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Permit 5727 - Riverside Inn - Grading / Fill
I�VILVIa IU I NMIT yam.. (POST WITH INSfCTION CARD AND PLANS IN A CONSPICUOUS LOCATION) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. -7(1 DATE ISSUED: 9-1LI'%9 FEES DESCRIPTION AMOUNT RCPT P DATE BUILDING PERMIT FEE 144_, 00 30.00 a Ict 9 _ t -JLI -9 PLAN CHECK FEE BUILDING SURCHARGE 4.50 PHONE 82 -6529 ADDRESS 12006 98th N . E . , Suite 102, Kirkland, WA ENERGY SURCHARGE OTHER: TOTAL • 178.50 14060 Interurban Av S PROJECT NAME /TENANT Riverside Inn TYPE OF 0 New Building Q Addition Tenant Improvement (commercial) (_.) Demolition (building) WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: Fill material will be placed to provide stability for sheet pile wall that serves as the rear foundation wall for the Riverside Inn. 25,000.00 ASSESSOR ACCOUNT *See Attached Grading/Fill PROPERTY OWNER Mr. Bennie Woyvodich PHONE 455 -5400 ADDRESS 14060 Interurban Avenue South_, Tukwila, WA ZIP 98188 CONTRACTOR PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT Engineer: Kl oh.n Leouff Inc. PHONE 82 -6529 ADDRESS 12006 98th N . E . , Suite 102, Kirkland, WA IP 98034 ('.Ot)E. (;Or.ii>I inr1( USE -) FLOAR4 SQUARE FEET occ. LOAD SQUARE FEET occ. LOAD SQUARE FEET occ. LOAD SQUARE FEET occ. LOAD SQUARE FEET occ. LOAD TOTAL SQUARE FEET TOTAL OCC. LOAD TOTAL TYPE OF CONSTRUCTION: UBC EDITION (year) 28 SETBACKS: N — S — E — FIRE PROTECTION:OSprinklers 0 Detectors ® N/A UTILITY PERMITS REQUIRED4h Yes O N o (P rraic works ZONING: C -2 BAR /LAND USE CONDITIONSoyes ®No CONDITIONS (other than those noted on or attached to permit/plans): --- 4—.. APPROVED FOR BUILDING DATE: q ISSUANCE BY:----/ ) ���� OFFICIAL ��v I hereby certify tat I have re and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance or work. I am authorized to sign for and obtain this building permit. SIGNATURE: PRINT NAME: "Ec DATE: COMPANY: This permit shall b = me null ' nd 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 DATE ISSUED: OCCUPANCY NO, DOT1 QA JOB PAM200 KING COUNTY DEPARTMENT OF AESSMENTSi REPORT PAM20020 -01 + PARCEL NUMBERS BY STREET NAME CITY OF TUKMILA PAGE 10 DATE 07/02/89 SITUS ADDRESS PARCEL•NUMOER TAXPAYER /OTR- SEC- T4P -RGE 14051 INTERURBAN AVS 336590 - 0855 -0 RICE_ CARL E G ONA L LOT:1? -20 BLK:8 SW- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS 14057 14;0,6 1406 4A0 14065 14100 14101 14101 14201 14201 14201 14201 14201 14237 14275 14301 14305 INTERURBAN Y.TERURBAN NTERUR,BAV:;: N;TtRURBAN . NT:ERURBA•N INTERURBAN INTERURBAN INTERURBAN S INTERURBAN INTERURBAN INTERURBAN INTERURBAN INTERURBAN INTERURBAN INTERURBAN INTERURBAN INTERURBAN INTERURBAN AVS 336590 - 0865 -0 SOUTHLAND CORD LOT:21 -22 OLK:B SW-14-23-4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 000280 - 00.33-0 • `W0YVODICH ALEX: LOT• :POR, BLK: ;SE- 14- 23 -4'' PLAT:FOSTER : JOSEPH.,t�..'39 AVS 3365.90. - 1'•.055 -0 : MOYVODICH BENNY 'G.:ELLA` LOT:26 TO 29 BLK: 9: SE•14- 23 -4:': PLAT:HILLMANS :SEATTLE GARDEN TRACTS' AVS .•33b590-1075 -0., MOY.'VODICH DENNY. LOT29�'; ? BLK:Si• : ,.: SE 14 -23 -4 PLAT;: HILLMANS SEATTLE.`:;; GARDEN; TRACTS . ,. 336590 - 1.890 ■0 : MOY.VODICH BENNY_,G.. ELLAt' LOT • 1.i ":: BLK: 1,; •' . SE• 14 -23 -.4 PLAT:HILLMANS SEATTLE :GARDE I .TRACTS AVS J36590- 0875 -0 HORNE PAULINE LOT:23 BLK:8 SW- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 000280- 0001 -0 TODD FRANK LOT:POR BLK: SE- 14.23 -4 PLAT:FOSTER JOSEPH f 39 AVS 336590- 0880.0 TUKMILA INTERURBAN INV C LOT:24-25-26-27 BLK:8 SM- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 336590- 0892 -0 TUKMILA INTERURBAN INV C LOT:26 -27 BLK:i SE- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 336590- 1470 -0 THE SOUTHLAND CORP LOT :20.21 -22 BLK:15 SE- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 336590 - 1480 -0 THE SOUTHLAND CORP LOT:23 -24 BLK:15 SE- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 336590•1485 -0 THE SOUTHLAND CORP LOT:23 -24 9LK:15 SE- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 336590-1505-0 THE SOUTHLAND C!)RP LOT:25 ©LK:15 SE- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 336590.1515 -0 THE SOUTHLAND CORD LOT:26 BLK:15 SE-14-23-4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 330590- 1460 -0 CRAMFORD KATHY L LOT:18 -19 BLK:15 SE- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 336590 - 1440 -0 TUKMILA COMMUNITY CLUB LOT:16 & 17 ©LK:15 SE- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 336590 - 1435 -0 HARRIS MABEL J LOT:15 BLK:15 SE- 14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS AVS 336590 - 1425 -0 MOOD J M LOT:13 -14 3LK:15 SE•14 -23 -4 PLAT:HILLMANS SEATTLE GARDEN TRACTS GRADING /FILL PERMIT APPLICATION TRACKING PLAN CHECK NUMBER PROJECT NAME � u � �% � SITE AS //40/g 0 Usti J at/ SUITE NO. 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 ". DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. BUILDING - initial review PLANNING ROUTED as t INIT:� • ;: CONSULTANT: Date Sent - Date Approved - PUBLIC WORKS OTHER F► ,11► D . N ? •:i • SEPA CHECKLIST REQUIRED? (1 No es DETERMINATION: "Nis REFERENCE FILE NOS.: UTILITY PERMITS REQUIRED? (] Yea (] No XBUIL IN 3 - final review REVIEW COMPLETED INIT: HAULING PERMIT REQUIRED? fl Yes No PUBLIC WORKS LETTER DATED: g /aj .1-145 c UBC EDITION (year): c`l PERMIT NO. CONTACTED DATE READY DATE NOTIFIED G I ti 69 BY: (init.) S PERMIT EXPIRES 2nd NOTIFICATION BY: (init.) AMOUNT OWING /761 NOTIFICATION BY: (init.) C GRADING/FILL PERMIT APPLICATION CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 PLAN CHECK $q /F5 NUMBER THIS FORM 18 TO BE USED IF GRADINO/FILL I8 NOT ALREADY INCLUDED AS PART OF A BUILDING PERMIT. FEES (for staff use only) V -4-r4jia iPREMINIF.XalailLiagICIENEDILM VALUE OF WORK - $ less than $25,000 PROJECT NAME/TENANT Riverside Inn =ASIC .PERMIT: FEE, CUT (YARDS) on N CHECK FEE i : e& PROPERTY OWNER Mr Bennie Woyvodich UILD1NG SURCHARGE ®THERt <:;:::: . :: ADDRESS 14060 Interurban Avenue South, Tukwila, WA I ?8188 :..;.:::::> :: :....... TOTAL '- I t..5'o ZIP WA. ST. CONTRACTOR'S LICENSE # SIT ADDRESS SUITE # SITE Interurban Avenue South VALUE OF WORK - $ less than $25,000 PROJECT NAME/TENANT Riverside Inn ASSESSOR ACCOUNT # CUT (YARDS) on FILL (YARDSL 1650 CY ill 450 CY Riprap DE�S9RIBE THE PURPQSE AN EXTENT OF FJLL/GRAD NCB: i material wi l I be placed to provide stability for sheet pile wall that serves as the rear foundation wall for the Riverside Inn. The original stability of the wall has been lost due to river bank erosion. Riprap will be placed on the fill to prevent erosion of the fill material (see attached plans). PROPERTY OWNER Mr Bennie Woyvodich IPHONE �Li�i , J�fa� ADDRESS 14060 Interurban Avenue South, Tukwila, WA I ?8188 CONTRACTOR PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE Aoo Engineer K I ohn Leonoff Inc. PHONE 823 -6529 ADDRESS 12006 98th Avenue NE, Suite 102, Kirkland, WA ZIP 98034 BUILDING OWNER OR AUTHORIZED AGENT PRINT NAM Mr. Benn% Woyvodich 14060 Interurban Avenue South ADDRESS PHONc GMs) 5Ljj CITY /ZlPTukwi 1 a, 98188 CONTACT PERSON Richard P. Regan, P.E. PHONE 823 -6529 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 The valuation is for the work covered by this permit and must be filled in by the applicant. This figure is used for budget reporting purposes only and not to calculate your fees. 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 limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 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 at 433 -1849. DATE APPLICATION ACCEPTED DATE APPLICATION EXPIRES (-- 02s- j'O (JUL 21989 03/30/80 Biel CITY OF TUKWILA Building Dement 6300 South 1r Boulevard Tukwila, WA 8188 (206) 431 -3670 montme a »«wi_i,l- ..ELifiPwt rnlSt,S&tavfi9utit ! INSPECTION RECORD PERMIT # 61'7 Date Type of Inspection_5)Ac,,,,,-410/0 Site Address !472664) Ako - Requestor Special Instructions Date Wanted 77-• 23. -9') a.m. 0.m Project _Akin Phone # Inspection Results /Comments: (:1--_____ , :,, �rr • Inspector Z Date • 901 CITY OF TUKWILA Building Division Tukwi la,,tWashinatonu198188 (206) 433 -1849 Type of Inspection Rip Rom INSPECTION RECORD PERMIT #5 "-) Date )o- DS-S9 Date Wanted la- oZ to --S9 Site Address i U2 C) 1ir1r�' P rl )r-�n nil S Project f 1V-�I'vid.P . Tj ifl Phone # O�Li�J51-/ Requestornn Special Instructions I @ to Inspection Results /Comments: are,22 A/PAA:a D 75 cai1Fira t Inspector ? az Date / �q City f Tukwila 6200 Southcenter Boulevard' Tukwila Washington 98188 (206) 433-1800 Gary L. VanDusen, Mayor Plan Check *89 -185: Riverside Inn 14060 Interurban Av S THE FOLLOWING COMMENTS APPLY TO AND BE OME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER_ OcQ__. 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. ▪ All permits, inspection records, and approved plans shall posted at the job site prior to the start of any construction. 3. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition). ▪ Exit and exit pathway in rear of building must be maintained at all times that the establishment is open to the public. 