820 53.5923 4 19 -0.6004 3.3035 -4.7118 20 -0°8004 3~3035 1°2093 5 19 ~0.5019 -10.7917 93.9148 20 -0.5019 -10.7917 75.029� -0.0001 0.86 6 19 -0.2098 -11.7533 95.4083 20 -0.2090 ~11.7533 74.8400 -0.0001 0"06' 11 1 4 0"1819 -0.0429 _0.1795 5 0.1019 -0.0429 -0.6511 11 4 0.1241 -32.2384 177"0275 5 0.1241 -32.2384 -~177.5945 3 4 0"1820 -32.2501 178.9598 5 0.18�� -32.2501 -177"7910 4 4 0.2719 5 0,2719 ~0.0638 -0.06%0 -0.2699 ~0.9721 oq 0 0.0000 0.67 0.0008 0.66 == PROGRAM : General Frame Analysis Y1°27 INEERS NORTHWEST t. : shamrock center bldg. b frame c N : 88124.006 ELEMENT REPORTS I ELEM LOAD NODE S1GN'CONVENTIDN : BEAM DESIGNERS NO CONS NO AXIAL SHEAR MOMENT MAX MOM/DEFL DJST _______________________ = 5 4 0.2548 ~45.1501 247.7437 5 - 0.2548 -45.1501 -248.9074 0,0011 0.66 6 4 0.1117 -45.1186 247.0974 5 0.1117 -45.1186 -240.4077 12 1 12 0.2030 15.0827 22.34(}0 13 0.2830 -19°1330 30°0021 � 12 0.2354 -25.9144 214.2749 13 0°2354 ~49.2092 -178°8910 3 12 0.2312 _21.1368 221.7781 13 0.2312 -55.3526 -160,9748 4 12 0.4105 22.5493 33~4566 13 0°4105 -2[]°6051 44.9100 5 12 0.3237 -29.5915 310.4893 13 0.3237 ~77"4936 ~238°5644 6 12 0.211B -41.4324 292.4492 13 0.2118 -62.4697 -260.6044 = PAGE NO. 21 TIME : Wed Jun 07 11:17:34 1989 79.4848 ^'0.0002 -0.0002 3.47 -0°0002 3°635 110.8901 -0°0003 13 1 20 ~0"4100 2.3295 0.8452 9"6853 21 -0.4100 -2.9615 1.9987 -0.0005 0.0011 8.67 5"58 5"B3 5.58 -0.0003 3.85 -0"0002 3"12 5.82 5.59 2 20 -0.3220 -7.7088 53°7279 21 -0.3220 -12.0740 -51"2617 -0.0007 3.02 3 20 -0.3585 -7.7084 53.5923 21 -0.3585 ' -12.0744 -51°3927 -0.0007 3"01 4 20 -0"6004 3.3835 1.2093 14.0204 5.02 21 -0.6004 -4.3014 2.8855 -0.0007 5.59 5 20 -0.5019 -10.7917 75.0293 21 -0.5019 -18.9041 -0.0009 3.{)1 6 20 -0°2098 -11.7533 ' 74°8400 21 -0.2898 -15.6827 -72.8204 -0.0008 2.79 14 1 5 0"1819 -0.0429 -0.6511 6 0"1819 -0°0429 -0.7281 2 5 0.1241 -32.2384 -177.5945 6 0.1241 -32.2384 -234.0117 0°0002 ()"09 PROGRAM : General Frame Analysis v1°27 ENV;TNEERS NORTHWEST k . shamrock center bldg. b frame : 88124.006 ELEMENT REPORTS E�JEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/UEFL D1ST ----~---- 3 5 0.1820 -32.2501 -177.7910 6 0.1820 ' -32 2501 -234,2286 0.0002 0"89 4 5 0.2719 -0.0638 6 0,2719 ~0.0638 2 J 5 5 6 15 1 13 0°2830 -19.1330 30.0021 14 0,2830 -19,1330 -3,4007 14 6 5 0.1117 -45.1186 -248.4077 6 0.1117 ~-45,1188 -327.3654 2 13 �,�� 3 13 14 14 4 13 5 13 14 14 14 21 21 nn .0..4.. 