5. Any repair work or construction to building shall be under separate permit. Validity of Permit. The issuance or granting of this 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 regulation or ordinance of this jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. City of Tukwila PUBLIC WORKS DEPARTMENT 6300 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -01.79 Ross A. Earnst, P.E. Director August 25, 1989 Richard Regan, P.E. Klohn Leonoff, Inc. 12006 98th Avenue N.E: Suite 102 Kirkland, WA 98034 RE: Riverside Inn Flood Control Zone Permit Dear Dicks 1 The Public Works Deportment has reviewed and approves the bank stabilization, contingent on meeting all approvals and conditions of the Corps of Engineers 404 Permit, Washington State Hydraulics Permit, Tukwila Grade and Fill Permit (through the Building Department) and City 4f Tukwila Shoreline Substantial Development Permit (via the Tukwila Planning Department). This approval is also conditioned on your August 22, 1989 letter to Ron Cameron, City Engineer, with respect to easements. The Planning Directgr and Building Official shall approve the release of the following permit. Call Becky Davis, permit. coordinator (433- 1851) to have the following permit prepared: 1. Flood Control Zone Permit (Permit fee = S50.00) If you have any questions or I can be of further assistance do not hesitate to call me at 433 -0179. Phil Fraser, Senior Engineer Enclosures: 6 xc: Ron Cameron Pat Brodin Development files.. Riverside Inn. - •■ MEMORANDUM TO: DUANE GRIFFIN, BUILDING OFFICIAL FROM: PHIL FRASER, SENIOR ENGINEER DATE: 8/31/89 SUBJECT: RIVERSIDE INN - REQUEST FOR ISSUANCE OF GRADE AND FILL - PERMIT PER MY REVIEW OF THE REPAIRS REQUIRED UNDER THE PROPOSED GRADE AND FILL PERMIT FOR THE RIVERSIDE INN (REFERENCE MY LETTER OF AUGUST 25, 1989 TO RICHARD REGAN, P.E. ATTACHED) THIS REPAIR IS CONSIDERED AN EMERGENCY TASK DUE TO ITS NATURE AND TIMING. THEREFORE, YOU ARE REQUESTED TO ISSUE YOUR GRADE AND FILL PERMIT UNDER CONDITIONS I HAVE IDENTIFIED IN MY AUGUST 25, 1989 LETTER AS SOON AS IS PRACTICAL. AS YOU HAVE REQUIRED AS A CONDITION OF ISSUANCE OF YOUR GRADE AND FILL PERMIT AND PER MY 8/31/89 DISCUSSION WITH DICK REGAN, P:E. .THE CONSTRUCTION CONTROL ENGINEERING AND PROJECT COORDINATION WILL BE HANDLED BY DICK. DICK REGAN HAS ALSO INDICATED, PER YOUR REQUEST, THAT HE WILL PROVIDE THE NECESSARY INSPECTIONS OF THE PLACEMENT OF THE RIPRAP AND ASSOCIATED FILLING TO ASSURE .A PROPER FINAL PRODUCT. DICK IS PURSUING ALL OTHER PERMITS..ANDAGREES THAT FULL COMPLIANCE WITH THESE PERMITS WILL BE OBTAINED AS A CONDITION TO SIGN OFF OF THE FLOOD CONTROL ZONE PERMIT AND "THE GRADE AND FILL PERMIT. CURRENTLY DICK ANTICIPATES THAT ALL OTHER PERMITS WILL BE OBTAINED WITHIN THE NEXT FEW WORKING DAYS. I IDENTIFIED THE FIRE MARSHALL AND YOUR CONCERN TO MAINTAIN THE BACK. STAIRWAY ACCESS FOR THE BUILDING THROUGHOUT THE CONSTRUCTION. PHASE' (OR ELSE SHUT DOWN THE BUILDING OPERATION FOR THE TIME THE .STAIRWAY IS OUT OF COMMISSION). DICK SAID THAT THIS IS AN ACCEPTABLE CONDITION OF PERMIT ISSUANCE. ,FINALLY, IT IS ANTICIPATED THAT THE DIKE /RIVERBANK IMPROVEMENT WILL BE PROVIDED WITH A MINIMUM OF 10+ FEET IN WIDTH BEYOND THE BUILDING FOUNDATION, WHICH MAY BE REVIEWED IN THE FUTURE FOR A FUTURE CITY RIVERBANK TRAIL ACCESS; AT THIS TIME IT HAS BEEN WORKED OUT WITH THE OWNER TO PROVIDE AN ACCESS EASEMENT FOR RIVERBANK /DIKE MAINTENANCE (REFERENCE 8/22/89 LETTER FROM BENNY WOYVODICH AND DICK REGAN, P.E. TO RON CAMERON, P.E.). ATTACHMENTS (2) . ,:ROSS: EARNST RON CAMERON BECKY `DAVIS DICK'.REGAN (FAX NO 823- 6452)'.: DEVELOPMENT. F I LE: RIVERSIDE INN City of Tukwila PUBLIC WORK DEPARTMENT 6300 Southcefiter Boulevard Tukwila, Wa$hf ngton 98188 (206) 433 -0179 Ross A. Evrnst,;P.. Director August 25, 1989 Richard Regan, P.E. Klohn Leonoff, Inc. 12006 98th Avenue N.E Suite'102 Kirkland, WA 98034 1; RE: Riverside Inn Flood Control Zone Permit. Dear Dick: The Public Works Department has reviewed and approves the bank stabilization, contingent on meeting all approvals and conditions of the Corps of Engineers 404 Permit, Washington State Hydraulics Permit, Tukwila Grade; and Fill Permit (through the Building Department) and City cif' Tukwila Shoreline Substantial Development Permit (via the Tukwila Planning Department). This approval is also conditioned on your August 22, 1989 letter to Ron Cameron, City Engineer, with respect to easements. The Planning Directgr; and Building Official shall approve the release of the following permit. Call Becky Davis, permit coordinator (433 - 1851)' to have the following permit prepared: 1. Flood Control Zo4e(Permit (Permit fee = S50.00) f If you have any questions or I can be of further assistance do hesitate to call me MI 433 -0179. fl Sincerel Phil Fraser, Senior E gtneer Enclosures: 6 Ron Cameron Pat Brodin Development files Riverside Inn i 1 • KLOHN LEONOFF CONSULTING ENGINEERS �;cti.,E {w AtrR,, '.a;.4F' -5'nx 4f {•f,�c';��1tti: ft RECEIVED AUG 2 4 1989 TUKWILA PUBLIC WORKS ur File No PW0174 August 22, 1989 City of Tukwila Public Works Department 6300 Southcenter Boulevard Tukwila, WA 98188 Attention: Ron Cameron. P.E. RE: Riverside Inn Foundation Stabilization Dear Ron: This letter is to confirm that an access easements for the City of Tukwila to the County dike easement and access to the rock work and storm drain if there is a right of way problem Will be signed. Thank you for your help on this project. Yours very ruly, KLOHN LEONOIF:INC. chard (Dick) Megan, P.E. Principal Consultant /Lem Benny,Woyvppdich Owner R1verslide Inn R I P R A P DESIGN B Y T H E DEPTH - V E L O C I T Y R E L.A T IONS H 07 -20 -1989 10:18:43 THE GRADATION SHOULD BE WITHIN THE RANGE DEFINED: UNIT WEIGHT OF THE STONE FOR THIS GRADATION W100(min) W50(min) = W10(min) = D100(min) = 0.9 FT. D100(max) = 1.3 FT. D30(min) = 0.7 FT. 96 LBS. 51 LBS. 16 LBS. D50(min) D50(max) W30 (min) W100(max) W50(max) W10(max) = 0.8 FT.. = 0.9 FT. • 37 LBS. = 160.0 LBS /C.F. = 239 LBS. • 77 LBS. • 39 LBS. D10(min) = D10(max) = 0.5 FT. 0.7 FT. RIPRAP SLOPE FOR THIS GRADATION IS 1 VERT : 1.50 HORIZ RIPRAP THICKNESS = 1.3 FT. THE SAFETY FACTOR COMPUTED FOR THIS CONDITION - ..3.50 H Y D R A U, L' I C D E S I THE DESIGN VELOCITY WAS CALCULATED FROM THE CROSS SECTION AVERAGE. VELOCITY AT THE DESIGN DISCHARGE. AVERAGE VELOCITY = 4.0 FT /SEC VELOCITY OF FLOW ABOVE THE RIPRAP TOE DESIGN DEPTH OF FLOW ABOVE THE RIPRAP TOE WIDTH OF THE CHANNEL = 160 FT. • 6.5 FT /SEC • 18.0 FT. RADIUS OF THE CHANNEL BEND .= .300 FT. ,—rfl., s• WPOt"3!,P,::.,/, IlL Oita 0 ■ \.%.\ r; 4 4.:":.:k ...p,-,........... P52:1111191 tv.b.,•441. Vic r--1. KJ. 1, I l Ill • .,k 1 4'FIL:111.12 1 VIO\Ie) it / 44 it',44‘1% ' .Z .1 : . r....A.,.. i•i . ik. 'ilt i.r.,:. NA.\kir5r.:, ,.... i ./ O. 1 1,01C2 :: \ ' 3r iiki:1 Ti.:(:::Nti;,-,ir -*4.t..7111rPr,7,-.77.11 \11.111.111,1t; ilk witki, ..--or-roollrillilie,1, II LitliZiU:L.1.1+;i1Ggili ilniti'llliakinailinl PROJECT LOCATION FROM: THE THOMAS GUIDE, 1988 EDITION, PAGE 34. EXISTING BUILDING Inv. or FlIONED or#,DE ELEV. OF °Orlin °NOM) GOLF COURSE 10.01 -4.80 air TOE zee •• 0.2ei' ' -1.00 • -1.7 -2.70 • EXISTING BUILDING D011114 1135 RNERSIDE INN 15_15±:,..._...dairsh...........41Aii. , ASPHALT PARKING. ELEV. OF MIMED GRADE ELEV. OF COST» 0 GROUND VI Sr ENGINEERS 1 /15/E1S Mo+oor RIVERSIDE : INN .: FO VNDATION 'STABILIZATION LOCATION AND SITE PLAN max w. PW 0174:01 ,k n�Y,.telnj • KLOHN ` LEON CONSULTING E MR:' `BENNIE WOYVODICH. 14060 INTERURBAN AVE. TUKWILA: ` WA 98188 MOW 11144K 15 1e it u1& 10 10 or ,,'WP ono s —10 —10 ae1<r r+ tea_ -7.0' SECTION Ur Valk 15 10 17051115 WWI —10 SECTION 14060 INTERURBAN AVE. SOUTH TUKWILA WA 98188 MOM PW 0174.01 KLOHN LEONOFF CONSULTING ENGINEERS Our File No: PW0174 0301 City of Tukwila 6200 South Center Blvd. Tukwila, WA 98188 July 19, 1989 Attention: Ms. Moira Carr Bradshaw. Department of Community Development Dear Ms. Bradshaw: This letter is in reply to our phone conversation concerning exemption from the shoreline substantial development permit for a project at the Riverside Inn located at 14060 Interurban Avenue South. Exemption is requested for the placement of a foundation stabilization berm, and riprap necessary to protect the berm from future erosion. This work is required to stop the ongoing riverbank erosion which has compromised the structural integrity of the north (riverside) foundation wall. This work will provide the resistance necessary to regain the stability that the natural river bank provided prior to the erosion. The north foundation wall is constructed from 3 feet by 1 feet steel sheet pipe driven to elevation -7.0 msl as shown on enclosure 1. (taken from the original plans). Our calculations, based on topographic conditions surveyed in June 1989 show that this piling is unstable; however, at this time we are unable to note signs of distress. This may be due to the three dimensional effect of the structure and other constraints that could be acting at the top of the wall. However, enough is known about the condition of the wall to conclude that the foundation is in distress and further