4 21 22 21 22 0.2548 0"2548 0.2354 0,2354 0.2312 0.2312 0.4105 0.4105 0.3237 0,3237 -0.3220 ~~3"3220 ~0°35B5 ^-0°3585 � ~0.8004 ~0.6004 -O"5019 -0.5019 -45.1501 -45.1501 -49.2892 -49.2092 -55.3526 - -28.6051 ~28^6051 -77.4936 -77.4936 ~12.074B -12.074R -12.0744 -12.0744 -4.3014 -4.3014 -16.9041 -16.9041 PAGE NO" 22 TIME : Wed Jun 07 11:17:40 1989 -0.9721 -1.0838 -178.8918 -265.1478 -168.9746 -285.8415 44.9100 • -5.1488 6.5644 6 13 0.2118 -62.4697 -260.6044 ./ 14 0"2118 -62,4897 -369°9283 ''- ' . 16 1 21 -0.4100 -2.9615 1.9987 22 -0°4100 -2,9615 -3°1839 -51.2617 ~72°:'!;g26 ~51.3927 ~72.5229 2.8855 -4.6420 1 -10 .5320 6 21 -0.2898 ~15.6827 -72.6204 22 -0.2098 -15.8827 -100.0652 0"0003 0.09 0.0003 0.89 0.0001 0.0001 0.90 PROGRAM o General Frame Analysis v1,27 EW"TNEERS NORTHWEST : shamrock center bldg. h frame RUN : 08124.006 =====- '---=------------- -------- ELEMENT REPORTS SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST ELEM LOAD NODE - 17 1 2 -37,9304 -0°0548 6 -37.9304 -0° 0540 2 3 2 -115.1200 26.9452 6 -115°1200 26°9452 4 2 -56.0675 .6 -58.0675 5 2 -161.1680 37.7233 6 2 -134.5238 6 ~134.5230 1 6 -37. E31375 8 -37°8875 4 5 2 ~106°1053 6 ~~106,1053 6 -161"1680 37.�233 6 -73.8670 8 ~73,8670 8 . -B2"B699 8 -B2,8699 6 • 756.0036 8 -58"0036 6 -116.0179 8 -118.0179 6 6 -89.4051 8 -89.4051 19 1 8 -37.8875 10 ~37,8875 8 -73.8670 10 ~73.8670 3 8 -82.8699 10 -02^8699 4 13 -56.0036 10 -58.0036 26. 96'..15 ~0.0820 -0.0820 37.7662 37,7662 0"1270 0.1270 27.0866 27.0866 27.1273 2y.1273 .0°1900 0°1900 37°9782 37°9782 37.8779 37.8779 {).1270 0.1270 27.0866 27.0066 27.1273 27.1273 0.1900 0"1900 PAGE NO. 23 TIME : Wed Jun 07 11:17x44 1989 -0°0000 ~0.0980 0"00{N 47.1843 -0.0001 1.01 0.0000 47.1542 -0.0O00 -0.1434 0°0000 66.0158 0"0000 66.0909 -0.8221 -0.5990 -1B6.8273 -139,4258 -1B7.0745 -1�%9.8017 -1.2273 -0.H949 -261°2745 --194.9881 -0.599B -0.0917 ' -139.4258 -139.6017 -31.0927 -0.8949 -0"1350 -0.0001 1°()1 -0.0002 1"{)1 ~0.0002 1.01 0.0009 0.135 0.0009 0.85 • 0°{)013 0°85 0.0013 0.85 0.0025 1.79 O"0025 1"79 _______________ _ PROGRAM : Genera] Vrame Analysis v1.27 PAGE NO" 24 EW NORTHWEST TIME : Wed Jun 07 11:17x46 1989 : shamrock renter bldg. b frame RI N : 08124,006 ________====_______ ____=________=________ ... _____==. ==== ELEMENT REPORTS ELEM iUAD NOVF SIGN CONVENTION : BE�4M DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST ______ ____________ -����� � 8 -116.0179 37.9782 -195.4424 10 ~116"0179 