erosion will only compound the problem. Based on our assessment of the foundation pile stability, immediate remedial action is required to prevent further erosion and failure. Enclosure 2 is our Technical Memorandum on the analysis of the existing piling wall .Z"';a..eeSJair y Kbhn LaonoN inc.. 12008.981h Ave. N.E.. Suite 102 KtrWud. WaiNnalon 98034 • Tabdimr: 120818238529 • Fax I2081 823.8452 and Enclosure 3 are the plans and sections depicting the proposes corrective work. A hydraulic analysis has been accomplished to examine the river characteristics, (water surface elevation, velocities etc) during the 100 -year flood with and without the stability berm and riprap. The purpose of this analysis was to determine if the project would produce undesirable effects to the adjacent and upstream properties and to complete design parameters. The analysis shows that the project does not effect the water surface profile at all; however, the project does increase the average velocity slightly but not enough to result in erosion of the unprotected stream banks in the immediate area. This increase in velocities attenuates to no change a short distance away from the project site. Enclosure 4 is our technical memorandum on the hydraulic analysis. An environmental check list enclosure 5. has been completed and is returned as Feel free to contact me concerning _. any additional information or I; can be reached at 823 -6529. or 392 -2125. coordination you may require. TECHNICAL MEMO PW0174 0101 July 13, 1989 Water Surface Profiles An HEC -2 numerical model of the Duwamish River from River Mile (RM) 8.8, I -5 bridge crossing to RM 12.5 I -405 bridge crossing was assembled, in order to study the effects of the proposed stabilization berm and riprap protection project located at the Riverside Inn, RM 10.4. The model is based on survey data accomplished by: Corps of Engineers, 1982 FEMA Property Developer (name unknown) for land immediately upstream from Riverside Inn on the left bank 1984 The model was calibrated to the Corps of Engineers 100 -year flood profile which was derived by unsteady flow modeling techniques. The model was run to simulate the 100 -year flood conditions without and with the proposed stabilization berm and riprap protection. The computed 100 -year flood profile with the project in place does not increase in the height of the 100 -year flood at the site or upstream; in fact, the calculations indicate a minor (0.01 ft) drop in the profile due tq the improved efficiency in the vicinity of the Riverside Inn. This improvement in efficiency is due to the smoother alignment of the river bank created by the stabilization berm and riprap. However, the increased efficiency does create a slight increase in the average channel velocity at the improved section this increase is from 3.5 fps to 4.0 fps. The computations show that the velocity increase attenuate rapidly to no change within 250 feet upstream. Copies of backwater computation for the existing and with project conditions are attached. Cross section 4.01 and 3.0 identify the location effected by the project. Richar P. Reg , P.E. Ifl AYY 1 l(; <1i/ �L 1* WATER SURFACE PROFILES * VERSION OF NOVE1'BER 1976 * UPDATED MAY 1984 * IEM -PC -XT VERSION AUGUST 1985 * RUN DATE 07 -10 -89 TIME 21:24:07 Ar / ` �a ,,,r , � � off'. 1 07 -10 -89 21:24:08 X X XXXXXXX XXXXX X X X X X X X X )00=0( XXXX X X X X X X X X X X X X XXXXXXX XXXXX HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984' ERROR CORR - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM -PC -XT VERSION AUGUST 1985 T1 T2 T3 J1 * .S. AMY CORPS OF EN * THE HYDROLOGIC ENGINE * 609 SECOND STREET, SU * DAVIS, CALIFORNIA 956 * (916) 440 -2105 (FTS PAG THIS RUN EXECUTED 07 -10 -89 A@A DUWAMISH RIVER KING COUNTY, WASHINGTON EXISTING CONDITIONS t Cat) `fla_ ' ..,cj c) INTERSTATE HY5 TO INTERSTATE HY405 ICHECK INQ NINV IDIR STRT 0. 2. 0. 0. .000000 J2 NPROF IPLOT PRFVS XSECV XSECH -1.000 .000 -1.000 .000 J3 VARIABLE CODES FOR SUMMARY PRINTOUT METRIC HVINS , Q WSEL FQ .00 .0 0. 13.500 .000 FN ALLDC IBW CFNIM ITRACE .000 .000 .000 .000 .000 15.000 38.000 39.000 4.000 3.000 42.000 2.000 1.000 53.000 21.000 22.000 54.000 5.000 .000 38.000 .16.000. 17.000 18.000 43.000 13.000 14.000 J 15.000 25.000 26.000 27.000 28.000 .000 .000 .000 .000 .000 NC .080 .060 .040 .100 .500 .000 .000 .000 .000 .0 QT 1.000 12880.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 70.000 24.000 42.000 228.000 .000 .000 .000 .000 .000 .0 GR 18.100 .000 18.100 1.000 18.500 24.000 18.500 42.000 6.300 58.0 GR 3.500 64.000 .500 66.000 -1.000 77.000 -6.000 87.000 - 6.300 99.0 GR -4.200 119.000 -2.400 139.000 -1.600 159.000 -1.600 183.000 -1.000 193.0 GR 2.500 201.000 6.800 203.000 8.800 212.000 19.800 228.000 20.800 232.0 GR 21.700 251.000 21.700 253.000 27.900 262.000 29.200 273.000 .000 .0 NC .000 .000 .035 .000 .000 .000 .000 .000 .000 .0 QT 1.000 12880.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 69.000 20.000 .000 207.000 350.000 350.000 350.000 .000 .000 .0 GR 13.700 .000 13.700 1.000 12.500 30.000 10.800 42.000 4.900 50.0 GR 3.100 53.000 - .600 68.000 - 2.600 80.000 -4.400 100.000 -5.900 120.0 GR -7.500 140.000 - 10.500 160.000 .100 179.000 3.100 184.000 8.200 190.0 GR 10.800 197.000 17.700 207.000 17.900 209.000 17.900 210.000 19.000 329.0 NC .000 .000 .040 .000 .000 .000 .000 .000 .000 .0 QT 1.000 12870.000 .000 .000 .000 .000 .000 .000 .000 .0 1 07 -10 -89 21:24:08 pqG X1 68.000 23.000 38.000 286.000 1000.000 1100.000 1050.000 .000 .000 .0 GR 47.500 .000 47.500 1.000 32.900 19.000 25.200 38.000 6.700 52.0 GR 3.600 55.000 - .200 56.000 - 5.600 60.000 -4.500 87.000 -4.000 107.0 GR -4.200 127.000 -3.500 147.000 -3.600 167.000 -2.500 187.000 .000 204.0 GR 3.600 211.000 8.000 213.000 8.600 219.000 10.800 227.000 10.800 257.0 GR 13.300 268.000 16.000 286.000 18.000 336.000 .000 .000 .000 .0 NC .000 .000 .043' .000 .000 .000 .000 .000 .000 .0 QT 1.000 12850.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 67.000 18.000 52.000 222.000 1300.000 1100.000 1200.000 .000 .000 .0 GR 21.800 .000 21.800 1.000 22.800 38.000 22.800 42.000 19.200 52.0 GR 5.200 69.000 1.200 79.000 - 2.000 84.000 - 13.000 98.000 - 14.300 118.0 GR - 11.500 138.000 -7.900 158.000 -6.100 170.000 1.200 184.000 10.800 186.0 GR 11.900 222.000 16.000 322.000 18.500 372.000 .000 .000 .000 .0 QT 1.000 12650.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 66.000 21.000 104.000 280.000 2500.000 6500.000 6300.000 .000 .000 .0 GR 21.600 .000 21.600 1.000 21.800 50.000 20.400 100.000 19.700 104.0 GR 11.900 116.000 8.800 125.000 2.400 134.000 1.700 138.000 -1.900 144.0 GR -6.300 160.000 -2.600 180.000 -3.000 200.000 -1.100 220.000 .400 235.0 GR 1.700 244.000 4.600 251.000 10.100 254.000 13.500 280.000 17.500 310.0 GR 18.100 800.000 .000 .000 .000 .000 .000 .000 .000 .0 QT 1.000 12618.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 5.000 14.000 20.000 175.000 400.000 200.000 390.000 .000 .000 .0 GR 16.800 20.000 15.900 24.000 9.200 34.000 2.600 42.500 -4.600 51.5 1 GR -9.600 55.000 - 2.100 90.000 -3.600 91.000 .700 120.000 -.200 132.0 GR 3.400 145.500 7.800 153.400 16.000 175.000 16.100 400.000 .000 .0 QT 1.000 12602.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 4.010 20.000 18.200 205.000 128.000 78.000 103.000 .000 .000 .0 GR 16.000 18.200 3.000 18.200 2.800 20.000 -3.400 28.000 -2.700 29.0 GR -.900 30.000 - 10.400 43.500 - 7.700 48.000 -6.100 51.000 -3.930 57.3 GR -1.700 121.500 -.400 134.200 -.900 145.000 2.800 158.000 5.100 164.0 GR 7.100 167.000 10.000 175.500 15.500 205.000 16.000 400.000 16.000 800.0 QT 1.000 12584.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 3.000 18.000 4.900 200.000 110.000 80.000 110.000 .000 .000 .0 GR 16.000 4.900 7.900 4.900 3.100 8.000 -1.800 12.800 -2.200 23.5 GR - 1.700 38.000 1.300 52.000 -1.200 67.000 -1.100 87.000 - 1.400 99.4 GR -1.000 105.300 .800 129.900 -.800 130.000 3.600 144.000 6.400 148.5 GR 16.000 200.000 16.000 400.000 16.000 800.000 .000 .000 .000 .0 QT 1.000 12580.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 1.000 20.000 19.300 200.000 128.000 50.000 128.000 .000 .000 .0 GR 16.000 19.300 15.800 20.000 15.100 25.500 6.600 37.400 .800 47.0 GR - 2.200 54.500 -2.300 55.000 -2.000 65.000 -3.800 91.000 -1.800 91.5 GR -1.300 103.000 -1.900 108.000 -2.300 131.000 -2.700 141.800 -2.700 171.0 GR 2.700 178.200 6.300 180.800 9.600 187.500 16.000 200.000 16.000 400.0 1 07 -10 -89 21:24:08 PAG QT 1.000 12570.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 65.020 16.000 246.000 449.000 100.000 500.000 100.000 .000 .000 .0 GR 20.000 .000 18.000 172.000 16.000 187.000 15.500 236.000 14.000 246.0 GR 12.000 248.000 11.000 254.000 -2.000 266.000 -2.600 274.000 -1.600 313.0 GR -1.700 323.000 -2.200 352.000 -2.200 379.000 1.000 382.000 15.600 409.0 GR 20.000 449.000 .000 .000 .000 .000 .000 .000 .000 .0 QT 1.000 12532.000 .000' .000 .000 .000 .000 .000 .000 .0 X1 65.010 18.000 310.000 473.000 400.000 300.000 400.000 .000 .000 .0 GR 20.000 .000 18.000 62.000 16.000 106.000 14.000 140.000 14.000 220.0 GR 16.000 230.000 16.800 290.000 14.000 310.000 ' 8.500 319.000 5.500 326.0 GR 1.500 341.000 -3.000 352.000 -1.400 360.000 -2.500 423.000 -1.900 434.0 GR - 1.900 443.000 18.800 473.000 18.800 500.000 .000 .000 .000 .0 QT 1.000 12440.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 65.000 21.000 104.000 320.000 600.000 1000.000 800.000 .000 .000 .0 GR 20.200 .000 20.200 1.000 17.700 100.000 17.200 104.000 13.900 113.0 GR 10.000 125.000 4.900 133.000 1.000 140.000 -1.600 143.000 -1.300 160.0 GR -2.000 180.000 -1.700 200.000 -1.600 220.000 -1.700 240.000 -3.000 260.0 GR -3.700 272.000 1.000 2==.000 1.200 293.000 11.300 295.000 19.100 320.0 GR 20.000 344.000 .000 .000 .000 .000 .000 .000 .000 .0 QT 1.000 12300.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 11.180 16.000 50.000 185.800 1350.000 1500.000 1200.000 .000 .000 .0 GR 21.600 .000 21.400 24.300 20.500 34.100 17.300 41.900 17.400 50.0 GR 15.200 55.900 3.800 64.900 -4.300 76.000 - 5.100 90.100 .100 150.1 r GR .600 163.900 2.300 169.800 9.900 180.700 15.400 185.800 16.800 212.0 GR 20.300 225.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 11.479 28.000 317.100 474.700 .2700.000 2200.000 2500.000 .000 .000 .0 X3 10.000 .000 .000 .000 .000 .000 .000 .000 .000 .0 GR 20.500 .000 19.700 33.600 19.900 44.700 20.500 133.300 20.500 211.2 GR 22.100 317.100 10.200 335.500 3.900 340.700 1.300 346.100 -2.100 353.1 GR -2.800 363.100 -3.300 373.100 - 3.400 383.100 -3.200 393.100 - 3.000 403.1 GR -2.300 413.100 -1.500 423.100 -.900 433.100 1.100 440.100 4.200 444.7 GR 7.700 448.200 13.400 456.200 16.900 463.100 20.400 474.700 20.100 486.8 GR 19.900 502.900 15.600 521.100 15.500 598.900 .000 .000 .000 .0 X1 11.681 15.000 63.100 268.100 1130.000 950.000 1065.000 .000 .000 .0 GR 36.700 .000 33.300 53.100 32.500 56.900 30.300 58.000 29.800 63.1 GR 12.000 89.100 1.300 98.100 -2.400 105.200 -8.800 123.100 3.700 187.0 GR 5.500 202.100 13.700 217.000 17.600 256.900 23.800 268.100 23.100 291.9 NC .070 .000 .000 .300 .500 .000 .000 .000 .000 .0 X1 11.825 29.000 14.000 211.600 500.000 850.000 755.000 .000 .000 .0 X3 10.000 .000 .000 .000 .000 .000 .000 25.500 23.500 .0 GR 28.200 .000 27.300 14.000 18.200 41.000 13.800 58.700 13.300 59.5 GR 11.900 61.500 8.900 64.500 5.300 68.000 3.900 70.600 -5.900 73.9 GR -.700 76.900 - 2.900 83.900 -2.900 93.900 -2.900 103.900 -2.100 113.9 GR -2.100 123.900 -2.100 133.900 -3.900 141.900 -1.100 151.900 2.100 158.9 GR 4.000 160.900 6.800 163.900 8.700 164.800 9.200 165.900 13.700 176.3 GR 20.900 193.900 20.300 206.000 22.000 211.600 27.600 231.600 .000 .0 1 07 -10 -89 21:24:08 PAG X1 11.826 .000 .000 .000 5.000 5.000 5.000 .000 .000 .0 BT 18.000 .000 33.000 28.200 14.000 33.300 27.300 14.000 33.300 27.8 BT 59.500 35.000 29.200 59.500 35.000 13.300 61.500 35.000 11.900 64.5 BT 35.100 8.900 64.500 35.100 29.300 113.900 35.700 29.900 160.900 35.0 BT 29.200 160.900 35.000' 4.000 163.900 34.900 6.800 164.800 34.900 8.7 BT 165.900 34.900 9.200 165.900 34.900 29.100 211.600 33.100 27.300 211.6 BT 33.100 22.000 231.600 32.200 27.600 .000 .000 .000 .000 .0 X1 11.831 .000 .000 .000 30.000 30.000 30.000 .000 .000 .0 X2 .000 .000 .000 .000 .000 .000 1.000 .000 .000 .0 X1 11.832 29.000 14.000 211.600 5.000 5.000 5.000 .000 .000 .0 X3 10.000 .000 .000 .000 .000 .000 .000 25.500 23.500 .0 GR 28.200 .000 27.300 14.000 18.200 41.000 13.800 58.700 13.300 59.5 GR 11.900 61.500 8.900 64.500 5.300 68.000 3.900 70.600 -5.900 73.9 GR -.700 76.900 - 2.900 83.900 -2.900 93.900 -2.900 103.900 -2.100 113.9 GR -2.100 123.900 -2.100 133.900 -3.900 141.900 -1.100 151.900 2.100 158.9 GR 4.000 160.900 6.800 163.900 8.700 164.800 9.200 165.900 13.700 176.3 GR 20.900 193.900 20.300 206.000 22.000 211.600 27.600 231.600 .000 .0 NC .000 .070 .000 .000 .000 .000 .000 .000 .000 .0 X1 12.020 16.000 33.900 226.000 850.000 1300.000 995.000 .000 .000 .0 GR 22.600 .000 22.400 16.900 20.900 21.000 20.900 26.800 20.500 33.9 GR 14.100 45.000 13.500 55.900 4.000 65.800 -.500 75.800 1.000: 93.6 GR -.300 114.200 -.400 154.000 -1.400 168.000 3.000 182.800 28.400 .:` 226.0 GR 31.000 256.000 .000 .000 .000 .000 .000 .000 .000 EJ .000 .000 .000 .000 .000 .000 .000 .000 .000 1 07 -10 -89 21:24:08 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL. TWA LEFT /RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID EIIDST *PROF 1 CCHV= .100 CEHV= .500 *SECNO 70.000 70.00 19.80 13.50 .00 13.50 13.95 .45 .00 .00. 18.50 12880. 0. 12 =:.. 0. 0. 2384. 0. 0. 0. 19.80 .00 .00 5.40 .00 .080 .040 .060 .000 - 6.30 48.56 .000683 0. 0. 0. 0 0 0 .00 170.28 218.84 0 FLOW DISTRIBUTION FOR SECNO= 70.00 CWSEL= 13.50 STA= 49. 228. PER Q= 100.0 AREA= 2384.1 VEL= 5.4 *SECNO 69.000 3280 CROSS SECTION 69.00 EXTENDED .08 FEET 69.00 24.28 13.78 .00 .00 14.16 .38 12880. 0. 12880. 0. 0. 2590. 0. .02 .00 4.97 .00 .080 .035 .060 .000487 350. 350. 350. 2 0 0 0 FLOW DISTRIBUTION FOR SECNO= 69.00 CWSEL= 13.78 STA= 0. 207. PER Q= 100.0 AREA 2590.0 VEL= 5.0 *SECNO 68.000 68.00 19.98 14.38 .00 .00 14.66 .28 12870. 0. 12870. 0. 0. 3055. 0. .09 .00 4.21 .00 .080 .040 .060 .000444 1000. 1050. 1100. 0 0 0 0 FLOW DISTRIBUTION FOR SECNO. 68.00 CWSEL= STA= 46. 286. 14.38 .20 .01 13.70 20. 1. 17.70 .000 -10.50 .00 .00 201.31 201.31 .49 .01 25.20 7. 16.00 .000. 5.60 46.18 .00 229.09 275.27 .0 .0 PAG PER Q= 100.0 AREA= 3054.6 VEL= 4.2 07 -10 -89 21:24:08 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL 'GLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT /RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN EU1IN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICON(T CORAR TOPWID MOST *SECNO 67.000 67.00 29.20 14.90 .00 .00 15.21 .31 .53 .02 19.20 12850. 0. 12775. 75. 0. 2834. 110. 171. 13. 11.90 .16 .00 4.51 .68 .080 .043 .060 .000 -14.30 57.22 .000444 1300. 1200. 1100. 2 0 0 .00 237.87 295.10 0 FLOW DISTRIBUTION FOR SECNO= 67.00 CWSEL= 14.90 STA= 57. 222. 295. PER Q= 99.4 .6 AREA 2834.0 109.5 VEL= 4.5 .7 *SECNO 66.000 66.00 24.16 17.86 .00 .00 18.20 .33 2.97 .01. 19.70 12650. 0. 12571. 79. 0. 2702. 124. 588. 67. 13.50 .54 .00 4.65 .64 .080 .043 .060 .000 -6.30 106.83 .000503 2500. 6300. 6500. 2 0 0 .00 498.33 605.16 0 FLOW DISTRIBUTION FOR SECNO = 66.00 CWSEL= 17.86 PAG STA= 107. 280. 310. '605. PER Q= 99.4 .5 .1 AREA= 2702.0 70.8 53.3 VEL= 4.7 1.0 .2 *SECNO 5.000 3280 CROSS SECTION 5.00 EXTENDED 1.95 FEET 5.00 27.65 18.05 .00 .00 18.41 .35 .20 .01 16.80 12618. 0. 12205. 413. 0. 2515. 451. 613. 70. 16.00 .56 .00 4.85 .92 .080 .043 .060 .000 -9.60 20.00 .000547 400. 390. 200. 2 0 0 .00 380.00 400.00 0 FLOW DISTRIBUTION FOR SECNO = 5.00 CWSEL= 18.05 STA= 20. 175. 400. PER Q= 96.7 3.3 AREA= 2515.0 450.9 VEL= 4.9 .9 07 -10 -89 21:24:08 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS BAN( ELEV Q QLOB QCH QROB ALOB ACH AROB VOL 1WA LEFT /RIGHT TINE VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID BUST *SECNO 4.010 3280 CROSS SECTION 4.01 EXTENDED 2.29 FEET 4.01 28.69 18.29 .00 .00 18.46 .18 .04 .02 16.00 12602. 0. 11583. 1019. 0. 3285. 1409. 621. 71. 15.50 .57 .00 3.53 .72 .080 .043 .060 .000 -10.40 18.20 .000271 128. 103. 78. 2 0 0 .00 781.80 800.00 0 FLOW DISTRIBUTION FOR SECNO= 4.01 CWSEL= 18.29 STA= 18. 205. 400. 800. PER Q= 91.9 3.0 5.1 AREA= 3285.0 494.5 914.3 VEL= 3.5 .8 .7 *SECNO 3.000 3280 CROSS SECTION 3.00 EXTENDED 2.31 FEET 3.00 20.51 18.31 .00 .00 18.51. .20 .03 .01 16.00 12584. 0. 11467. 1117. 0. 3032. 1384. 632. 73. 16.00 .58 .00 3.78 .81 .080 .043 .060 .000 -2.20 4.90 .000351 110. 110. 80. 2 0 0 .00 795.10 800.00 0 FLOW DISTRIBUTION FOR SECNO = 3.00 CWSEL= 18.31 STA= 5. 200. 400. 800. PER Q= 91.1 3.0 5.9 AREA= 3032.2 461.2 922.4 VEL= 3.8 .8 .8 *SECNO 1.000 3280 CROSS SECTION 1.00 EXfEN)ED 2.34 FEET PAG 1.00 22.13 18.33 .00 .00 18.57 .23 .04 .01 16.00 12580. 0. 12217. 363. 0. 3113. 468. 642. 74. 16.00 .59 .00 3.92 .78 .080 .043 .060 .000 -3.80 19.30 .000322 128. 128. 50. 0 0 0 .00 380.70 400.00 0 FLOW DISTRIBUTION FOR SECNO = 1.00 CWSEL= 18.33 STA= 19. 200. 400. PER Q= 97.1 2.9 AREA= 3112.6 467.6 1 VEL= 3.9 . 07 -10 -89 21:24:08 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS BAN( ELEV Q QLOB QCH QROB ALOE ACH AROB VOL TWA LEFT /RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 65.020 65.02 20.95 18.35 .00 .00 18.63 .29 .04 .03 14.00 12570. 137. 12433. 0. 189. 2886. 0. 652. 75. 20.00 .60 .73 4.31 .00 .080 .043 .060 .000 -2.60 142.22 .000442 100. 100. 500. 2 0 0 .00 291.75 433.97 0 FLOW DISTRIBUTION FOR SECNO= 65.02 CWSEL= 18.35 STA= 142. 187. 236. 246. 449. PER Q= .1 .7 .3 98.9 AREA= 25.4 127.2 36.0 2886.2 VEL= .4 .7 .9 4.3 *SECNO 65.010 65.01 21.52 18.52 .00 .00 18.80 .27 .17 .00 14.00 12532. 652. 11880. 0. 778. 2753. 0. 682. 79. 18.80 .62 .84 4.32 .00 .080 .043 .060 .000 -3.00 45.78 .000389 400. 400. 300. 2 0 0 .00 426.82 472.60 0 FLOW DISTRIBUTION FOR SECNO= 65.01 CWSEL= 18.52 STA= 46. 106. 140. 220. 230. 290. 310. 473. PER Q= .3 .8 2.9 .2 .6 .4 94.8 AREA= 71.3 119.8 361.9' 35.2 127.4 62.5 2753.1 VEL= .5 .8 1.0 . .8 .6 .8 4.3 *SECNO 65.000 65.00 22.57 18.87 12440. 8. 12432. .69 .24 3.47 .000259 600. 800. 0 PAG .00 .00 19.06 .19 , .25 .01 ' 17.20 0. 32. 3583. . 0. ' 746. 84. 19.10 .00 .080 .043 .060 . .000 -3.70 53.96 1000. 