37.9702 -43.5298 6 8 -89.4051 37.8779 -194.9881 10 -89°4051 37,0779 -43°4764 20 1 10 -37.8875 0.1270 -0.0917 14 -37,8875 0.1270 0.9244 2 10 -73.0670 27.0866 -31.0795 14 -73.8670 27"0866 185.6130 3 10 ~82.0699 27.1273 -31.0927 14 -[]2.8699 105°9254 4 10 -56.0036 0.1900 -0"1350 14 -56"0038 0.1900 1.3846 10 14 ~116.0179 ~118°0179 37.9782 37,9782 -43.529B 260.2956 6 10 -09.4051 37.0779 -43.4764 14 -89"4051 37°0779 259"5469 21 1 14 -7.1515 0.41.00 -2.5563 16 -7,1515 0.4100 -0.0962 14 -- "15.9148 10.0520 -79.5340 16 -15.9140 10.0520 ~-14.4230 14 16 -15.9144 -15.9144 10.8085 10~8885 -79"9161 -14.5B51 4 14 -10.2724 0.6004 -3.7642 16 -10.2724 0.6004 ~0.1618 5 14 -22.2801 15.2439 -111.8826 16 -22.2801 15.2439 -20"4192 6 14 ~19.1387 15.0318 ~110"3794 16 -19.1387 15.0318 -20"1889 72 1 16 -7.i515 0.4100 -0.0962 10 -7.1515 0"410() 1.5430 2 16 -15.9148 10.8520 -~14°4230• 10 -15.9140 10.0520 20.;9040 0.0036 1.79 0.0036 1.79 -0"0096 4.82 ~0.0096 4.82 -0"0134 4.82 -0.0134 4,02 0°0032 0°8032 0.0001 0°0045 0.0044 2"67 2.67 2.57 2.67 -0.0003 2.66 _ ___====~_____r _ PROGRAM : Genera] Frame Analysis v1,27 E r.INEERS NORTHWEST shamrock center bldg° b frame RUN : 88124.006 ELEMENT REPORTS FILM LOAD NODr SIGN CONVENTION : BFAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST P NODE NO 23 1 2 4 16 -10.2724 18 -710°2724 5 6 16 -19.1387 15.0318 18 -19,1387 15.0318 1 18 22 2 LOAD COMB 16 18 16 18 18 -15,9148 22 -15,9140 18 -15.9144 22 -15.9144 4 18 -10.2724 22 -10.2724 5 18 -22"2801 22 ~22.2801 6 18 -19"1387 . 22 719"1387 = =__ ======== -15.9144 -15.9144 -22°2801 -22°2801 -7.1515 -7.1515 PX Units : K 0.0548 27,0375 27.0548 0.0820 37.8767 ]7.0338 • -0.0540 26.9625 26.9452 10.8885 10.8885 0.6004 0.6004 15.2439 15°2439 0.4100 0.4100 10.8520 10°8520 10.8885 10.0805 0"6004 0°6004 25.2439 15.2439 15.0318 15.0318 R E A C T I O N S PY N -33"i623 53.3586 45.6523 --48.9862 83.912;2 07.0517 PAGE NO" 25 TIME : Wed jun 07 11:17:51 1989 -14.5B51 28.9689 -0.1616 2.2402 -20.4192 40.5564 -20.1BB9 39.9381 1.5438 3.1839 28.9848 72°3926 28.9689 72.5229 2.2402 4.6420 40.5564 101.5320 7.9.9381 100.0852 =-----------=-----== % MOMENT K "Ft 0.0000 -0.0#00 -0.0000 0.0000 ^ � ~ _m o°mo ^n�~ -`,.°�°. � Al, . `° Vr' � � o��o0 ���� _ . 0°0w0 o.0000 000 filq -0.0003 ~()°000: ~0^0015 -0.0015 ~0.O00i -0.0021 -0.0021 = ~_ 2.67 - 0.0004 2.87 2.67 2.14 2"12 2.14 2.14 ==.....