1 0 0 .00 265.28 319.24 FLOW DISTRIBUTION FOR SECNO= 65.00 CWSEL= 18.87 STA= 54. 100. 104. 320. PER Q= .0 .0 99.9 AREA= 26.8 5.7 3583.2 VEL= .2 .4 3.5. 1 07 -10 -89 21:24:08 SEND DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BAN( ELEV Q QLOB QCH QROB ALOB ACH MOB VOL TWA LEFT /RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID 'EN)ST * SECNO 11.180 11.18 24.29 19.19 .00. .00 19.55 .37 .41 .09 17.40 12300. 11. 12191. 98. 19. 2499. 92. 832. 91. 15.40 .76 .55 4..1, 1.07 .080 .043 .060 .000 -5.10 37.30 .000467 1350. 1200. 1500. 2 0 0 .00 183.57 220.87 0 FLOW DISTRIBUTION FOR SECNO= 11.18 CWSEL= 19.19 STA= 37. 42. 50. 186. 212. 221. PER Q= .0 .1 99.1 .7 .1 AREA= 4.3 14.9 2498.8 80.9 10.6 VEL= .4 .6 4.9 1.1 .6 * SECNO 11.479 3280 CROSS SECTION 11.48 EXTENDED FEET 3495 OVERRAN( AREA ASSUMED NON - EFFECTIVE,ELLEA= 22.10 ELREA= 20.40 11.48 23.78 20.38 .00 .00 20.72 .34 1.16 .00 22.10 12300. 0. 12300. 0. 0. 2640. 0. 983. 100. 20.40 .91 .00 4.66 .00 .080 .043 .060 .000 -3.40 319.76 .000462 2700. 2500. 2200. 2 0 0 .00 154.:': 474.64 0 FLOW DISTRIBUTION FOR SECNO= 11.48 CWSEL= 20.38 STA= 320. 475. PER Q= 100.0 AREA= 2640.4 VEL= 4.7 * SECNO 11.681 11.68 29.72 20.92 .00 .00 21.19 12300. 0. ' 12300. 0. 0. 2948. .98 .00 4.17 .00 .080 .043 .000406 1130. 1065. 950. 2 0 0 FLOW DISTRIBUTION FOR SECNO= 11.68 CWSEL STA= 76. 268. PER Q= 100.0 AREA= 2948.0 VEL= 4.2 f• SECNO DEPTH CWSEL CRIWS WSELK EG FN HL OLOSS BANK ELEV Q QLOB QCH QRAB ALOB ACH ARAB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL ICC ICONT CORAR TOPWID ENDST CCHV =. .300 CEHV= .500 *SECNO 11.825 3495 OVERRAN( AREA ASSN NON- EFFECTIVE,ELLEA = 25.50 ELREA= 23.50 11.82 27.15 21.25 .00 .00 21.59 .34 .37 .04 27.30 12300. 0. 12300. 0. 0. 2618. 0. 1099. 108. 22.00 1.02 .00 4.70 .00 .070 .043 .060 .000 -5.90 31.96 .000596 500. 755. 850. 2 0 0 .00 177.16 209.12. 0 FLOW DISTRIBUTION FOR SECNO= 11.82 CWSEL= 21.25 STA= 32. 212. PER Q= 100.0 AREA= 2618.3 VEL= 4.7 * SECNO 11.826 3370 NORMAL BRIDGE,NRD= 18 MIN ELTRD= 32.20 MAX ELLC= 29.90 11.83 27.13 21.23 .00 .00 21.61 .38 .00 .02 27.30 12300. 0. 12300. 0. 0. 2494. 0. 1099. 108. 22.00 1.02 .00 4.93 .00 .070 .043 .060 .000 -5.90 31.97 .000871 5. 5. 5. 1 0 0 - 123.00 177.13 209.10 0 FLOW DISTRIBUTION FOR SECNO= 11.83 CWSEL= 21.23 STA= 32. 212. PER Q= 100.0 AREA= 2494.3 VEL= 4.9 * SECNO 11.831 3370 NORMAL BRIDGE,NRD= 18 MIN ELTRD= 32.20 MAX ELLC= 29.90 11.83 27.16 21.26 .00 .00 21.64 .38 .03 .00 27.30 12300. 0. 12300. 0. 0. 2497. 0. 1101. 108. 22.00 1.02 .00 4.93 .00 .070 .043 .060 .000 -5.90 31.93 .000869 30. 30. 30. 0 0 0 - 123.14 177.22 209.15 0 1 07 -10 -89 21:24:08 PAG SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BAN( ELEV. a`. Q QLOB QCH QROB ALOB ACH AROB VOL TWA. LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST FLOW DISTRIBUTION FOR SECNO= 11.83 CWSEL= 21.26 STA= 32. 212. PER Q= 100.0 AREA= 2496.6 VEL= 4.9 *SECNO 11.832 3495 OVEE N( AREA ASSUMED NON- EFFECTIVE,ELLEA= 25.50 ELREA= 23.50 11.83 27.21 21.31 .00 .00 21.65 .34 .00 .01 27.30 12300. 0. 12300. 0. 0. 2630. 0. 1101. 108. 22.00 1.02 .00 4.68 .00 .070 .043 .060 .000 -5.90 31.76 .000589 5. 5. 5. 2 0 0 .00 177.57. 209.34 0 FLOW DISTRIBUTION FOR SECNO= 11.83 CWSEL 21.31 STA= 32. 212. PER Q= 100.0 AREA= 2629.8 VEL= 4.7 *SECNO 12.020 12.02 23.26 21.86 .00 .00 22.10 12300. 6. 12294. '. 0. 15. 3152. 1.09 .38 3.90 .00 .070 .043 .000308 850. 995. 1300. 2 0 0 FLOW DISTRIBUTION FOR SECNO= 12.02 CWSEL 21.86 STA= 18. 27. 34. 226. PER Q= .0 .0 100.0 AREA 6.8 8.2 3152.4. VEL= .3 .4 3.9 :24 .41, : .03 20.50 0. 1168.. 112. 28.40. .070 .000. 1.40. 18.38 0 .00 196.50 .214. :: 07 -10 -89 21:24:08 PAG; IS RUN EXECUTED 07- 10 -89.. 'V`.. HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984. ERROR CORR -• 01,02,03,04,05,06 MODIFICATICN - 50,51,52,53,54,55,56 IBM -PC -XT VERSION AUGUST 1985 t•• NOTE- ASTERISK ( *) AT LEFT OF CROSS- SECTION NUMBER INDICATES MESSAGE IN SUIIARY OF ERRORS LIST INTERSTATE HY5 TO INTERS SUPMARY PRINTOUT SECNO XLCH TOPWID EG ELMIN CRIWS CWSEL SSTA STCHL STCI1R MST 1 70.000 .00 170.28 13.95 -6.30 .00 13.50 48.56 42.00 228.00 218.84 69.000 350.00 201.31 14.16 -10.50 .00 13.78 .00 .00 207.00 201.31 68.000 1050.00 229.09 14.66 -5.60 .00 14.38 46.18 38.00 286.00 275.27 67.000 1200.00 237.87 15.21 -14.30 .00 14.90 57.22 52.00 222.00 295.10 66.000 6300.00 498.33 18.20 -6.30 .00 17.86 106.83 104.00 280.00 605.16 5.000 390.00 380.00 18.41 -9.60 .00 18.05 20.00 20.00 175.00 400.00 4.010 103.00 781.80 18.46 -10.40 .00 18.29 18.20 18.20 205.00 800.00 3.000 110.00 795.10 18.51 -2.20 .00 18.31 4.90 4.90 200.00 800.00 1.000 128.00 380.70 18.57 -3.80 .00 18.33 19.30 19.30 200.00 400.00 65.020 100.00 291.75 18.63 -2.60 .00 18.35 142.22 246.00 449.00 433.97 65.010 400.00 426.82 18.80 -3.00 .00 18.52 45.78 310.00 473.00 472.60 65.000 800.00 265.28 19.06 -3.70 .00 18.87 53.96 104.00 320.00 319.24 11.180 1200.00 183.57 19.55 -5.10 .00 19.19 37.30 50.00 185.80 220.87 11.479 2500.00 154. :1 20.72 -3.40 .00 20.38 319.76 317.10 474.70 474.64 11.681 1065.00 186.81 21.19 -8.80 .00 20.92 76.08 63.10 268.10 262.89 11.825 755.00 177.16 21.59 -5.90 .00 21.25 31.96 14.00 211.60 209.12 11.826 5.00 177.13 21.61 -5.90 .00 21.23 31.97 14.00 211.60 209.10 1 07 -10 -89 21:24:08 PAG SECNO XLCH TOPWID EG ELMIN CRIWS CWSEL SSTA STCHL STCHR MOST 1 11.831 30.00 177.22 21.64 -5.90 .00 21.26 31.93 14.00 211.60 209.15 1 11.832 5.00 177.57 21.65 -5.90 .00 21.31 31.76 14.00 211.60 209.34 12.020 995.00 196.50 22.10 -1.40 .00 21.86 18.38 33.90 226.00 214.88 07 -10 -89 21:24:08 INTERSTATE HY5 TO INTERS SIPTI4RY PRINTOUT SECNO K *XNL K *XNCH K *XNR Q QLOB QCH QROB AREA VCH STENCL ST 70.000 80.00 40.00 60.00 12 : :4.00 .00 12880.00 .00 2384.11 5.40 .00 69.000 80.00 35.00 60.00 12 :14.00 .00 12 :14.00 .00 2590.05 4.97 .00 68.000 80.00 40.00 60.00 12870.00 .00 12870.00 .00 3054.62 4.21 .00 67.000 80.00 43.00 60.00 12850.00 .00 12775.17 74.83 2943.59 4.51 .00 66.000 80.00 43.00 60.00 12650.00 .00 12571.13 78.87 2826.14 4.65 .00 5.000 80.00 43.00 60.00 12618.00 .00 12205.35 412.65 2965.89 4.85 .00 4- 4.010 80.00 43.00 60.00 12602.00 .00 11583.45 1018.55 4693.84 3.53 .00 3.000 80.00 43.00 60.00 12584.00 .00 11466.75 1117.25 4415.87 3.78 .00 1.000 80.00 43.00 60.00 12580.00 .00 12216.58 363.41 3580.13 3.92 .00 65.020 80.00 43.00 60.00 12570.00 136.72 12433.28 .00 3074.71 4.31 .00 65.010 80.00 43.00 60.00 12532.00 652.10 11879.90 .00 3531.16 4.32 .00 65.000 80.00 43.00 60.00 12440.00 7.69 12432.31 .00 3615.59 3.47 .00 11.180 80.00 43.00 60.00 12300.00 10.56 12191.45 97.99 2609.50 4. :: .00 11.479 80.00 43.00 60.00 12300.00 .00 12300.00 .00 2640.40 4.66 .00 11.681 80.00 43.00 60.00 12300.00 .00 12300.00 .00 2947.99 4.17 .00 11.825 70.00 43.00 60.00 12300.00 .00 12300.00 .00 2618.25 4.70 .00 11.826 70.00 43.00 60.00 12300.00 .00 12300.00 .00 2494.26 4.93 .00 11.831 70.00 43.00 60.00 12300.00 .00 12300.00 .00 2496.55 4.93 .00 11.832 70.00 43.00 60.00 12300.00 .00 12300.00 .00 2629.80 4.68 .00 12.020 70.00 43.00 70.00 12300.00 5.68 12294.32 .00 3167.42 3.90 .00 1777 77 /'I /1 SUMMARY OF. ERRORS AN "SPECIAL NOTES HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 .ERROR CORK - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM- PC- XT.VERSION AUP ST 1985 * A T E E r A E P O IAEE * VERSION OF NOVEMBER 1976 * UPDATED MAY 1984 * IBM -PC -XT VERSION AUGUST 1985 * RUN DATE 07 -11 -89 TIME 09:26:42 x.' T.E. A K 0 P20 . EN * THE HYDROLOGIC ENGINE * 609 SECOND STREET, SU * DAVIS, CALIFORNIA 956 * (916) 440 -2105 (FTS X X XXXXXXX XXXXX X X X X X X X X X XXXXXXX XXXX X X I X ' X X X X X X X X XXXXXXX XXXXX XXXXX X X X XXXXX XXXXX X X XXXXXXX. 1 07 -11 -89 PAG THIS RUN EXECUTED 07 -11 -89 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR 01,02,03,04,05,06 MODIFICATION 50,51,52,53,54,55,56 IBM -PC -XT VERSION AUGUST 1965 T1 T2 T3 J1 DUOMISH RIVER R.M.10.4 KING COUR(IY, WASHINGTON 100 -YR FLOOD PROFILE RIVERSIDE INN RIPRAP IN PLACE ON LEFT BANK ICHECK INQ NINV 0. 2. 0. J2 NPROF IPLOT PRFVS -1.000 .000 -1.000 .000 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38.000 39.000 4.000 3.000 IDIR STRT METRIC 0. .000000 XSECV XSECH WSEL FQ. .00 .0 : 0. 13.500. FN ALLDC IBW CMIIM ITRACE .000 .000 .000 .000 .000 15.000 .000 42.000 2.000 1.000 53.000 21.000 22.000 54.000 5.000 .000 38.000 16.000 17.000 18.000 43.000 13.000 14.000 15.000 25.000 26.000 27.000 28.000 .000 .000 .000 .000 .000 NC .080 .060 .040 .100 .500 .000 .000 .000 .000 .0 QT 1.000 12880.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 70.000 24.000 42.000 228.000 .000 .000 .000 .000 .000 .0 GR 18.100 .000 18.100 1.000 18.500 24.000 18.500 42.000 6.300 58.0 GR 3.500 64.000 .500 66.000 -1.000 77.000 -6.000 87.000 - 6.300 99.0 GR -4.200 119.000 -2.400 139.000 -1.600 159.000 -1.600 183.000 -1.000 193.0 GR 2.500 201.000 6.800 203.000 8.800 212.000 19.800 228.000 20.800 232.0 GR 21.700 251.000 21.700 253.000 27.900 262.000 29.200 273.000 .000 .0 NC .000 .000 .035 .000 .000 .000 .000 .000 .000 .0 QT 1.000 12880.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 69.000 20.000 .000 207.000 350.000 350.000 350.000 .000 .000 .0 GR 13.700 .000 13.700 1.000 12.500 30.000 10.800 42.000 4.900 50.0 GR 3.100 53.000 - .600 68.000 - 2.600 80.000 -4.400 100.000 -5.900 120.0 GR -7.500 140.000 - 10.500 160.000 .100 179.000 3.100 184.000 8.200 190.0 GR 10.800 197.000 17.700 207.000 17.900 209.000 17.900 210.000 19.000 329.0 NC .000 .000 .040 .000 .000 .000 .000 .000 .000 .0 QT 1.000 12870.000 .000 .000 .000 .000 .000 .000 .000 .0 1 07 -11 -89 09:26:42 pAG X1 68.000 23.000 38.000 286.000 1000.000 1100.000 1050.000 .000 .000 .0 GR 47.500 .000 47.500 1.000 32.900 19.000 25.200 38.000 6.700 52.0 GR 3.600 55.000 - .200 56.000 - 5.600 60.000 -4.500 87.000 -4.000 107.0 GR -4.200 127.000 -3.500 147.000 -3.600 167.000 -2.500 187.000 .000 204.0 GR 3.600 211.000 8.000 213.000 8.600 219.000 10.800 227.000 10.800 257.0 GR 13.300 268.000 16.000 286.000 18.000 336.000 .000 .000 .000 .0 NC .000 .000 .043 ' .000 .000 .000 .000 .000 .000 .0 QT 1.000 12850.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 67.000 18.000 52.000 222.000 1300.000 1100.000 1200.000 .000 .000 .0 GR 21.800 .000 21.800 1.000 22.800 38.000 22.800 42.000 19.200 52.0 GR 5.200 69.000 1.200 79.000 - 2.000 84.000 - 13.000 98.000 - 14.300 118.0 GR - 11.500 138.000 -7.900 158.000 -6.100 170.000 1.200 184.000 10.800 186.0 GR 11.900 222.000 16.000 322.000 18.500 372.000 .000 .000 .000 .0 QT 1.000 12650.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 66.000 21.000 104.000 280.000 2500.000 6500.000 6300.000 .000 .000 .0 GR 21.600 .000 21.600 1.000 21.800 50.000 20.400 100.000 19.700 104.0 GR 11.900 116.000 8.800 125.000 2.400 134.000 1.700 138.000 -1.900 144.0 GR -6.300 160.000 -2.600 180.000 -3.000 200.000 -1.100 220.000 .400 235.0 GR 1.700 244.000 4.600 251.000 10.100 254.000 13.500 280.000 17.500 310.0 GR 18.100 800.000 .000 .000 .000 .000 .000 .000 .000 .0 QT 1.000 12618.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 5.000 14.000 20.000 175.000 400.000 200.000 390.000 .000 .000 .0 GR 16.800 20.000 15.900 24.000 9.200 34.000 2.600 42.500 -4.600 51.5 GR -9.600 55.000 - 2.100 90.000 -3.600 91.000 .700 120.000 -.200 132.0 GR 3.400 145.500 7.800 153.400 16.000 175.000 16.100 400.000 .000 .0 QT 1.000 12602.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 4.010 17.000 18.200 205.000 128.000 78.000 103.000 .000 .000 .0 GR 16.000 18.200 11.000 18.200 11.000 30.000 5.000 39.000 .000 46.5 GR - 2.500 50.200 - 2.500 60.500 -1.700 121.500 -.400 134.200 -.900 145.0 GR 2.800 158.000 5.100 164.000 7.100 167.000 10.000 175.500 15.500 205.0 GR 16.000 400.000 16.000 800.000 .000 .000 .000 .000 .000 .0 QT 1.000 12584.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 3.000 20.000 4.900 200.000 110.000 80.000 110.000 .000 .000 .0 GR 16.000 .000 15.000 .000 15.000 4.900 10.000 12.500 -.700 27.9 GR -.700 33.000 -1.700 34.500 - 1.700 38.000 -1.300 52.000 -1.200 67.0 GR -1.100 87.000 - 1.400 99.400 -1.000 105.300 -.800 129.900 -.800 130.0 GR 3.600 144.000 6.400 148.500 16.000 200.000 16.000 400.000 16.000 800.0 QT 1.000 12580.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 1.000 20.000 19.300 200.000 128.000 50.000 128.000 .000 .000 .0 GR 16.000 19.300 15.800 20.000 15.100 25.500 6.600 37.400 .800 47.0 GR - 2.200 54.500 -2.300 55.000 -2.000 65.000 -3.800 91.000 -1.800 91.5 GR -1.300 103.000 -1.900 108.000 -2.300 131.000 -2.700 141.800 -2.700 171.0 GR 2.700 178.200 6.300 180.800 9.600 187.500 16.000 200.000 16.000 400.0 1 07 -11 -89 09:26:42 RAG QT 1.000 12570.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 65.020 16.000 246.000 449.000 100.000 500.000 100.000 .000 .000 .0 GR 20.000 .000 18.000 172.000 16.000 187.000 15.500 236.000 14.000 246.0 GR 12.000 248.000 11.000 254.000 -2.000 266.000 -2.600 274.000 - 1.600 313.0 GR -1.700 323.000 -2.200 352.000 -2.200 379.000 1.000 382.000 15.600 409.0 GR 20.000 449.000 .000 .000 .000 .000 .000 .000 .000 .0 QT 1.000 12532.000 .000' .000 .000 .000 .000 .000 .000 .0 X1 65.010 18.000 310.000 473.000 400.000 300.000 400.000 .000 .000 .0 GR 20.000 .000 18.000 62.000 16.000 106.000 14.000 140.000 14.000 220.0 GR 16.000 230.000 16.800 290.000 14.000 310.000 8.500 319.000 5.500 326.0 GR 1.500 341.000 -3.000 352.000 -1.400 360.000 -2.500 423.000 -1.900 434.0 GR - 1.900 443.000 18.800 473.000 18.800 500.000 .000 .000 .000 .0 QT 1.000 12440.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 65.000 21.000 104.000 320.000 600.000 1000.000 800.000 .000 .000 .0 GR 20.200 .000 20.200 1.000 17.700 100.000 17.200 104.000 13.900 113.0 GR 10.000 125.000 4.900 133.000 1.000 140.000 -1.600 143.000 -1.300 160.0 GR -2.000 180.000 -1.700 200.000 -1.600 220.000 -1.700 240.000 -3.000 260.0 GR -3.700 272.000 1.000 2 :1..000 1.200 293.000 11.300 295.000 19.100 320.0 GR 20.000 344.000 .000 .000 .000 .000 .000 .000 .000 .0 QT 1.000 12300.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 11.180 16.000 50.000 185.800 1350.000 1500.000 1200.000 .000 .000 .0 GR 21.600 .000 21.400 24.300 20.500 34.100 17.300 41.900 17.400 50.0 GR 15.200 55.900 3.800 64.900 -4.300 76.000 - 5.100 90.100 .100 150.1 GR .600 163.900 2.300 169.800 9.900 180.700 15.400 185.800 16.800 212.0 GR 20.300 225.000 .000 .000 .000 .000 .000 .000 .000 .0 X1 11.479 28.000 317.100 474.700 2700.000 2200.000 2500.000 .000 .000 .0 X3 10.000 .000 .000 .000 .000 .000 .000 .000 .000 .0 GR 20.500 .000 19.700 33.600 19.900 44.700 20.500 133.300 20.500 211.2 GR 22.100 317.100 10.200 335.500 3.900 340.700 1.300 346.100 -2.100 353.1 GR -2.800 363.100 -3.300 373.100 - 3.400 383.100 -3.200 393.100 - 3.000 403.1 GR -2.300 413.100 -1.500 423.100 -.900 433.100 1.100 440.100 4.200 444.7 GR 7.700 448.200 13.400 456.200 16.900 463.100 20.400 474.700 20.100 486.8 GR 19.900 502.900 15.600 521.100 15.500 598.900 .000 .000 .000 .0 X1 11.681 15.000 63.100 268.100 1130.000 950.000 1065.000 .000 .000 .0 GR 36.700 .000 33.300 53.100 32.500 56.900 30.300 58.000 29.800 63.1 GR 12.000 89.100 1.300 98.100 -2.400 105.200 -8.800 123.100 3.700 187.0 GR 5.500 202.100 13.700 217.000 17.600 256.900 23.800 268.100 23.100 291.9 NC .070 .000 .000 .300 .500 .000 .000 .000 .000 .0 X1 11.825 29.000 14.000 211.600 500.000 850.000 755.000 .000 .000 .0 X3 10.000 .000 .000 .000 .000 .000 .000 25.500 23.500 .0 GR 28.200 .000 27.300 14.000 18.200 41.000 13.800 58.700 13.300 59.5 GR 11.900 61.500 8.900 64.500 5.300 68.000 3.900 70.600 -5.900 73.9 GR -.700 76.900 - 2.900 83.900 -2.900 93.900 -2.900 103.900 -2.100 113.9 GR -2.100 123.900 -2.100 133.900 -3.900 141.900 -1.100 151.900 2.100 158.9 GR 4.000 160.900 6.800 163.900 8.700 164.800 9.200 165.900 13.700 176.3 GR 20.900 193.900 20.300 206.000 22.000 211.600 27.600 231.600 .000 .0 1 07 -11 -89 09:26:42 PAG X1 11.826 .000 .000 .000 5.000 5.000 5.000 .000 .000 .0 BT 18.000 .000 33.000 28.200 14.000 33.300 27.300 14.000 33.300 27.8 BT 59.500 35.000 29.200 59.500 35.000 13.300 61.500 35.000 11.900 64.5 BT 35.100 8.900 64.500 35.100 29.300 113.900 35.700 29.900 160.900 35.0 BT 29.200 160.900 35.000' 4.000 163.900 34.900 6.800 164.800 34.900 8.7 BT 165.900 34.900 9.200 165.900 34.900 29.100 211.600 33.100 27.300 211.6 BT 33.100 22.000 231.600 32.200 27.600 .000 .000 .000 .000 .0 X1 11.831 .000 .000 .000 30.000 30.000 30.000 .000 .000 .0 X2 .000 .000 .000 .000 .000 .000 1.000 .000 .000 .0 X1 11.832 29.000 14.000 211.600 5.000 5.000 5.000 .000 .000 .0 X3 10.000 .000 .000 .000 .000 .000 .000 25.500 23.500 .0 GR 28.200 .000 27.300 14.000 18.200 41.000 13.800 58.700 13.300 59.5 GR 11.900 61.500 8.900 64.500 5.300 68.000 3.900 70.600 -5.900 73.9 GR -.700 76.900 - 2.900 83.900 -2.900 93.900 -2.900 103.900 -2.100 113.9 GR -2.100 123.900 -2.100 133.900 -3.900 141.900 -1.100 151.900 2.100 158.9 GR 4.000 160.900 6.800 163.900 8.700 164.800 9.200 165.900 13.700 176.3 GR 20.900 193.900 20.300 206.000 22.000 211.600 27.600 231.600 .000 .0 NC .000 .070 .000 .000 .000 .000 .000 .000 .000 .0 X1 12.020 16.000 33.900 226.000 850.000 1300.000 995.000 .000 .000 .0 GR 22.600 .000 22.400 16.900 20.900 21.000 20.900 26.800 20.500 33.9 GR 14.100 45.000 13.500 55.900 4.000 65.800 -.500 75.800 =1.000 ;:::<<.93.6 GR -.300 114.200 -.400 154:000 -1.400 168.000 3.000 182.800 28.400 :' '''226.0 GR 31.000 256.000 .000 .000 .000 .000 .000 .000 .000 .0 EJ .000 .000 .000 .000 .000 .000 .000 .000 .000 .0 1 07 -11 -89 09:26:42 PAG SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL. TWA LEFT /RIGHT. TINE VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID EM ST *PROF 1 CCHV= .100 CEHV= .500 *SECNO 70.000 70.00 19.80 13.50 .00 13.50 13.95 .45 .00 .00 18.50 12880. 0. 12 = :,. 0. 0. 2384. 0. 0. 0. 19.80 .00 .00 5.40 .00 .080 .040 .060 .000 - 6.30 48.56 .000683 0. 0. 0. 0 0 0 • .00 170.28 218.84 0 FLOW DISTRIBUTION FOR SECNO= STA= 49. 228. PER Q✓ 100.0 AREA= 2384.1 VEL= 5.4 70.00 CWSEL= 13.50 *SECNO 69.000 3280 CROSS SECTION 69.00 EXTENDED .08 FEET 69.00 24.28 13.78 .00 .00 14.16 .38 12880. 0. 12880. 0. 0. 2590. 0. .02 .00 4.97 .00 .080 .035 .060 .000487 350. 350. 350. 2 0 0 0 FLOW DISTRIBUTION FOR SECNO= 69.00 CWSEL= 13.78. STA= 0. 207. PER Q= 100.0 AREA= 2590.0 VEL= 5.0 *SECNO 68.000 68.00 19.98 14.38 .00 .00 14.66 .28 .49 .01 25.20 12870. 0. 12870. 0. 0. 3055.. 0. 88. 7. 