=========. • i • NODE NO PROGRAM : General Frame Analysis v1.27 JNEERS NORTHWEST : shamrock center b1dg° b frame RL : 88124"006 R E A C T I O N S = PAGE NO. 26 11ME : Wed Jun 07 11:17:54 1989 LOAD COM8 PX PY MOMENT ----- ------=------ ------------------ 4 ~0"0820 ~56.0675 ~0,0000 5 37.7233 -161.1880 0.0000 6 37°7882 -134,5238 0.0000 C.0 JOB No. " JOB NAME JN.r ^^ ocI CO l3 e, C. DATE 2 - - SUBJECT � "� ' C 'e/a ' �/ SHEET OF BY V A•z— ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522.6698 /V O O Ut- T /MATF , J+ � y � �;17 ►, 6 l 9/6 l'i Jc . /8, 22 20 . kL Chse - V 1, 2 , 3 . . Y 7 01 / , z 2 1 2} b s 9 % ce 3 6 }d ' t K0 2'Jl, 3 Ai . A.«, A) • 4 i .t asco . 6 , r c d= 7 /90 b. I. = /G o." . 2. •' .,L o,st( M ;2.0?) I /, � , NI I ' 1 . �I "NGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) 6869 Woodlawn Ave NE 1988 USC Seattle,Washington 98115 12:33:14' 06 -01 -1989 po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor 19.00 24.00 9.25 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) 12.0 4.0 0,0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 I LOADING DATA unfactored wind in (psi): 16.3 out Ipsfl= 15.0 press (psfl: 68.1 import fact: 1.00 DL (plf): 1170 ecc (in): 0.5 DL (Ibs1: 115112 ecc (in): -4.5 DL (plf): 885 dist above floor(ft): 0.0 seismic... zone 3 ledger 11(p11): 2530 concentrated load LL(lbs): 0 concentric load LL(plf): 0 horiz load plf 1+ inward): 0 REBAR DATA Vertical 3 16 d: 7.38 Horizontal min in "2 / ft 0.22 X LL w /seismic= X LL N /seismic= X LL N /seismic: MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi1Mn (in -k) defl'lin) Allow defl(in) LOAD CASES 1) 2) 3) 4) 5) 6) 7) 1 62.1 44.6 267.60 0.07 2 62.1 -58.5 267.60 -0,11 3 62.1 -72.4 267.60 -0.13 4 78.9 34.6 220.88 0.05 5 78.9 -72.1 220.88 -0.14 6 72.5 -75.5 238.06 -0.13 7 113.8 -43.3 124.05 -0.05 .911 + 1.3WL inward .9DL + 1.3WL outward .9DL + 1.43E0 1.0501 + 1.28LL + 1.28WL inward 1.05DL + 1.28LL + 1.2BWL outward 1.0501 + 1.28LL + 1.4E0 1.401. + 1.7LL INTERACTION CURVE DATA .71Po .71Pbal ,71Mbal .71Mn 158.5 51.7 296.4 186.4 NOTE Sheet of SHAMROCK CENTER BLDG B FRAME AT GRID 5 parapet ht (ft) 0.00 1.00 0.00 height (ft) 0.0 0 0 0 Comments 1.52 case ok used interaction curve 1.52 case ok used interaction curve 1.52 case ok used interaction curve 1.52 case ok used interaction curve 1.52 case ok used interaction curve 1.52 case ok used interaction curve 1.52 case ok used interaction curve in cases 1), 2), 4), and 5) the • LL used is 1/2 of the applied LL