16.00 .09 .00 4.21 .00 .080 .040 .060 .000 - 5.60 46.18 .000444 1000. 1050. 1100. 0 0 0 .00 229.09 275.27 0 FLOW DISTRIBUTION FOR SECNO= 68.00 CWSEL= .14.38 STA= 46. 286. .20 .01 .13.70 20. 1.. 17.70 .000 -10.50 .00 .00 201.31 201.31 PER Q= 100.0 AREA= . 3054.6 VEL= 4.2 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL. TWA LEFT/RIGHT TIME VLOB VCH VROB XNL . XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID EADST * SECNO 67.000 67.00 29.20 14.90 .00 .00 15.21 .31 .53 .02 19.20 12850. 0. 12775. 75. 0. 2834. 110. 171. 13. 11.90 .16 .00 4.51 .68 .080 .043 .060 .000 -14.30 57.22 .000444 1300. 1200. 1100. 2 0 0 .00 237.87 295.10 0 FLOW DISTRIBUTION FOR SECNO= STA= 57. 222. 295. PER Q= 99.4 .6 AREA= 2834.0 109.5 VEL= 4.5 .7 * SECNO 66.000 66.00 24.16 17.86 .00 .00 18.20 12650. 0. 12571. 79. 0. 2702. .54 .00 4.65 .64 .080 .043 .000503 2500. 6300. 6500. 2 0 0 FLOW DISTRIBUTION FOR SECNO= 66.00 CWSEL= 17.86 STA= 107. 280. 310. 105. PER Q= 99.4 .5 .1 AREA= 2702.0 70.8 53.3 VEL= 4.7 1.0 .2 67.00 CWSEL= 14.90 .33 2.97 .01 19.70 124. 588. 67. 13.50 .060 .000 -6.30 106.83 0 .00 498.33 605.16 * SECNO 5.000 3280 CROSS SECTICN 5.00 EXTENDED 1.95 FEET 5.00 27.65 18.05 .00 .00 18.41 .35 .20 .01 16.80 12618. 0. 12205. 413. 0. 2515. 451. 613. 70. 16.00 .56 .00 4.85 .92 .080 .043 .060 .000 -9.60 20.00 .000547" 400. 390. 200. 2 0 0 '' .00 380.00 400.00 0 FLOW DISTRIBUTION FOR SECNO= 5.00 CWSEL= 18.05 STA= 20. 175. 400. PER Q= 96.7 3.3 AREA 2515.0 450.9 VEL= 4.9 .9 1 07 -11 -89 09:26:42 PAG SECNO DEPTH CWSEL CRIWS WSELK EG HV HL 'CUSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT /RIGHT TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 4.010 3280 CROSS SECTION 4.01 EXTENDED 2.24 FEET 4.01 20.74 18.24 .00 .00 18.47 .23 .05 .01 16.00 12602. 0. 11423. 1179. 0. 2863. 1383. 621. 71. 15.50 .57 .00 3.99 .85 .080 .043 .060 .000 -2.50 18.20 .000385 128. 103. 78. 2 0 0 .00 781.80 800.00 0 FLOW DISTRIBUTION FOR SECNO= 4.01 CWSEL= 18.24 STA= 18. 205. 400. 800. PER Q= 90.6 3.4 5.9 AREA= 2862.8 486.0 897.0 VEL= 4.0 .9 .8 *SECNO 3.000 3280 CROSS SECTION 3.00 EXTENDED 2.29 FEET 3.00 19.99 18.29 .00 .00 18.51 .22 .04 .00 15.00 12584. 11. 11433. 1139. 16. 2902. 1373. 631. 73. 16.00 .58 .70 3.94 .83 .080 .043 .060 .000 -1.70 .00 .000374 110. 110. 80. 0 0 0 .00 .800.00 800.00 0 FLOW DISTRIBUTION FOR SECNO= 3.00 CWSEL= 18.29 STA= 0. 5. 200. 400. 800. PER Q= .1 90.9 3.0 6.0 AREA 16.1 2901.5 457.8 915.5 VEL= .7 3.9 .8 .8 *SECNO 1.000 3280 CROSS SECTION 1.00 EXTENDED 2.33 FEET 0 1.00 22.12 18.32 .00 .00 18.56 .23 .04 .01 16.00 12580. 0. 12219. 361. 0. 3111. 465. 641. 74. 16.00 .59 .00 3.93 .78 .080 .043 .060 .000 -3.80 19.30 .000323 128. 128. 50. 0 0 0 .00 380.70 400.00 FLOW DISTRIBUTION FOR SECNO= 1.00 . CWSEL= 18.32 STA= 19. 200. 400. PER Q= 97.1 2.9 AREA= 3110.7 465.5 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL. TWA LEFT /RIGHT TINE VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONtT CORAR TOPWID ENOST * SECNO 65.020 65.02 20.94 18.34 .00 .00 18.62 .29 .04 .03 14.00 12570. 136. 12434. 0. 1 ::. 2885. 0. 650. 75. 20.00 .60 .72 4.31 .00 .080 .043 .060 .000 -2.60 142.89 .000442 100. 100. 500. 2 0 0 .00 291.00 433.90 0 FLOW DISTRIBUTION FOR SECNO= 65.02 CWSEL= 18.34 STA= 143. 187. 236. 246. 449. PER Q= .1 .7 .3 98.9 AREA= 25.0 126.8 35.9 2884.7 VEL= .4 .7 .9 4.3 *SECNO 65.010 65.01 21.52 18.52 12532. 650. 11::2. .62 .84 4.32 .000389 400. 400. 0 FLOW DISTRIBUTION FOR SECNO= 65.01 CWSEL= 18.52 .00 .00 18.79 .28 .17 .00 0. 776. 2752. 0. 681. 79. .00 .080 .043 .060 .000 -3.00 300. 2 0 0 .00 426.58 STA= 46. 106. 140. 220. 230. 290. 310. 473: PER Q= .3 .8 2.9 .2 .6 .4 94.8 AREA= 70.8 119.5 361.3' 35.2 126.9 62.3 2751.9 VEL= .5 .8 1.0 .8 .6 .8 4.3 * SECNO 65.000 65.00 22.56 12440. 8. .69 .24 .000260 600. 0 14.00 18.80 46.01 472.59 18.86 .00 .00 19.05 .19 .25 .01 17.20 12432. 0. 32. 3582. 0. 744. 84. 19.10 3.47 .00 .080 .043 .060 .000 -3.70 54.24 800. 1000. 1 0 0 .00 264.98 319.22 FLOW DISTRIBUTION FOR SECNO= 65.00 CWSEL= 18.86 STA= 54. 100. 104. 320. PER Q= .0 .0 99.9 AREA 26.4 5.6 3581.6 VEL= .2 .4 3.5 1 07 -11 -89 09:26:42 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS BANK ELEV Q : QLOB QCH QROB ALOB .ACH MOB VOL TWA LEFT/RIGHT TINE VLOB VCH VROB XNL XNCH XNR WIN ELIMIN .SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOFWID EMST *SECNO 11.180 11.18 24.28 19.18 .00 .00 19.55 .37 .41 .09 17.40 12300. 11. 12192. 98. 19. 2498. 91. 831. 91. 15.40 .75 .55 4. =1. 1.07 .080 .043 .060 .000 -5.10 37.31 .000468 1350. 1200. 1500. 2 0 0 .00 183.53 220.85 0 FLOW DISTRIBUTION FOR SECNO= 11.18 CWSEL= 19.18 STA= 37. 42. 50. 186. 212. 221 PER Q= .0 .1 99.1 .7 .1 AREA= 4.3 14.8 2497.9 80.7 10.5. VEL= .4 .6 4.9 1.1 .6 *SECNO 11.479 3280 CRASS SECTION 11.48 EXTENDED 4.:: FEET 3495 OVERRAN( AREA ASSUMED NON - EFFECTIVE,ELLEA = 22.10 ELREA= 20.40 11.48 23.78 20.38 .00 .00 20.71 .34 1.16 .00 22.10 12300. 0. 12300. 0. 0. 2640. 0. 981. 100. 20.40 .90 .00 4.66 .00 .080 .043 .060 .000 -3.40 319.76 .000463 2700. 2500. 2200. 2 0 0 .00 154.86 474.62 0 FLOW DISTRIBUTION FOR SECNO= STA= 320. 475. PER Q= 100.0 AREA= 2639.6 VEL= 4.7 * SECNO 11.681 11.68 29.71 12300. 0. .97 .00 .000406 1130. 0 11.48 CWSEL= 20.38 20.91 .00 .00 21.18 .27 .46 .01 29.80 12300. 0. 0. 2947. 0. 1049. 104. 23.80 4.17 .00 .080 .043 .060 .000 -8.80 76.08 1065. 950. 2 0 0 .00 186.80 262. FLOW DISTRIBUTION FOR SECNO= 11.68 CWSEL= 20.91 STA= 76. 268. PER Q= 100.0 AREA= 2947.1 VEL= 4.2 1 07 -11 -89 09:26:42 PAG SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS BAN( ELEV Q QLOB QCH TOO ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH X R WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT . CORAR TOPWID ET06T. CCHV= .300 CEHV= .500 * SECNO 11.825 3495 OVERRAN( AREA ASSUIED NON- EFFECTIVE,ELLEA = 25.50 ELREA= 23.50 0 11.82 27.14 21.24 .00 .00 21.59 .34 .37 .04 27.30. 12300. 0. 12300. 0. 0. 2617. 0. 1097. 108. 22.00 1.02 .00 4.70 .00 .070 .043 .060 .000 -5.90 31.97 .000596 5)0. 755. 850. 2 0 0 .00 177.14 209.11 FLOW DISTRIBUTION FOR SECNO= 11.82 CWSEL= 21.24 STA= 32. 212. PER Q= 100.0 AREA= 2617.4 VEL= 4.7 * SECNO 11.826 3370 NORMAL BRIDGE,NRD= 18 MIN ELTRD= 32.20 MAX ELLC= 29.90 11.83 27.13 21.23 .00 .00 21.61 .38 .00 .02 27.30 12300. 0. 12300. 0. 0. 2494. 0. 1098. 108. 22.00 1.02 .00 4.93 .00 .070 .043 .060 .000 -5.90 31.99 .000872 5. 5. 5. 1 0 0 - 122.96 177.10 209.09 0 FLOW DISTRIBUTION FOR SECNO= 11.83 CWSEL= 21.23 STA= 32. 212. PER Q= 100.0 AREA= 2493.5 VEL= 4.9 * SECNO 11.831 3370 NORMAL BRIDGE,NRD= 18 MIN ELTRD= 32.20 MAX ELLC= 29.90 0 1 11.83 27.16 21.26 12300. 0. 12300. 1.02 .00 4.93 .000870 30. 30. .00 .00 21.63 .38 .03 .00 27.30 0. 0. 2496. 0. 1099. 108. 22.00 .00 .070 .043 .060 .000 -5.90 31.95 30. 0 0 0 -123.09 177.19 209.13 07 -11 -89 09:26:42 PAG SECNO DEPTH CWSEL CRIWS WSELK EG HV HL. GLOSS BANG ELEV. Q QLOB QCH QROB ALOB ACH AROB VOL . TWA LEFT/RIGHT TINE. VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID DUST FLOW DISTRIBUTION FOR SECNO= 11.83 CWSEL= 21.26. STA= 32. 212. PER Q= 100.0 AREA= 2495.8 VEL= 4.9 *SECNO 11.832 3495 OVERBANC AREA ASSUMED NON - EFFECTIVE,ELLEA= 25.50 ELREA= 23.50 11.83 27.21 21.31 .00 .00 21.65 12300. 0. 12300. 0. 0. 2629. 1.02 .00 4.68 .00 .070 .043 .000589 5. 5. 5. 2 0 0 FLOW DISTRIBUTION FOR SECNO= STA= 32. 212. PER Q= 100.0 AREA= 2629.0 VEL= 4.7 *SECNO 12.020 12.02 23.26 21.86 .00 .00 22.09 12300. 6. 12294. 0. 15. 3152. 1.09 .38 3.90. .00 .070 .043 .000308 850. 995. 1300. 2 0 0 .34 .00 0. 1100. .060 .000 0 .00 11.83 CWSEL= 21.31 .01 27.30 108. 22.00 -5.90 31.78 177.54 209.32 .24 .41 .03 20.50 0. 1166. 112. 28.40 .070 .000 -1.40 . 18.39 0 .00 196.48 214.87 FLOW DISTRIBUTION FOR SECNO= 12.02 CWSEL= STA= 18. 27. 34: 226. PER Q= .0 .0 100.0 AREA= 6.8 8.2 3151.6 VEL= .3 .4 3.9 1 07 -11 -89 09:26:42 PAG` THIS 1ZU4'EXECUTED 07 -11 -89 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 :MODIFICATION - 50,51,52,53,54,55,56 IBM -PC -XT VERSION AUGUST 1985 *kkirickirkifkkie.. NOTE- ASTERISK ( *) AT' LEFT OF CROSS- SECTICN NUfBER IMICATES MESSAGE IN SUMMARY OF ERRORS LIST n °d` SECNJ XLCH TOPWID EG ELMIN CRIWS CWSEL SSTA STCHL STCHR MOST 1 70.000 .00 170.28 13.95 -6.30 .00 13.50 48.56 42.00 228.00 218.84 69.000 350.00 201.31 14.16 -10.50 .00 13.78 .00 .00 207.00 201.31 68.000 1050.00 229.09 14.66 -5.60 .00 14.38 46.18 38.00 286.00 275.27 67.000 1200.00 237.87 15.21 -14.30 .00 14.90 57.22 52.00 222.00 295.10 66.000 6300.00 498.33 18.20 -6.30 .00 17.86 106.83 104.00 280.00 605.16 5.000 390.00 380.00 18.41 -9.60 .00 18.05 20.00 20.00 175.00 400.00 4.010 103.00 781.80 18.47 -2.50 .00 18.24 18.20 18.20 205.00 800.00 3.000 110.00 800.00 18.51 -1.70 .00 18.29 .00 4.90 200.00 800.00 1.000 128.00 380.70 18.56 -3.80 .00 18.32 19.30 19.30 200.00 400.00 65.020 100.00 291.00 18.62 -2.60 .00 18.34 142.89 246.00 449.00 433.90 65.010 400.00 426.58 18.79 -3.00 .00 18.52 46.01 310.00 473.00 472.59 65.000 800.00 264.98 19.05 -3.70 .00 18.86 54.24 104.00 320.00 319.22 11.180 1200.00 183.53 19.55 -5.10 .00 19.18 37.31 50.00 185.80 220.85 11.479 2500.00 154.86 20.71 -3.40 .00 20.38 319.76 317.10 474.70 474.62 11.681 1065.00 186.80 21.18 -8.80 .00 20.91 76.08 63.10 268.10 262. 11.825 755.00 177.14 21.59 -5.90 .00 21.24 31.97 14.00 211.60 209.11 11.826 5.00 177.10 21.61 -5.90 .00 21.23 31.99 14.00 211.60 209.09 RIVERSIDE INN RIPRAP IN SU WARY PRINTOUT 1 07 -11 -89 09:26:42 pAG SECNO XLCH TOPWID EG ELMIN CRIWS CWSEL SSTA STCHL STCHR MOST 1 11.831 30.00 177.19 21.63 -5.90 .00 21.26 31.95 14.00 211.60 209.13 • 11.832 5.00 177.54 21.65 -5.90 .00 21.31 31.78 14.00 211.60 .209.32 12.020 995.00 196.48 22.09 -1.40 .00 21.86 18.39 33.90 226.00 214.87 1 07 -11 -89 09:26:42 RIVERSIDE INN RIPRAP IN SUMMARY PRINTOUT 161\ kt PAG SECNO K *XNL K *XNCH K *XNR Q QLOB QCH QROB AREA VCH STENCL ST 70.000 80.00 40.00 60.00 12: 14.00 .00 12 :1.00 .00 2384.11 5.40 .00 69.000 80.00 35.00 60.00 12880.00 .00 12: :s.00 .00 2590.05 4.97 .00 68.000 80.00 40.00 60.00 12870.00 .00 12870.00 .00 3054.62 4.21 .00 67.000 80.00 43.00 60.00 12850.00 .00 12775.17 74.83 2943.59 4.51 .00 66.000 80.00 43.00 60.00 12650.00 .00 12571.13 78.87 2826.14 4.65 .00 5.000 80.00 43.00 60.00 12618.00 .00 12205.35 412.65 2965.89 4.85 .00 4.010 80.00 43.00 60.00 12602.00 .00 11423.13 1178.87 4245.77 3.99 .00 3.000 80.00 43.00 60.00 12584.00 11.31 11433.34 1139.35 4290.96 3.94 .00 1.000 80.00 43.00 60.00 12580.00 .00 12218.85 361.15 3576.15 3.93 .00 65.020 80.00 43.00 60.00 12570.00 136.09 12433.92 .00 3072.43 4.31 .00 65.010 80.00 43.00 ' 60.00 12532.00 650.21 11:11.79 .00 3527.90 4.32 .00 65.000 80.00 43.00 60.00 12440.00 7.59 12432.41 .00 3613.71 3.47 .00 11.180 80.00 43.00 60.00 12300.00 10.50 12191.82 97.68 2608.30 4. .00 11.479 80.00 43.00 60.00 12300.00 .00 12300.00 .00 2639.58 11.681 80.00 43.00 60.00 12300.00 .00 12300.00 .00 2947.09 11.825 70.00 43.00 60.00 12300.00 .00 12300.00 .00 2617.45 11.826 70.00 43.00 60.00 12300.00 .00 12300.00 .00 2493.50 11.831 70.00 43.00 60.00 12300.00 .00 12300.00 .00 2495.80 11.832 70.00 43.00 60.00 12300.00 .00 12300.00 .00 2629.00 12.020 70.00 43.00 70.00 12300.00 5.65 12294.35 .00 3166.63 4.66 .00 4.17 .00 4.70 .00 4.93 .00 4.93 .00 4.68 .00 3.90 .00 ?r!';,4 iiui +lSONua. {a SUMMARY OF ERRORS APU SPECIAL NOTES 07- 11 -89. 09:27:01 HEC2 RELEASE DATED NOV 76 UPDATED MAY ..1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IEll-PC -XT VERSION AUGUST 1985 PW0174 0101 TECHNICAL MEMORANDUM To: Dick Regan From: David Lam David Stone Re: Sheet pile Wall Analysis June 21, 1989 As per your request, we have completed an analysis of the sheet pile wall, based on information provided by you. The following parameters were used in our analysis: Geometry Tip of sheet pile .. Elev. -7.0 Top of soil backfill (bldg. side) .. Elev. +20.0 Maximum water table beneath bldg footing .. Elev. +16.0 River level variable Datum mean sea level Materials and Strength Parameters Soil, both sides of piling .. Unit Weight - dry - saturated - bouyant Friction Angle (effective) Coefficients of Earth Pressure - Ka (active) - Ko (at -rest) - K (passive) Silty Sand 115 pcf 125 pcf 62.6 pcf 28' 0.36 0.53 2.5 -3.0 We checked two common design criteria, namely moment equilibrium and . horizontal force equilibrium. Using the existing geometry, and the worst design scenario (a low river level and a high groundwater level behind the wall) the driving moments were found to exceed the resisting moments by a factor of about 10. We therefore suspect there are significant restraining forces somewhere in the geometry not accounted for in our analyses, likely a result of the 3D geometry, or possibly anchorage of the sheet piles. Horizontal force equilibrium of the existing geometry likewise yielded driving forces in excess of resisting forces, again suggesting there are unknown resisting forces in the system. In short, a two dimensional analyses suggests the existing geometry is unstable. We then computed the amount of backfill required to provide 2- dimensional force equilibrium with a factor of safety of 1.5 (accepted design criteria). We calculated that 17.9 feet of backfill, measured from the tip of the sheet piling, are required on the river side to satisfy this criterion (i.e. fill up to about Elev. +11.0). We then • PW0174 0101 -2- June 21, 1989 checked the moment equilibrium about the tip of the pile and determined the moments nearly balance (270,000 ft -lbs driving versus 240,000 ft -lbs resisting) with this toe support. Other computations were conducted to determine the sensitivity of the results to some of the design parameters. The river level, for example, was found to have a minor effect on the amount of fill required (about plus or minus 1 to 2 feet). Likewise the groundwater level behind the wall does not have a significant impact (it raises the driving forces by less than 10 percent). We further checked the effect of using at -rest lateral earth pressures, Ko (if the wall has not moved at all) versus full active earth pressures, Ka (which require some movement of the wall) and determined the at -rest criteria would require additional fill, up to Elev. 13.7. There are a number of limitations to the above analyses, specifically: - it does not account for a surcharge due to the building foundation loads, although this loading may be significant. This information was not available. - no checks on the structural integrity of the sheet piling (bending moments, buckling criteria, and so on) were conducted. This requires knowledge of the piling section properties. - the analysis does not account for slope failures involving the piling. - a seismic analysis of the sheet pile wall was not conducted (which likely is a code requirement). In particular liquefaction of the silty sand backfill behind the wall may be a concern. - the analysis does not account for any structural interaction between the piles and pile cap and /or building. This makes our analysis conservative. - the analysis does not account for the 3- dimensional geometry of the problem, in particular the lateral extent of the scour hole and the interlocking of the sheet piles, or the curved geometry of the wall. These latter limitations likewise make our analyses conservative. The 3- dimensional geometry is thought to be the main reason the wall has not shown any signs of distress. In summary, analyses indicate backfilli,ng the river side of the sheet pile wall to at least Elev. 11.0 (even more if building surcharge loads are added) are required to restore 2- dimensional stability to the wall. Examining photographs of the site, it would appear the sections adjacent the scour have at least this level of toe support. A fill berm 30 to 35 ft. wide, constructed with the native silty sands, is required to mobilize f411 passive resistance on the river side of the wall. If rookfill is used to construct the berm, a 12 ft. wide crest at Elev. 11.0, with 1.5H:1V slopes, will provide roughly the equivalent passive resistance. The above recommendations .should be. considered H preliminary.. Before: proceeding' • wi th final design, building loads and 3-dlmenslonal effects should be considered in: the' analysis i Ntt, CsVILVINU F,CMMIT (POST WITH INS...CTION CARD AND PLANS IN A CONSPICUOUS LOCATION) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. DATE ISSUED: 5--R `l-1Li `n9 :► ■ PROJECT INFORMATION FEES 1 N PHONE 455 -5400 ADDRESS 14060 Interurban Avenue South, Tukwila, WA A BUILDING PERMIT FEE 144.00 30.0 r'1-19 i 9 --/Li -Kci PLAN CHECK FEE BUILDING SURCHARGE 4.50 ADDRESS 12006 98th N . E . , Suite 102, Kirkland, WA IP 98034 ENERGY SURCHARGE OTHER: TOTAL - 178.50 Vr �J 14060 Interurban Av I N v • s••. r PROJECT NAME/TENANT ASSESSOR ACCOUNT # Riverside Inn See Attached TYPE OF U New Building 0-Addition U Tenant Improvement (commercial) ❑ Demolition (building) RU Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other: DESCRIBE WORK TO BE DONE: Fill material will be placed to provide stability for sheet pile wall that serves as the rear foundation wall for the Riverside Inn. 25,000.00 PROPERTY OWNER Mr. Bennie Woyvodich PHONE 455 -5400 ADDRESS 14060 Interurban Avenue South, Tukwila, WA ZIP 98188 CONTRACTOR PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT Engineer: KlQhn. LI�onoff Inc. PHONE 823-6529 ADDRESS 12006 98th N . E . , Suite 102, Kirkland, WA IP 98034 CODE COMPLIANCE USE -4 FLOOR SoUARE •, • SQUARE SQUARE OCC. SQUARE •...• • -• TOTAL :•. .. i 3 TOTAL TOTAL 4 TYPE OF CONSTRUCTION: UBC EDITION (year) 88 SETBACKS: N _ 8_ E - W FIRE PROTECTION' OSprinklers O Detectors LR] N/A UTILITY PERMITS REQUIRED Yes O No (tlucuph euaic worksl ZONING: C-2 BAR /LAND USE CONDITIONSDYes No CONDITIONS (other than those noted on or attached to permit/plans): APPROVED FOR ISSUANCE BY: ,r BUILDING OFFICIAL DATE: 9b-//- 8 <„ 4- i I hereby certify t at I have re and examined this permit and now the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance or work. 1 am authorized to sign for and obtain this building permit. SIGNATURE: r..4. zzz.e��2..r:- (.ct -( DATE: 9 /iV,∎> PRINT NAME: (� r,1n,i 1,.s1 n;,( 0 11c.11 , c% (:. COMPANY: l , ,oer1„ .. /.._, lq. v-o- -S iri + 17 nv, T4c, This permit shall become null find 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. V? CERTIFICATE OF OCCUPANCY NO. DATE ISSUED: