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Permit D98-0300 - 52ND AVENUE SOUTH - OFFICE BUILDING
D98 -0300 15208 52nd Ave. So. EXPIRED 52 °d Ave. S. Office Building City of Tukwili (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: DEVELOPMENT PERMIT IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. 115720 -0010 15208 52 AV S NOFF DEVPERM 0 V -1 HR 001 North: .0 South: .0 N/A Sewer: N/A Slopes: Y Contractor License No: NEWCAAM055JQ OCCUPANT OWNER CONTACT PROJECT CONTRACTOR Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: East: .0 West: 52 AV S OFFICE BUILDING 15208 52 AV S. TUKWILA WA 98188 ST CORPORATION 1200 S 192ND ST #300, SEATTLE WA 98148 RICHARD MAYO 1809 7 AV, #1000, SEATTLE WA 98101 52 AV S OFFICE BUILDING 15208 52 AV S, TUKWILA WA 98188 NEWCASTLE APARTMENT MGMT INC 1200 S 192ND STR, #300, SEATTLE, WA 98148 Streams: D98 -0300 ISSUED 08/03/1999 01/30/2000 OFFICE 1997 SPRINKLERS .0 Phone: (206)241 -6241 Phone: 206- 624 -1669 *************************************************** * *** **** ********* * ** *********** A Permit Description: CONSTRUCTION OF A NEW 3 STORY, 27,147 SQ FT OFFICE BUILDING WITH PARKING BELOW STRUCTURE AND A RETAINING WALL. PUBLIC WORKS ACTIVITIES INCLUDE LAND ALTERING, CURB CUT /ACCESS /SDWK, STREET WIDENING, STREET LIGHTING, FIRE LOOP, STORM DRAI- NAGE, LANDSCAPE IRRIGATION, SANITARY SIDE SEWER W /COONECTION INTO METRO MH, STRIPING OF DETENTION TANK PERIMETER TO AVOID OUTRIGGER LOADING & STREET USE TO COVER WD #125 WORK IN THE RIGHT OF WAY. *************************** * * * ** * * * * * * * * * * * * * * * * * * * * * * * * ** tic * * * * * ** * * * ** * * * * * ** * * * ** Construction Valuation: $ 1,794,712.80 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Curb Cut /Access /Sidewalk /CSS: Y Fire Loop Hydrant: No: Flood Control Zone: N Hauling: N Start Time: Land Altering: Y Cut: Landscape Irrigation: N Moving Oversized Load: N Start Time: Sanitary Side Sewer: Y No: 1 Sewer Main Extension: N Private: N Storm Drainage: Y Street Use: Y Water Main Extension: N Private: N Eng. Appr: JJS Size(in): End Time: 2002 Fill: End Time: Public: N Public: N .' 0 0 3525 **************************************************** * * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 14,458.08 **************************************************** * * * * * * * * * * * * ** * * * * * * * * * * * * * * * ** —1^ t Permit Center Authorized Signature: Date I hereby certify that I have read and examined this permit and know the to be true and correct. All provisions of law and ordinances governing work will be complied with, whether specified herein or not. same this The granting of this permit does not presume to give authority to violate or cancel the prov'siol of any other state or local laws regulating construction or the perfor rice' of work. I am authorized to sign for and obtain this development er uit. Signature:_ Print Name: Tkic nov.mii• Date: ml l honnmo nii1l mnA ti ^iri 4-F *km ..,r.v.i. {c v,r.4. r...mmer, a ...�:-L.�.. L,,00.-ess: 1'..;20::, 52 A',1 S • l:'e.--.)ct l's.c: CP:.',036G Suite: ..:'.tatus: ISSI,:Er: r..tpe: EIVPERN kop7.1ed: 09,04-'198 1157')0-0C10 ..:. issued: 0j;03:199 ..,,4,4***4,4*.x.1,4*44,4*kh4*,;,4#41,A.44 F.:ie:mit Conditions: 1. No changes wi;ll be made to the p;ano unless aocv.'oved Ov the Engineer and the Tukwila Building .Divison. 2. All permits. inspection xecords, and aooroved pans shall be aailab.l'e at the lob site prior to the start of anv con- struction, These documents are to be maintained and avaH- aPle until final inopection approval :s granted: Electrioal bermito :shall be obtained. through the WaShington State Divisionof,Labor, and Industries and all eleCtriCal work will 'Pe inopected by that agency (248-6630). • • Pltimblng:Permits-shall be obtained through the Seartie-King County. Debartment of Public Health. Plumbing will,be ' inspected by that agency.• Including. all gas Pipin9 c'296-4722). Al! mechanical. work shafl be. under sepa:rate permit iSSued the -City of Tukwila. . 6. All 'ConstruCtion to he done in conformance with approed' 1- and requirements Of the Uniform..Buliding Code (1997.. Edit?ion.:. as aMended. Un'iform MeChanical Code .f.1997 and:!Washington State Energy COde(1997 Edttion). Y. VaUdityof Permit. The issuance of a permit o- aptirovaLof• plans, 'oriecifications. and computationsshall not be con-' otrued to be a bei.mit or or an approval of. any .„.olation of any. of the provisions of the,building*code 'or of any:, other. ordinance of the iurisdiction. No bermit presuming to.' give authority :to violate or cancel thebrovisionO . code Shall be valid. The special inspector shall submit a finaT Oigned stating whether the work requiring specjal:inobeCtion tc the best of the inspector hnowledge in conformance with approved Plano and specifications and the apPlicable :workmanohip'provisiono of theHJBC.. 9. Any new ceijing grid and light fixtur.e installation:is required to meet lateral bracing. reouirements forSeisMic. Zone 3. 10. Partition walls attached to ceiling grid must. be laterally braced if over eight (8) length:. 11. Readily' accessible e-- to roofMounted equipment io reouired. Engineered truss drawings and calculations shall be on site and avaliable to the building inopector for inspection Purposes. Documents shall' bear 'the. seal and signature of'a, Washington State Professional Engineer. 13. Contractor ohall notify Publi-c Work Utility. Inspector at 206-433-0179 of commencement and completion of wo.i.4 at least 24 hours in advance., CONTRACTOR SHALL NOTIFY KING COUNTY. METRO. MR LEE 'MILLER • @ 0,'4-1o7 !1 LEAST 48 HOURS IN ADVANCE FOR.... ANITARY ',JOE SEWER .CONNECTION INFO AN EXISTING 'KC METRO MANHOLE ON 52nd AVE S. CONTRACTOR SHALL FOLLOW ALL THE CONDITIONS OF WASHINGTON, STATE DEPT. OF TRANSPORTATION PERMIT #1 7391 WHICH 'IS . w-A-4,4,*frh*:,'fto4494;1.4**44'W,9,* MP MIKE 1;r TZER. E?ELL - `�1_ €E OFFICE 0 (425)3227416i ARRANGE THE PRECONS .):.T1ON CONFERENCE PRIOR TO( '.-•J TE" CONSTRUCTION. 14. Temporary eros ion control measures shall be implemented as the first order of business to Prevent sedimentation off- :site or 'into existing storm drainage facilities 15. Dr'i «ewa!% . shall comply with City commercial l .:.tandar'd'., Driveway width shall he Cy 25' minimum and 35' maximum. Slope shall De a maximum of 15%. Turning shall be a nibnimuni of 1014 . • 16. Sidewalks and curb ramps shall comply with C'. i t+,' standards. 17. Work affecting traffic flow's shall be closely' coordinated with the City Uti 1 ities. Inspector. Traffic Control Plan shall be submitted to the Inspector t cr. C.r f or ilporovia 1 . 13. .€-1ti u l iria over 50 cy shell. re tYlr i r,e •a SEPARATE MISCELLANEOUS PERMIT aLrp i icat iori for a Hauling prior to anv tas ociatej activitvj. REFER TO ITEMS No.7.3 AND 9 BELOW FOP MAULING PERMIT REOI€IREMEN T ; , 19. A copy of the Certificate 'cif In •u znee Coverage Mlliitlr+iu of $1.000,000) naming tiit' r: it' of Tu1;wi =a as insured.. 0. A $2,00€0 'bond made out ,to the City .ofr .of possible property. .damages :caused by ar_tivitiez. I. P ilia) .Which shows the haLi1.rCute.' It hall be verified in writing to —the Utilities I?t_.Pector' that the-landscape irrigation sv tem t.'.0 ?rl%alif:. a Stet.f.F Department of Health approved double check valve. assembly, Th.isi :hall be done prior to the ri a1, Iri :per:t:ir_ *..F.. The NEW 'SIDEWALK AND STREETLIGHTING ha i 1 he turned over to :THE CITY along w i tip , aut:rr'opr- i ate REQUIRED DOCUMENTATION, pr ior to the 4; inn i Ir ?SI:rectio11 CITY OF TUV'WILA Permit Center - 6300 Soutlicenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 ORSTAFF`:USE ONL! Project Number: L' 95'0 50 Permit Number: L 1 q 300 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. a 700, 71z 80 Project Name/Tenant Value of ConRtrimtinn: , Site Address: City State /Zip: c `� Tax Parcel Number: I I s/an -OO ( d i 20{x' .. 2'� Aot✓ �, �,-` r"� Property Owner: ', . C o 21 - � \� Phone• �Z.e) 24 -I .- �� z_4- Street Address: City Stat /Zip: i 2 D D 5 . (q 2 ' 63 i lz ...+-}- 3 "9� eig t to Fax #: Contractor: Phone: 1 s p Street Address: City State /Zip: Fax #: Architect: O C. _�( � 96 ( Phone: Street Address: City State /Zip: ('n - - 7.6 .�v� - f (( o ( - Al`glo/ Fax #: Pho . Cif -26 " . .- 4-St ? Engineer: C..--1— ��'l t k- 'GZ9-e_ Street Address: City State /Zip: C ` /Cic_G12 CL) '0'."2.___ (0 Fax • 6 Z `S,\---- De / tl , Contact Persory..) c --t C( -(A(?- n /L & ' t? ?C-4 ("t-z z Pho e: ) 624 - /(v69 1 Street Address: Cit�Statg /Zip: 3Ol - -9114 AL' c.((r-x) ` '510/ F • 2 )6) G - - -S --- Description of work to be done: p(714 21. /S, 2 Z J 7 /4,:k; / a•_5$ (o[.:Ol -c c f c&-�( P -- ,-4c;- E .4 up (®etcr4.L) [ A- —) 'F----F /C6 73 0/L z') //tic- C' ?-7-L 'a 4& PA4-'K-/ J Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel _❑ Office El School/College/University ❑ Other 41eW S Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel • ,Office ❑ School /College /Univer_sittyy� El Other Will there be a change of use? CI yes I!� no If yes, extent of change: Existing fire protection features: sprinklers ❑ automatic fire alarm ,Rone ❑ other (specify) Building Square Feet: 2( ( "- ?leAa.xisting new Area of Construction: 2.-2, 530 s F Will there be storage of flammable /combustible hazardous material in the budding? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes ❑ no quantities & Material Safety Data Sheets APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department). ❑ Channelization /Striping ❑ Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. El Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. 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 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted,. Date application exp es: Appli� t� taken b .• (initials) NCPERMIT.DOC 1/29/97 ?LEASE:SIGN BAC:l.O.F AP:PLICATION:FORM ALL NEW COMMERCIAL/AbDITION /MULTI - FAMILY: PERMIT APPLICATIONS MUS'T BE. SUBMITTED WITH THE FOLLOWIN c i ALL DRAWINGS TO BE STAMPED WASHINGTON STATE LICENSED ARChrl ECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County ❑ ❑, Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- , 0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ❑ Vicinity Map showing location of site ❑ ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ❑ Mechanical Drawings ❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ ❑ Architectural drawings ❑ ❑ Specifications (if separate document) ❑ ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating Toad of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ❑ Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered archltect/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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING O OR/ U �IZED AGENT: Signature: �{ '\-eae Z ..- Date: rI l �// / Print name: ��// c( ,/� `�12, , 7 A120/7.r- '�+Wti / % Pho :L 24 ` /6,°C Fa 6z6 5F2 � Address: (L70 c cl 1/7 ` G Ar j City /State /Zip: r /D NCPERMIT.DOC 1/29/97 City of Tukwila Pre - Application Process MEETING ATTENDANCE RECORD City of Tukwila Department of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard, #100 Tukwila, Washington 98188 Pre - Application File Number PRE95 -030 Project: 52 AV S OFFICE BUILDING Meeting Date: JULY 6, 1995 Time: 2:30 P.M. Site Address: 15208 52 AV S Date Checklist Mailed: JULY 28, 1995 By: KELCIE J. PETERSON CITY STAFF PRESENT DEPARTMENTS X X X X X X Building Fire Planning Public Works Parks & Rec Police Environmental Permit Center Other: CONTACT PERSON OTHERS PRESENT PHONE #'s 431 -3670 575 -4404 431 -3680 433 -0179 433 -1843 433 -1804 431 -3662 431 -3670 NAMES/TITLES Duane Griffin, Building Official Mike Alderson, Fire Marshall John Jimerson, Associate Planner Joanna Spencer, Development Engineer Kelcie J. Peterson, Permit Coordinator Mike Villanueva, Permit Tech. II APPLICANT/REPRESENTATIVES PRESENT Name: Scott Davis Phone: 624 -1669 Company/Title: Street Address: Rolf Preuss Associates 1809 - 7th Av #1000 City/State/Zip: Seattle, WA 98101 Name: Company/Title: Street Address: Name: Rolf Preuss Rolf Preuss Associates 1809 - 7th Av #1000 Bill Van Phone: 624 -1669 City/State/Zip: Seattle, WA 98101 Phone: 241 -6241 Company/Title: Street Address: Name: ST Corporation, Construction Manager 1200 S 192nd St, Suite #300 City/State/Zip: Seattle, WA 98148 Phone: Company/Title: Street Address: Name: City/State/Zip: Phone: Company/Title: Street Address: Name: City/State/Zip: Phone: Company/Title: Street Address: City/State/Zip: City of Tukwila Pre - Application Process MEETING ATTENDANCE RECORD City of Tukwila Department of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard, #100 Tukwila, Washington 98188 Pre - Application File Number PRE95 -030 Project: 52 AV S OFFICE BUILDING Meeting Date: JULY 6, 1995 Time: 2:30 P.M. Site Address: 15208 52 AV S Date Checklist Mailed: By: CITY STAFF PRESENT DEPARTMENTS g 1 x Building Fire Planning Public Works Parks & Rec Police Environmental Permit Center Other: CONTACT PERSON OTHERS PRESENT PHONE #'s 431 -3670 ,i� 575 -4404 �2t ,G/,E e S / ,, i,C /Y/,�.2ric/rgL, 431 -3680 ' /llv' // f'>1', /-,_- `t,` • //11-/?,_ f,' GYr NAMES/TITLES - 433 -0179 433 -1843 433 -1804 431 -3662 47410 el- 431 -3670 ire- I Gl e S Pe- A.if30n itif f` mt4 GOord.. ptNi_ perm t~I-5 ifyromg ilah►nevva , Po-nn - Tec6vibi 1L APPLICANT/REPRESENTATIVES PRESENT Name: 'j G O T T ("? /4 tc. Phone: G2q.. 16„,C4=\ Company/Title: 12_0L,,. P (Z EU a pis--c _A da'CF.S Street Address:(R it (000 City/State/Zip: s(1,--rr ,o cry ID Name: go �t. el" r- .: S Company/Title: .0► Street Address: t € 0 ! - /114 itV E" .:Pt 000 Name: Company/Title: $ Street Address: /Zp e Name: Company/Title: Phone: City/State/Zip: s6I rme. Phone: el 01 . / 92 41-9' 577 sr ' 3oa. City/State /Zip: �',�,e 7-7-e Phone: 2 C /- fo Z c// Street Address: Name: City/State/Zip: Phone: Company/Title: Street Address: Name: City/State/Zip: Phone: Company/Title: Street Address: City/State/Zip: i BUILDING DIVISION 1r '95 -030 5 AV S OFFICE BLDG. 7/6/95, 2:30 P.M. 15208 52 AV S The following is meant to be general information related to the requirements of the Tukwila Building Division for the processing of building permits. Specific code issues will be addressed through the normal plan review process after the permit is applied for. 1. Comply with the Uniform Building Code, 1994 Edition, as adopted and amended by the State (Table 10 -B, Section 1607, and Section 3003 of the 1994 UBC are not adopted). 2. Comply with the Uniform Mechanical Code, 1994 Edition, as adopted and amended by the State. 3. Comply with Uniform Plumbing Code, 1991 Edition, as adopted and amended by the State. 4. Comply with the Washington State Energy Code, Chapter 51 -11 WAC, 1995 Edition. Energy code specifications and data must be included on the building plans. 5. Comply with Washington State Regulations for Barrier -free Facilities or Design (State amendment replaces UBC Chapter 11 in its entirety). 6. Apply for and obtain the following Building Division permits and approvals through the Department of Community Development Permit Center: Building Permit Rack Storage Mechanical Permit Demolition (building) Other 7. All applications and plan submittals must be complete in order to be accepted by the Permit Center for plan review. Use the Plan Submittal Checklist provided on the reverse of the application forms to verify that all the necessary materials and information has been supplied. 8. Plans submitted for approval must be stamped by a Washington State licensed architect or engineer and shall specifically contain the name of the person designated as the architect or engineer of record for the project. This person shall be responsible for reviewing and coordinating all submittal documents prepared by others, including deferred submittal items, for compatibility with the design of the building. (See UBC Sec. 106.3.4) 9. Temporary erosion control measures shall be included on plans. Normally, no site work will be allowed until erosion control measures are in place. 10. Rockeries are not permitted over 4' in height. Retaining structures over 4' in height must be engineered retaining walls, and require a separate building permit. 11. All rack storage requires a permit and rack storage over 8' high must be designed for Seismic Zone 3. A Washington State structural engineer's stamp will be required on plans and structural calculations submitted for rack storage over 8' high. 12. Construction documents shall include special inspection requirements as specified in UBC Sections 106.3.5 and 1701. The architect or engineer's inspection program required by Sec. 106.3.5 shall be included with plan submittal documents when permit application is submitted. 13. Structural observation shall be required as specified in UBC Sec. 1702. 14. Construction documents shall contain soils classification information specified in Table 18 -I -A of the Uniform Building Code on the copies stamped and signed by Washington State licensed architect or engineer in responsible charge of the structural design work. 15. Separate demolition permits are required for removal of any existing buildings or structures. 16. Comply with UBC Appendix Chapter 12, Division II - Sound Transmission Control. 17. Addresses are assigned by the Tukwila Fire Prevention Bureau. 18. Obtain approvals and permits from outside agencies: ELEVATORS are regulated by State Department of Labor and Industries. Permits and inspections for elevators are obtained through the elevator section of that agency (reference RCW Chapter 70.87). Phone (206) 248 -6657. ELECTRICAL PERMITS AND INSPECTIONS are obtained through the Department of Labor and Industries. Phone (206) 248 -6630. PLUMBING PERMITS AND INSPECTIONS are obtained through the King County Health Department (Inspections: (206) 296 -4767; Permits: (206) 296- 4727). King County Health Department must approve and stamp plans for PUBLIC POOLS /SPAS and FOOD SERVICE FACILITIES prior to submittal to the Tukwila Building Division. Phone: (206) 296 -4787. FIRE PROTECTION SYSTEMS plans are reviewed through the Tukwila Fire Prevention Bureau. Phone: (206) 575 -4404. 19. 20. Checklist prepared by (staff): P1(p,r(p / (T) Date: 771 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION - PERMIT CENTER PRE - APPLICATION CHECKLIST 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 ETIN 'RE `� reli I `r view: rTfe'followln •commehfs'are.d�s`�i�'oY'ap m na .,;.� • Mona, lnformat/o` i»a -'i e'needed :4the _:re u�reit�ents /re ulatl ns rrra ;'need:;10 be' ri ENVIRONMENTAL 1) The site has slope areas that exceed 15 percent in gradient. Undeveloped slopes that exceed 15 percent are treated as sensitive areas, and if present on -site the project will be subject to the Sensitive Areas Ordinance ( #1599). Areas of Potential Geologic Instability are addressed in the Ordinance which is Section 18.45.080 E. of the Tukwila Municipal Code (TMC) . 2) As part of project review a geotechnical investigation will be required to demonstrate the feasibility of the project and to determine adequate building design. The geotechnical investigation will depend on the degree of development related to sensitive slope areas. 3) Slope areas that are cleared for development will be subject to the Tree. Ordinance (Tree Regulations - TMC Chapter 18.54). A required landscape plan will consist of tree retention and tree planting per the standards of the Ordinance. Sections 18.54.080 and 18.54.130 provide some of the procedures for processing the Tree Permit. CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION - PERMIT CENTER PRE- APPLICATION CHECKLIST 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE95 -030 ?: 52 AV S`. OFFICE BUILDING PRE - APPLICATION PILE NO. PROJECT: 7/6195 2.30 1520552 AV 5:. MEETING DATE: TIME. SITE ADDRESS. :The following comments are based on a preliminary review Addstionallnformation mak be needed Other reguiler tenis /regulations may need to Abe met. FIRE DEPARTMENT - Construction Information I5Z 1. The City of Tukwila has adopted the - 1-994- Uniform Fire Code. This and other nationally recognized standards will be used during construction and operation of this project. { b1 S-1-2G).. 2. Fire hydrants will be required. (City Ord. ##1 -6f'8) i&cfg 3. Required fire hydrants shall be approved for location by the Fire Department, approved for purity by the Water Department, and fully in service prior to start of construction. By line of vehicular trave . ' e hydrant must be no further than 150 feet from a structure; and no portion of a•structure to be ov- 300 f-et from fire hydrant. (UFC Y 3 and City Ord. #1-e4e) / 74'? Automatic fire sprinklers, audible and visual devices, and a minimum of one pull station per floor are required for this project. Sprinkler system and fire alarm shall comply with N.F.P.A. #13, #72, and ADA requirements. Sprinkler plans shall be submitted to Washington State Surveying and Rating Bureau, Factory Mutual or Industrial Risk Insurers for approval prior to being submitted to Tukwila Fire Marshal for approval. The fire alarm plans are to be submitted directly to the Tukwila Fire Marshal for approval. Submit three (3) sets of drawings. This includes one for our file, one for company file, and one for the job site. (City Ord. 06E* / &,q ), Maximum grade is 15% for all projects. 2- 5 6. Hose stations are required. (City Ord. #1646) rl�.�ta 7. A fire alarm system is required for this project. (City Ord. #+626) Plans shall be submitted to the Tukwila Fire Marshal for approval, prior to commencing any alarm system work. Submit three (3) sets of complete drawings. This includes one for our file, one for company file, and one for the job site. Z, 8. Special installations of fixed extinguisher systems, fire alarm systems, dust collectors, fuel storage, etc. require separate plans and permits. Plans to be submitted to the Fire Marshal prior to start of installation. (UFC 10.30+) /Od, 9. Portable fire extinguishers will be required in finished buildings per N.F.P.A. #10. (Minimum rating 2A, 10 BC) 10. Buildings utilizing storage of high piled combustible stock will require mechanical smoke removal per Section 81 of the 1 UFC. cfetzl 11. During construction, an all- weather access will be required to within 150 feet of the building. (UFC +0.20?) 9.0D, X12. No building will be occupied, by people or merchandise, prior to approval and inspection by Fire and Building Departments. SS/co fi{Q IX13. Adequate addressing is required. Number size will be determined by setback of building from roadway. Four inch numbers are minimum. Numbers will be in color which contrasts to background. (UFC 10.208) 14. Designated fire lanes may be required for fire and emergency access. This requirement may be established at the time of occupancy and /or after the facility is in operation. (UFC ) • 101.0 , 15. Special Fire Department permits are required for such things as: storage of compressed gas, cryogens, dry cleaning plans, repair garages, places of assembly, storage of hazardous materials, flammable or combustible liquids or solids, LPG, welding and cutting operations, spray painting, etc. (UFC 4.101) K16. Fire Department vehicle access is required to within 150' of any portion of an exterior wall of the first story. Fire Department access roads in excess of 150' require a turn aroun • rtment access roads shall be not less than 20' wide with an unobstructed vertical clearanc: of 13'6" C' y Ord. #'I .). 17tf f 17. Adequate fire flow availability will need to be demonstrated for this project. 18. Checklist prepared by (staff): /// - Date: '7/Co�?.{ PRE - APPLICATION CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE- APPLICATION FILE. NO. PRE95 030 MEETING.<DAT 7/6/95 PROJECT 52 ,Au s .OF ICE BUILDING EADDRESS 5208. ,:The following comments are based.an a preliminary, review • Additional information maybe: needed Other requirements /.regulations may need to be. met. EIRE DEPARTMENT e Inspections 1. Overhead sprinkler piping a. Hydrostatic test d. Fire Dept. approved plans b. Trip test e. Sprinkler head location and spacing c. Alarm system monitoring test f. Materials and test certificate 2. Underground tank a. Location b. Distance between tanks c. Distance to property line d. Depth of cover 3. Fire alarm a. Acceptance test b. Fire Dept. approved plans 4. Hood and duct inspections a. Installation b. Trip test 5. Spray Booth a. Location b. Fire protection c. Ventilation d. Permit 6. Flammable liquid room a. Location b. Fire protection c. Permit 7. Rack storage a. Permit b. Mechanical smoke removal c. Rack sprinklers d. Aisle width Fire doors and fire dampers a. Installation b. Drop testing e. Vent piping, swing joints, fill piping, discharge piping f. Anchoring g. Hydrostatic test h. Separate Fire Dept. approved plans Fire final a. Fire Dept. access b. Building egress and occupancy load c. Hydrants d. Building address e. Fire protection systems: (1) Halon systems (2) Standpipes (3) Hose Stations (4) Fire Doors (5) Fire Dampers • (6) Fire Extinguishers 10. Other: a. b e c. f d g Checklist prepared by (staff): �4 C i'5c,'/ Date: 7767/-5---- PRE-APPLICATION CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER • 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 „ ......... PR P. PLICATION.. NO.--1'';-REs..Q9 : • • • ..• • • • • • • ” :• • .:.• •••• :• • ::•:• • •-• . '''' ' .• :::.••.- .: • • 52 AV s OFFICE BUILDING • .'-2.1"" • "'". ' "-"' ' • MEETING ':DATE: " 61- • ..:TIME:An ::•77:•-•77 . . . , . - ..•••■• • • . • • • . • The following Comments are basredon a prehminary.review. . . . . . . , . Additional information may needed:. Other requirements/regulations may need to be met PARKS AND RECREATION DEPARTMENT The Parks and Recreation Department has no comment on this project. RECEIVED 1995 COMMUN ry DEVELOPMENT PRE- APPLICATION CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE - APPLICATION FILE NO PRE95 -030 MEETING DATE: 7/6/95 PROJECT: 52 . AV S OFFICE BUILDING TIME 2:30 SITE ADDRESSa5208 52 AV S The foliowing coirtments are basediron'a preeliminary review..ky • dditional information may be;needed : Other requirem 'tints /regtilatiotns:.may • need to. be;met.- PLANNING DIVISION — Land Use Information 1. Comply with Tukwila Municipal Code (zoning, land use, sign regulations, etc.) 2. Obtain the following land use permits /approvals: C1 Boundary Line Adjustment ri Building Site Improvement Plan C) Comprehensive Plan Amendment C-1 Conditional Use Permit (_Design Review L).. Design Review- Interurban (j Environmental (SEPA) (J Planned Mixed Use Development n Planned Residential, Development r Site ocated 3. Zoning designation :,� i se 4. Minimum setback requirements: Front: Side: /0 r Side: (or Rear: 5. Maximum Building Height: 3'> Height exception area? Yes I I No 'VP-41'4r- 6. Minimum parking stalls required: Ic•t% (L`' 11 c)"' 41)Handicap stalls required: 7. No more than 30% of required parking stalls may be compact. No landscape overhangs into compact stalls are permitted, although no wheel stops prior to hitting the curb will be required. /- 5 f ( (49<— r 8. Minimum landscaping required: Front: /5 Sine: i5 Side: : 9. Landscape plans must be stamped by a Washington State licensed landscape architect. All landscape areas require a landscape irrigation system (Utility Permit Required). 10. Roof -top mechanical units, satellite dishes and similar structures must be properly screened. Provide elevations and construction details as part of building permit application submittal. 11. Trash enclosures and storage areas must be screened to a minimum of 8' in height. Provide elevations and construction details as part of building permit application submittal. 12. Building permit plans which deviate from that already approved by the Board of Architectural Review may require re- application for design review approval. ALL P((4 6/, f h1 T4::'dVF,'tZ.Gy` AC' 1.41 r {cur std- rEit,n4 z Prcjik s. Pi- loco of 6���i. f( , 442e_ rzere,ir' -CvC (c5t -'vY. ri Rezone (—) Shoreline Management Permit C ) Shoreline Management Permit Rev. n Short Subdivision Signs) C ) Subdivision ri Unclassified Use C) Variance Other:-' PC-4/4 /r 5r4 4ert5 •• 4 £:L�r, rC/i47i/Ua • �e� nsitive area? j� Yes No 2 13 14 15. 16. 17 18 OVQ1, — tl5ved4 / h -ir�•s� &11/11,9 �r (457(A.5(1(06 was n -d P1e4,14z& CL •N5 -TA1 /,1 rGL/Ogri4 P(LE/YMA17 " A� deoTet/LAI- – Iz J . - ,Jn 19 0-'s -�' 5-2" %i✓t N.504, f(3 iczo.JryA,2�S. �t'{rr� p-tt{ts H�'L .5IDf5 20. Checklist prepared by (staff): off-✓ c J ItAstJ Date: - 7.-(&"-`15 PRE- APPLICATION CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE - APPLICATION. MEETJNG.:DA' BtT:ILDINC DRESS. The-toilowing, comments are based ona: preliminary review;-" Additional information may tie needed. Other; requirements /regulations may need to be met POLICE DEPARTMENT CRIME PREVENTION SECURITY RECOMMENDATIONS 1. Doors: Doors should have quality locking mechanisms with minimum one inch deadbolt locks. All exit doors shall be operable from the interior without the use of a key or any special knowledge or effort. The Crime Prevention Unit should be contacted for information regarding correct hardware usage at 242 -8084. 2. Security Alarzll: Recommend installing a security alarm system during construction that would report a burglary in progress when the office building is closed. '3. Windows: Consideration should be given to providing hardened coverings (such as security film, etc.) for ground level windows where glass breakage would allow for access to building interiors by burglars. 4. Orientation of Windows: Windows should be located so that the parking lot area can be easily surveyed by employees inside the office building. 5. Graffiti Prevention Program: It is important to win the war against the graffiti °a-r-tist" and keep your building attractive. New non -stick anti- graffiti water-based or wax like coatings are now available to make an effective barrier against graffiti or other potentially staining substances. Contact the crime prevention unit for further information. 6. Landscaping: Plant materials should be placed and maintained so to provide visibility and prohibit hiding places for unauthorized people around ground level door and window areas. Sticker shrubs may discourage crime activities. Low shrubs and umbrella trees (where the canppy . is maintained above five(5) feet from the ground) will allow surveillance opportunities, hence reducing the potential for criminal behavior. 7. Lighting: Energy efficient security lighting is a relatively low -cost, yet extremely effective way to protect the library and its visitors. By providing sufficient lighting in the parking lot and around your building you will discourage burglars and vandals who don't like light, preferring the cover of darkness for their dirty work. Also the lighting will provide a legitimate sense of security for the employees and the visitors. Checklist prepared by T. Rutt (242 -8084) 5/18/95 ciRE-APPLICATIoN CHECKLIST CITY OF TUKWILA .r DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION - PERMIT CENTER 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PUBLIC WORKS DEPARTMENT TtieYaildr l coir base:'i preltmin r`nee ary review:;' :' • f�!i»afq'ny be, 5:;Other tgbe.. Project:52ND AV S OFFICE BLDG Address:5208 52 AVE S PW# Date:07- 05- 95.... By:.eVe /1 -0°- Pre-Ap• SEPA• ShortPlt• BLA• Review Comments Availability Letters: .X. Water ... Sewer jb i25 1. Water. ... Assessment .X. Double Detector .X. Fire Loop /Hydrant ... Proportionate Fair Share /No Protest Water Agreement 2. Sewer:DESIGN FOR CONNECTION TO METRO IN 52ND AVE S. METRO AP- PROVES CONNECTION ... Proportionate Fair Share /No Protest Sewer Agreement ... Grease Interceptor Designed to Uniform Plumbing Code (App.H) 3. Surface Water:DRAINAGE CHANNEL ON EAST SIDE NEEDS TO BE IDENTI- FIED AND DESIGN APPROVED ... Identify Drain System Condition for 1/4 Mile Downstream .X. Design to KC Design Manual . X. Biofiltration or Coalescing Plate Separator ... Riverbank Stabilztn• 4. Hydrological /Geotech• 5. Traffic. .X. Trip Generation& Distribution for AWDT, ... Channelization /Access• .X. Frontal/Sidewalk. (TMC11.64.020 rgmnt for: 25,000ft, 25% ... CBD Treeplan• AM, Noon, and PM peaks of value, or $250,000) .X. Undergrounding• ... Curb Cut /Access 6. R/W Easement:METRO SEWER EASEMENT MAY NEED AN ADJUSTMENT(SEE #9) 7. Developer's Agreement 8. Turnover: FRONTAL IMPROVEMENTS, HYDRANT 9. Other:NEEDS TO LOCATE METRO SEWER LINE AND EASEMENT; SHOW EXIS- TING SIDE SEWERS. f77i i= f"1`1Q—V. � ? .EXG f;O?Sf_ , I Ca/i!,rit�/� All maps & plans to use NGVD datum. PERMITS TO BE OBTAINED: ... Water- ... H2O Meter Exempt ... H2O Meter Permanent ... H2O Meter Temp. ... Landscape Irrigation ... Sewer- ... Side Sewer ... Sewer Main Extension (Private /Public) ... METRO Business Decleration Form ... METRO Discharge ... Land Altering* ,.. Drainage* • FZC• Floor Elevation• ... Street Use .., Hauling* ($2,000 bond, $1,000,000 ins., bus.lisc., route map, $25 fee reqd) • . Oversize Load* ($5,000 bond, $1,000,000 ins., route map, $25 fee required) .tl. PSAPCA (demolitions) tECEIVhu C OF TUKWILA Pre -14p - iication .`''. 1 71995 PROJECT SUMMARY CITY OF TUKWILA Permit Center Department of Community Development 6300 Southcenter Boulevard — #100 Tukwila, Washington 98188 Phone: (206) 431 -3670 FOR STAFF USE ONLY Pre -App File No.: i o DDate Received: 6-017-95 5 Meeting Date: 7- - Time: c7?-:3� Routing: Q Building Q Planning Q Fire 0 Pub Wks Q Police Q Pks & Rec PROJECT •ANFORMATION Total Building Square Footage: •2 , 9 (pc? 5, F Type of Construction: (1991 UBC) Project /Name: Gt`Ffc :. BcJ /,6Dic..' Site Address: t q2.06 S-2. 'cAuo 4tunt Assessor Account No.: Description of Proposal: "1-(4.)o 9i O U•FF Cc- -D -•DCt , (,U1114 �,o(.&) 2 L45U L P,A(2.4 IL3ri Acreage of Site (gross): 47- ( 57c Sr 'F. Anticipated Period of Construction: From _--- To _.-----. Will the project be developed in phases? (No Q Yes If "Yes ", describe: TOTAL Identify existing easements on site: (ZCr -Tv n•-t -/-A G► l 1r-1) To ('C, &.�0..A-.0..A tc S U(LU E t.' 10 002- St F el-36 L l P cr ILDING INFORMATI. Project Value:' t , 1 ,,t,t I1✓L.1 0,J Current Assessed Value of Building: / T. /$i AJCC //Q4/JO' Total Building Square Footage: •2 , 9 (pc? 5, F Type of Construction: (1991 UBC) Please indicate the square footage of each floor, broken down by building use(s); use another sheet for additional floors. BUILDING USE OCCUPANCY CLASSIFICATION Q IC- to S� .Z3--2, C(V SQUARE FOOTAGE { 3t q (v-' S +F 1st Floor TOTAL 2nd Floor c�( 'FI G (SSE --mac 10 002- St F ��r ., Lo w . 1....-"%) L <1,A1:2-1' 11.9(7 A0cr,i5, 6_3 TOTAL 4, v ,) 3rd Floor 3-' 4, 6/4,4“) 6 TOTAL /Z.- • Handicapped: .3, el ‘„ci ,,-, F Z . Number of parking stalls proposed: Regular: 52- Compact: Storage or use of flammable, combustible or hazardous materials on premise or area of construction? Q No Oyes If "Yes ", explain: 5-7-/,/2A4-- x'02 oz, -ic C ,="-/,c. S <'' PRIQJECT INFORMATJON Contact Person: ' c.f 1- r T v t o 1Z�o1-7F }-"►z'- 't9c;� a (tie Address: 18 Oct — t AUK l u i . ( 000 e9404 Prepared by: Company: ot,pMze,us`'> ,`,7oc Phone :CLO6)) (1/7 — I WI'? Date: d /.:2 I J'1 01/12/99 RECEIVED CITY 'r- - TUKWILA Pre - Application JUG '71995 PROJECT SUMMARY CITY OF TUKWILA Permit Center Department of Community Development 6300 Southcenter Boulevard -- #100 Tukwila, Washington 98188 Phone: (206) 431 -3670 FOR STAFF USE ONL Y Pre -App File No.: p�C C 5 O3aDate Received: r6t? -c) 7-95 Meeting Date: 7- 6 -9 5 Time: p2:30 Rousing: O Building 0 Planning Q Fire O Pub Wks 0 Police 0 Pks & Rec PROJECT INFORMATION Total Building Square Footage: .2 3 , ei 0 , Type of Construction: (1991 UBC) Please indicate Project /Name: 61/=7-/C:- 8 / 16D / , t - ► E Site Address: (g 2.0e 3 5 2 l' uE 4ourtA Description of Proposal: -TW o 9-rocz ---i' OFF I L-E -D(--Dct , W ITN (L.Ot.iGIZ L.--t-el., -PA(2 1 I Assessor Account No.: 1st Floor o 'R'-ts- t? Sr"..--- -23-2.. Acreage of Site (gross): 4-7-( :7-(8, 53.F', Anticipated Period of Construction: From ._.� -- To --. TOTAL Will the project be developed in phases? (No 0 Yes If "Yes ", describe: .2nd Floor (19=1L� US` (Z71 OD-Z. Si F Identify existing easements on site: Te -- ( -ry A-(--t-Aq -( .-D -TD pp prt t,G 6 V(21)t .0.'? TOTAL A1/4(76 LAM )6t tJc BUILDING: ;INFORMATION Project Value: (, Z. m t u.t., t o Current Assessed Value of Building: 4;`X i $ i / A)C, ,VOOJO Total Building Square Footage: .2 3 , ei 0 , Type of Construction: (1991 UBC) Please indicate the square footage of each floor, broken down by building use(s); use another sheet for additional floors. BUILDING USE OCCUPANCY CLASSIFICATION SQUARE FOOTAGE 1st Floor o 'R'-ts- t? Sr"..--- -23-2.. 131 q 63.1 5 i F TOTAL .2nd Floor (19=1L� US` (Z71 OD-Z. Si F TOTAL 3rd Floor L--o .) . r---v U `1PMZI4 1 L A- e--.A. TOTAL ,23, i (ol 5, F Number of parking stalls proposed: Regular: 5'2- Compact: /Z. • Handicapped: 7.- . Storage or use of flammable, combustible or hazardous materials on premise or area of construction? O No Yes If "Yes ", explain: ,7)/2/ 4E X`D/L Or-re-le a /,L � PROJECT INFORMATION . Contact Person: /jco -ry .&v15 orZ�as✓-� � `�� Company: �o(,p 'JSS J\c 5oc Address: 8 O9 — 'Tl+ A ' U i -- (OO Phone:CLO(�) (�2-+ - ( 06(9 Prepared by: 14)01..; 1✓ c SS Date: 6,1:A I / l5 01/12/93 r: I. f- 9r * :! k f - * * • l c * l• : 1 - k • ? : * • c � F 1.. - ; r hk: lc IV . i • . • k• A • ,% :S •k __l; f ***A l s it !; lr 3 lc k lr lr 'k k: k •l; cs k: is I- •1 , * :l .k A A• k 4 k A..k :k :t A f• lc * ' r1 * z1 * l • s'. •: •k +' M. if Nun) r. r, • I?9L3 (?16 1, ( in ourtt f'«wnlerl{; Pic;th d:, C'l•1 I ;!o t, •t:ir�1.1 f ;{ j:; 9 i4 is f :lra!-44A *•kkl<kit.k.,;:.k: A *4*A;Vic*A:•1:±; *. : 3 0 „ 1.0/1::1/99 13°12 DAN 1.1 Nc,Q•r4 1.rl i {; 1i.,fi 'Permit Nc+. [ }9+8- 0300 Type: DEV PER M DEVELOPMENT PC.RPi1 :1' P6irce I No: 115720-Q010 • :> 1 tE' . ACICi1"eS>s: 152tia :)2' AV' .) :I,.-,t;Fi I Fe. 17. 4U 8 In i Payment 38.00 Total ALL Pmtac 17 4815..08 • 1k; *AA•A* *t•:c * T:'s L* kk•k•ik * *s1it4*is%*A*k &lck •'Aaleklr k><d .A:kftkf.•k:k•k: #: Account Code 000/345.8'30 000./329 . 1.0u • DC5cr•I pt i on PLAN CHECK. -• i4C)i'4RE;; LAND ALTERING PERi4IT Fl:E Amount ,, :i 0 114:,. 5 �.` *A- ^A * * *a++^++« +*++++ *++ A:^*++**.o++A-+^***A **+* *++* • y� ������ [\« 0F T�!�NILA. W /j�� ����^~ Tk��S�l` „ �„ , +A^�**++^**+�+++.*�+^***^+��+*A+�+++* �++++A A*+^�+++^+++ • r|��N��Il �xmhnr: K98O0119 Amount: 11.9�5.�5 OG/V3/99 15:�8 (` men no it CH[CK ion: NENCASTL[ APT In it CAS . -.'-_-----..-....... '---_ - _ _ '--------_---_-._-- |`erm t. Nor D98-V30� Type, • DEVPEU DE LOPME“! T PER IT Parce| 115720 -CI0lO ') te Ad r sy: 152O8 52 • AY S Tot v 1/.447.08 Th Pavment i1.9] 25 lotal ALL Pmts: 17.147 .O8 ` 8s\ance�� • .00 • �** +*+^a++�a++°/+*+*+�+*�+a�^a+A-t*+�+A. A ,v *4,4, +**+++**a ** C,c,�ont: Code 000/322.I00 34!5.. 1330 0 0 386.904 0/342~40 0 412/342.4O0 40��342.400 10 4.367.o0 0 00 (.) /322.1O0 000/345.830 .Deo�,iution ` • '• Amoxnt BUD. DlNG - N0 S ' ` 8.�C.5O • PLAN CHECK - UTILITY ' 3O.0O SlA7E UUIiDING SUXCHAUGE' ' 4.5O • � ' INSy FEE - UTILITY • 0;:0 INSF i;EE - STORM DrAIN 15.0O • • INSP FE[ - S S 2O.00 : • • TRAFFIC Mr LIGATION FEES ' • 2.989.00 �HN0 (IL TEKING Y[RMIl FE[ ' , • LANU AL7ERINO PLAN CHECK' ` • 49.25'� . � �`�� ..• ' 08/84 1717 TOTAL �'�����..� • �����1.!�� ,++++++*+A*«+*4*+*A+***k++++**++*+*+**+*.A**+«***^*�++++�a+*+A+f+ 'ITY OF TUK#ILA, A � RhNS IJ� '+++++*A+Ak+++A+*++*******A*+*++*+^+*++�+*+«*A*+*A+A+*++*+++++A° lRANSMIT Number: R970O828 Amount: 5.531.83 09/10/98j3:59 Payment Method: CHECK Notation: ST CORPORATION 'nit: DLH Permit No: 1}98-0300 Type: DEVPERM DEVELUPMEN] PERMIT Parcel No 115720-0010 Site Address: 15208 52 AV S Total Fees: 141046'.'83 This Payment 5,!531.83 ` Total ALL Pmts: 5v,531,83 Balance: 8�51�.00 +++*,‘.*A*+*+A+++a�a.,k**a**Aa+aA*+****++a++*A+^liA**+*A**.A»*+*4**** Account Code Description O00/345.83O PLAN CHEM—_ NONRES Amount 5,.531.83 5621 '09/11 TOTAL 5531).83�`'�' INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 03op PERMIT NO. (206)431 -3670 Project: v`rG�vo i rte- l l� Type of Inspection: C" GdI-S' 0"-/eqe?hi &-ie..,..11- dal 5--24vo /11,4 Add s: Date called: Special instructions: Date wanted: a.m. P.m. Requester: ?,t Ord• (5g 7 Phone: nApproved per applicable codes. Corrections required prior to approval., COMMENTS: 0"-/eqe?hi &-ie..,..11- dal 5--24vo /11,4 sD h r. ...." loLide.444 & G3 f c kiteb . j_iAth--A 4 449//tA4- cil),„,,a)44 7f, t,_ ,sa-,.1 Gc, i i -cic i P L. �.2 . S d 1 (ex. AJ4T (4)>,-,),744(-0,1 d ck ic 77) tiea, ',Is .5 /' J(%6 T-es i 4 / Gv/ ! t ?,t Ord• (5g 7 ys Inspector: Date: 12.2i0 n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid. at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 g-0300 PERMIT NO. (206)431 -3670 Project: 52>7� Ave 5 Office t��l� T pe of Inspection: . C C A S Address: 15205 521141 flues Da1"e called: 1 U� 0-2g-7 Special instructions: Date wanted: 10 2 8 ! • Requester: .., Lion 615011 Phone: 20G 9y8 -677 nApproved per applicable codes. Correction required prior to approval. COMMENTS: it/Q /6 /2V9i (—CAI" a � G 5t) J/ Ac rw- 7 7-.4 l to (.5-tr e. .0ri-4 f7) Uh- G' /�C. (., CC�7 A so /e) 41-7/97 / /11 / c - (L& 4M .c Sei Obt,th t,(35b-/ Art-sy ,/,?-9fir • ' 6.--ty 7 /did a.�.t ,n.v Se cc. lb ilAC ,' / Inspector: Date: C $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 53`00 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: INSPECTION RECORD permit i Retan a copy with per INSP'QT N. CV �_- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 -c PERMIT NO. (206)431 -3670 Polejt: oppi, Tpe of Inspection• ry A dres] c, c ll, JCi Special structi�%1 �� `.�_ i` 1V-t51^-b -' ry D�t0 nt�edr.. �cig a.m. O. m. R�° ester: 4;h4„...4_, ---c? Li F 62.77 I nApproved per applicable codes. Corrections required prior to approval. COMMENTS: S s A44' 446-1-1 Inspector: Date: n $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: eY INSPECTION NO. 1 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 P j t: idnd A/6 5. k t jt°eLr4L f A m1°E. c.cr>oz_ Type of Ins ec ion: 1-1 "1/.° c ,i "7!ct<- • fa...To,c-gCcv c...(r. Ar,07? S i 4r �g .?g d / N Date called: � �0 /9g Special ins uctions: (3 ,4 /4// -rest1t'1 - C ( '✓ Date wanted: lO /� /9'CI `� m. Requester: La11/ • pt..i..ixt (7-* e., Ci) ,,./ 1 12.-Z.,t, ei-,'J Phone: D6a, -9 v, (% 7 / Approved per applicable codes. n Corrections required prior to approval. COMMENTS: jt°eLr4L f A m1°E. c.cr>oz_ ,i "7!ct<- • fa...To,c-gCcv c...(r. Ar,07? S .. itrA -LrG, • / �- /-fi r/ ,e-it), ,/ /1.-(%10 b7. / S'AAcrAtt r h-r Rt. c/.%2 r o �� d -1 pt..i..ixt (7-* e., Ci) ,,./ 1 12.-Z.,t, ei-,'J 5 P & r 4( Ac ("s ,9.4-- 773>e--2 12I I n $47.00 REINSPECTION FEE REQUIRED. Prior toinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: t' INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, W 88‘ r (Z06)414,367-10 ,.� / I /4/�J/�i4A l .f Project: �7Oif?C/i�c� .a �'i/� , �+pe of Inspeatio1 d lll'/ �7�i' i�i�u'G$.. Ad r ss: /<J( f7 g 41 S ate called: lO( /g /c q Special instructions: � jf62 0 S'b ® ! fr ,. r.:6-5,1, n Lk Date wanted: ,r / p (( a.m. p.m.,, Requester: / Phone:104 - 9,958 ` '77 / ,9G-• Ai9•G©(- O'- nApproved per applicable codes. Corrections required prior to approval. COMMENTS: 47 I Ple,figl-4er 45711,710 ,9G-• Ai9•G©(- O'- 1'J C/ c' r J 5f ec,;4 /,. (-,4 c,- &?e X40 X_ 0 7e , .o. 7/- .e (-4/44-1-047-, Vc-4-,5 ,,,e .fib S /J Inspe✓✓.�� n $47.01 REINSPECTION FEE REQUIRED. Prior nspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 RMIT NO. (206)431 -3670 Project: ; , Type of Inspe Ion: 19- t.A.A.424..c4 i _ /1 ha ' 1-tx..A-7<akel mitLe-1( Address: / - --C) 1/ 1/ Date call f„ %/79 r .zl - -0 - c -/ I. /Le. ��� Special instructions: I at-. 6V 1-41.114.0/1-41 746 Date anted: ,/ i f a.m. P.m. Re uester: c) /Jc di hone: nApproved per applicable codes. /n Corrections required prior to approval. COMMENTS: 0 - q kC4J � 0,v 7.6 S 94 Y ffee, ACj h� % jy' /s; iMl .%1 F/� �l +„V yV l_'+�/�i�'Lw/T.'i - �M�"j� (,- i.'/l� �,�"� (Ow�f /� /'.5-'-`7' /' /f� ,j} `r/ V' . . t6. 1 ! VlJ ...I oe -e e i fF' i i0.) t.A.A.424..c4 i _ /1 ha ' 1-tx..A-7<akel mitLe-1( 4- ve..., 6e—c, i , . ,( �...'./ �K 4-4 le ,/) /�� t f. /11.4_ V /2q4 -`- 01 ,,14:4A-,-4,4 r .zl - -0 - c -/ I. /Le. ��� lam- { . .�N a d (.14 (_.fat t7ef_Pi0 7d ..4_74.)", I at-. 6V 1-41.114.0/1-41 746 ilkaht Inspector: Date:9 /70,7 n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit —0300 PERMIT NO: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 - (206)431 -3670 Project: No 4u grot . Type of Inspection: 5D Address: /52-06 Date called: 9/12] 9 Special instructions: Date wanted: % pC� 7%/ / 1' ! a.m. p.m. Requester: Phone: ['Approved per applicable codes. COMMENTS: Correcti s required prior to approval. 9// -p Edc6w- 2 4 -I' ; g 4 C 3 1' I1 - e i- Ark-. 773 • Inspector: (AA Date: IT $47.00 REINSPECTION.$EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Project: Av � &o5 Type of Inspection: �� Address: IS—c)(0 (f . �: Date called: 97,b0,7 Special instructions: Date wanted: fj/1 17 a.m. p.m.. Requester: Phone: CApproved per applicable codes. COMMENTS: Corrections required pri to approval. Ti/5- 9 C, Inspector: n $47.00 REINSPECTION IEE REQUIRED. Prior at 6300 Southcent Blvd., Suite 100. CaII to Receipt No: r Date: to inspection, fee must be paid: hedule reinspection. Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD( , a copy with permit PERMIT NO. (206)431 -3670 Project: N� y' r f�tte ` Type of Inspection: L Address: , (� /5- e sz 5, Date called: /z4fty pecial instructions: Date wanted: �r a.m. p.m. Requester: Phone: nApproved per applicable codes. Corrections requ ed prior to approval. Inspector: 40 l Date: p n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a copy with permi . • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO, (206)431 -3670 Project J /02 J`� Type of Inspectiori:�1 Address. ?Z3 Date calle f / Special instructions: Date wante . /� / a.m. p.m. Requester: OA /J Phone. 2- —y6 nApproved per applicable codes. n ' orrections required prior to approval. COMMENTS: ' r gfl g4-61,4tic 1 5cil -94tz_e uLthaiai Inspector: n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection /fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No:. Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PE- D301 PERMIT NO. (206)431-3670 Project: 5 -4ve 5,, Nce_ I Type of npection: Address: 1 s9. 68 52 P1/2_ so Date aE21jj dj 3 .....Ti Special instructions: 9 MI Date vlel:m.." ...A do 1011-- "77 ....-n. P.m. Requester: 2-0 6 6; ID, 100 Rhone:, J ono ft IN. _,01 Af ../) ,-, , 24piaroved per applicable codes. nCorrections required prior to approval: -. COMMENTS: *Mg 7 i '' ta_Am C) Was ‘si).E... e..6w4_, .Nf'Pie-e9.144e.„ pia._ R &(,( ,›Jo_ctso4c., Ik(51Pf-c..-Ts0/2-q- PL- To ‘r-e.44-74,1,Ac(7 fAssow)G-At eF_Doici dre,ep--nacfef if Po--ope ccE,474 / '&g,t.--7-- - , 0 ZE5,1(4.1445 l741--Coi-The-t-c-r7e9AC A -7 E.A.IDA _,01 Af ../) ,-, , ■,' $4 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: , INSPECTION NO, INSPECTION RECORD Retain a copy with perm CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO, (20Fj)431 -3670 Project: zoposed o -c-fri ce. bici Type of Inspection: `'-'' ; A oh -sl I.e. Ir r e - con dd : re s :l52Oo 52 d ` Ave LS Date called: s. 1 • • Special instructions: Date wanted: Q Requester: dortanal Phone: Off 612. — Li G80 nApproved per applicable codes. COMMENTS: 6jAilW Po. C� rections required prior to approval. :oo te) ' e- 1. Inspector: Date: n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be pd at 6300 Southcenter Blvd., Suite WO. Call to schedule reinspection. Receipt No: Date: j' so. 47.4r• FRSF�,av SCORE JOINTS e HANDFORM ALONG RADIUS FOR SMOOTH TRANSITION EXPASION JOINT To (PREMOLDED TYP.) EXPANSION JOINT ELIMINATE IF GUTTER & APRON ARE POURED MONOLITHIC ilk QV SgFF,0 1 ee R 1 2' Min. or more as directed. Top of Curb at Driveway 5% 3/4 .....w .. ... . 5/8' CRUSHED ROCK SECTION A -A NOTES; Driveway (Max. Recoriended Grade Is 157.) 18' CURB DETAIL 1. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBUC WORKS FOR INSPECTION. 2. CONCRETE SHALL BE CLASS B OR BETTER THAN 5 1/2 SACK, 3000 PSI. 3. ALL DRIVEWAY APRONS SHALL BE A MIN. 6' THICK. 4. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA/WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA 5. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED MTH EXPANSION JOINT. 6. DRIVEWAYS WITH HIGH VOLUME (AS NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 7. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. City of Tukwila COMMERCIAL DRIVEWAY Not to 'Ws. DATE: 11/15/96 RS -9 • Asphalt Concrete or Bituminous Plant Mix Replacement Patch Cut with Pneumatic Pavement Cutter Existing Asphalt Pavement Concrete 1507 of Existing Depth Sow Cut Existing Concrete Pavement Existing Rigid Base 5/8' Minus Compacted Crushed Rock unless otherwise Ordered by The City. Saw Cut Existing 011 Mot 5/8' Minus Compacted Crushed Rock unless / otherwise Ordered by The City. TYPICAL PATCH FOR RIGID PAVEMENT Asphalt Concrete or Bituminous Plant Mix Replacement Patch 150X of Existing Depth Sow Cut Existing Asphalt Pavement / / / / / / / / / //icceict Kccei.iVAV V / i• ∎•.40. ∎. ,•∎ •n A ,•�•- • ..•. .* -4 5/8' Minus Compacted Crushed Rock unless otherwise Ordered by The City. 5/8' Minus Compacted // Crushed Rock unless otherwise Ordered by / The City. TYPICAL PATCH FOR FLEXIBLE PAVEMENT NOTES: 1. All work to conform to the current Standard Specifications for Road, Bridge, and Municipal Construction. 2. A minimum of a one year guarantee is required on all pavement patching and overlays. 3. Controlled density fill in place of crushed rock material may be required in cases of recent pavement overlay, or as directed by City Engineer. 11L4 City of Tukwila PAVEMENT PATCHING DATE: 11/15/96 1ttr milt RS -3 1 na — — 10' Min. Utility Easement 2% 2% Right –of –Way Pavement Width 2x Class 8 Asphalt Concrete Crushed Surfacing Class B Gravel Storm Sewer & Catch Basin Cement Concrete Curb and Gutter Cement Concrete Sidewalk 2" of 5/8" Minus Crushed Rock Thickness as required by Engineer's design. See Tukwila Standard Plans TYPE OF STREET RIGHT –OF –WAY (FEET PAVEMENT WIDTH (FEET) ARTERIAL PRINCIPAL 80 -100 48 -84 MINOR 60 -80 36 -64 COLLECTOR COMMERCIAL '.•:60r- -- •- - 48.. RESIDENTIAL 60 ' - - 24 -6 ACCESS STREET COMMERCIAL 60 36 RESIDENTIAL ' 50'', 28 CUL –DE –SAC 1 ROADWAY 40 28 TURNAROUND 80(diam) 60(diam) PRIVATE 30 20 ALLEY 20 15 NOTES: 2X -- 10'— Min. Utility Easement 1. All specifications shall be as per the combined specifications prepared by the Washington State Department of Transportation and the American Public Works Association, Washington State Chapter entitled "(Present) Standard Specifications for Roads, Bridge, and Municipal Construction ". 2. See Detail R -11 for the sidewalk width. 3. Street classifications are designated by Ordinance. 4. Private streets may serve up to 8 lots, and must be less than 200' In length. use of private streets is subject to approval by the Public Works Director. 5. Pavement section must be designed for a minimum of HS20 loading. TYPICAL ROADWAY SECTION DATE: 11/15/96 Net to foals. RS -'1 STO P 1 RED & WHITE STRIPED POST WHERE REQUIRED BY THE cm( ENGINEER 3 ///////// FACE OF CURB 2. MIN: -•- STOP & YIELD INSTALLATION DGE OF S/W 'mom mn± lill f illi 7 III( 1 III 15' -17' CEDER, TREATED FIR, OR U CHANNEL OF GALVANIZED POST. AS DIRECTED BY Crrf ENGINEER FACE OF CURB EDGE OF S/W1 3 CURB WITH PARKWAY CURB WITH SIDEWALK AND SIDEWALK WITHOUT PARKWAY NOTES; 1. REFER TO MUTCD FOR ADDITIONAL INFORMATION. 2. DIAMOND GRADE SIGN SHEETING. 3. USE U- CHANNEL POSTS WHERE NO CURB AND GUTTER. City of Tukwila TYPICAL SIGN INSTALLATON Not to mato DATE: 11/26/96 RS -14 ■ Sidewalk Widths T_ Local CBD Access Arterial (See Note 1) P- D /CP /CM C -1/C -2 M -1 /M -2 All Others 5' 6' 6' 6' 8' 6' 5' 6' 5' 5' 5' 5' Curb Ramp (See Detail R -12) Score Joints Every 5' 3/8' Full Depth Expansion Joint Type 'A' Curb & Gutter —� 3' Wide Edger Finish 2% Max. 1% Min. 18'1+ -18' Section A -A NOTES: 1. Sidewalks shall be a minimum of 8 feet wide at bus stops and pullouts, or- where the speed limit Is over 35 MPH, or where a trail and sidewalk are combined. 2. Expansion Joints shall be placed every 15', score joints every 5'. 3. Cement concrete shall be placed on 2' of 5/8' minus crushed rock, and as otherwise specified In the current APWA /WSDOT Standard Specifications 4. Removal of' existing concrete curb, gutter or sidewalk shall be to -the nearest Joint) score ,Joints must be saw cut and replaced with new. -r 5/8' Minus Crushed Rock Thickened Edge On Radius Expansion Joints Every 15' 1' Wide x 3/8' Deep Score Joints 3/8' x 3.5' Expansion Joint 90 City of Tukwila SIDEWALK DETAIL Not to goal*. DATE: 11/15/96 RS -1 1 i -- 10' Min. Utility Easement 2% Right —of —Way Pavement Width 2% 2X -- -------- - - - - -- ----- == - = = = = == =-==--- - -- --- z"o =a =� o- o"oAo�oo °0200"0 0 Class 8 Asphalt Concrete Crushed Surfacing Class 8 Gravel Thickness as required by Engineer's design. Storm Sewer & Catch Basin Cement Concrete Curb and Cutter Cement Concrete Sidewalk 2" of 5/8" Minus Crushed Rock See Tukwila Standard Plans TYPE OF STREET RIGHT —OF —WAY (FEET) PAVEMENT WIDTH (FEET) ARTERIAL PRINCIPAL 80- 100 48 -84 MINOR 60 -80 36 -64 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL 60 24 -36 ACCESS STREET COMMERCIAL 60 36 RESIDENTIAL 50 28 CUL —OE —SAC i ROADWAY 40 28 TURNAROUND 80(diam) 60(diam) PRIVATE 30 20 ALLEY 20 15 NOTES: 2% 10' — Min. Utility Easement 1. All specifications shall be as per the combined specifications prepared by the Washington State Department of Transportation and the American Public Works Association. Washington State Chapter entitled '(Present) Standard Specifications for Roads, Bridge, and Municipal Construction'. 2. See Detail R -11 for the sidewalk width. 3. Street classifications are designated by Ordinance. 4. Private streets may serve up to 8 lots, and must be less than 200' in length. use of private streets is subject to approval by the Public Works Director. 5. Pavement section must be designed for a minimum of HS20 loading. City of Tukwila TYPICAL ROADWAY SECTION DATE: 11/15/96 RS -1 Asphalt Concrete or Bituminous Plant Mix Replacement Patch Cut with Pneumatic Pcvoment Cutter Existing Asphalt Pavement Saw Cut Concrete 1 50% of Existing Depth Existing Concrete Pavement Existing Rigid Base // 5/8' Minus Compacted Crushed Rock unless / otherwise Ordered by The City. 5/8' Minus Compacted Crushed Rock unless otherwise Ordered by The City. Saw Cut Existing 011 Mat TYPICAL PATCH FOR RIGID PAVEMENT Mphalt Concrete or Bituminous Plant Mix Replacement Patch 150% of Existing Depth Saw Cut Existing Asphalt Pavement 5/8' Minus Compacted Crushed Rock unless otherwise Ordered by The City. TYPICAL PATCH FOR FLEXIBLE PAVEMENT 5/8' Minus Compacted Crushed Rock unless otherwise Ordered by The City. NOTES: 1. All work to conform to the current Standard Specifications for Road, Bridge. and Municipal Construction. 2. A minimum of a one year guarantee is required on all pavement patching and overlays. 3. Controlled density fill in place of crushed rock material may be required in cases of recent pavement overlay. or as directed by City Engineer. 90 _Y City of Tukwila PAVEMENT PATCHING Not to scale. DATE: 11/15/96 RS -3 No structures, roadways, or parking lots in this area No footings of structures (including ther rockeries 1 4' Max Height 8 Free —d wide la spells ininq backfill; min.12" r of 2' -4' quarry djacent to rockery. Stable cjrt face in native material 1' diameter ached gravel; min. 8' cove over pipe; min. 2' gray i under pipe, 12" wide. 1' Min. connect to f catch basin, or daylight to ditch Outlet Pipe Undisturbed soil 2'0 Standard Steel Pipe Rolling with Welded Joint. \ 3 Hot —Dip Galvanized, Astma 3. Ornamental Iron Handrail 12' may also be permitted with City Engineer Approval. 10' post to poet spacing with slip fit expansion joints. Non —Shrink Grout 4' Oiam GaIv Steel Sleeve 12" 17' 2% Min. 6' dia. pert. PVC, SCR 35 min. 1X continuous slope to o filter fabric(Mirofi or equiv.) SEE ABOVE FOR ROCKERY DETAILS pipe /MSHTO M278 /ASTM 3034; et; pipe wraped in NOTES: Place pi .e between rocks to avoid weight. VIEW FAC NG ROCKERY AND 0 FT PIRF 1. Rock shall be s density of 160 2. The long dimen placed perpendi rock should bee 3. Rockeries are e not retaining w stable and free and and have minimum uncle per cubic foot. ion of all rocks shall be ular to the wall. Each on two rocks in the tier below. eion— control structures, Ile. Native material must be standing in cut face. 4. Improved welkin surfaces above and adjacent to rockeries over 30' in height shall be protected by a rail conforming to UBC 1711. 5. Base rock is 2 —man minimum. (2 man rock - 200 -700 lb 18' -28') 6. Shop drawing for all railing must be city approved prior to fabrication. City of Tukwila ROCKERY & SIDEWALK WITH SAFETY RAIL Not to "cal* ■ P- O /CP /CM C -1 /C -2 M -1 /M -2 All Others Sider, alk Widths Local Access Arterial CBD (See Note 1) 5' 6' 6' 6' 8' 6' 5' 6' 5' 5' 5' 5' Curb Rapp (See Detail R -12) Score Joints Every 5' 3/8' Full Depth Expansion Joint Type 'A' Curb 8i Gutter Th 3' Wide Edger Finish 2% Max. 1% Min • ee 'wee 18'- -18' -� Section A -A NOTES: 5/8' MlnusT Crushed Rock Thickened Edge On Radius Expansion Joints Every 15' 1' Vide x 3/8' Deep Score Joints 3/8' x 3.5' Expansion Joint I. Sidewalks shalt be a minimum of 8 feet wide at bus stops and pullouts, or where the speed limit Is over 35 MPH, or where a trail and sidewalk are combined. 2. Expansion Joints shall be placed every 15', score joints every 5'. 3. Cement concrete shalt be placed on 2' of 5/8' minus crushed rock, and as otherwise specified In the current APWA /WSDOT Standard Specifications 4. Removal of existing concrete curb, gutter or sidewalk shall be to the nearest ,Joints score joints must be saw cut and replaced with new, City of Tukwila SIDEWALK DETAIL Not to walk, DATE: 11/15/96 RS -11 na ►n.o.owvocka -na.. KWILA OFFICE Tukwila, Washington Storm Drainage Report ),") 7 Prepared For: S.T. Corporation Prepared By: David Bockrath & Greg Diener, P.E. Pacific Engineering Design, Inc. FRE'?oo August 26, 1998 Det6 O3co RECEIVED CITY OF TUKWILA MAP - u 1998 PERMIT CENTER PEDI Job No. 95064 06398521 44 w44 Ina —re= 111111111i a• 2111 MON 1:111 IOW 2 1111111/1111;. VI • : It dB 11111101H 11111111111 -40 .44 raw 1.. .111.-111111111111:1 sorarm4ardl 11.11142111P7.1. moo_ II ai: I" lig EMIR: mom 00.4 EN rain M I • 11 lir. O1111111 11111111M 11111111,2 111111 uJiuI Ia.` Pia 101.4. 01..f. to. Tr Nik‘,.. so* a. LIN ,11 Pm a IL 4 A4,1, =us. 1111 21111UNliwa .0.01=0; AMMER& EVIIMIIIIiiiillq1111111111111111a ..iiiklfi,11111E1 %Hp Vann" E2l/F'rIlFlI111IITi1rfl"I"l";rh•ii--"- _._.I. sr: I_ •I a 0 111 11111111111111111111111111% 111111111111al111311111ME —1111111101514 4111 111E1.1111N: 11111 -ARNE iS MPMIL 11,94.1 11111111111111 11111liiinilatil UMW! 1111: NMI .711 iTa 111111111M01111114 I 111111111111111 dillilligg II 11111111111111111fir . .0.,,,ii. Ilimilimmilliiii.li Li1„,r,...._.•,..1 ,Itionaga maimmiskg mhz.Lia as ....154th.:strot ...7i ,r 11191,7;.= =Fie, algoriaL...11,,i..•........, ....4. A N., ti: bizzls .17-.4 liff ,761,11111Mt: -uir- _ . iii iia 1,11-to Li own am .:Statron. .. :..,..j '4,11111E -4 VIE- - lell "■::-: . . . . • /11111,m I IPC' ANN mil No 1111111111111111h. Ira MIMI! rail". -'....., 1- - - 1 -- liribli 111M11•4 Pal 10A;:1911i 111 0 I 0.176.. 0........i7111111.1.117!11 mow. I it 00 0 EVAIIIIRfl irlialik 0 121011 11111E -E111 0 0 .11 z. 1 I Immo Sumo 1 oilithume TUKWILA FREEWAY ROUTE ALTERNATIVE • 111-111. Central Puvt Sound SogionalTranch Autholf11 al mwomd ,190111ti City°. &bath rightc lessiv.d • • • • • NO 1111 % • 44/1 hr • ./WWWWW• rz=04,......heArtrza F.I.■ Mew. pa...roumo _v>r, 4.10$ r Effnatied Solar NWWashington State Department of Transportation Sid Morrison Secretary of Transportation RECEIVED MAY 0 3 RECO PACIFIC ENGINEERING Mr. Bill Orth Pacific Engineering Design, Inc. 4800 S. 188th St., Suite 360 Seattle, WA 98188 Northwest Region 15700 Dayton Avenue North P.O. Box 330310 Seattle, WA 98133 -9710 (206) 440-4000 April 30, 1999 SR 5 CS 1727 S.T. Corporation PERMIT 17391 In response to your request, we are enclosing the referenced permit. It will be necessary to hold a preconstruction conference prior to beginning construction. Please call Mr. Mike Katzer, Bellevue, at (425) 822 -4161 to arrange the preconstruction conference prior to "on- site" construction. We have revised the bottom orifice diameter on Plan Sheet C8 from 2" to the 1 5/16" (1.28 ") listed on page 24 of the hydraulic report. We have enclosed two copies of the permit signed by us. Please have both copies signed by the applicant and return one signed copy to us for oyr records. The • permit is not valid until the signed copy is received in this office. Please contact me at 440 -4434 if additional information is needed. DMHM Enclosures Sincerely, 't *ittAkuP *Pkbi TIMOTHY C. WICKS Permit/Franchise Engineer RECEED CITY OF TUKWIIA vox 0 6 1999 PERMIT CENTER � Washington State -I) Department of Transportation Northwest Region, Utilities 4.13 CVq'(� qlvontp Application for Utility Permit or Franchise • Seattle WA 98133 -9710 Permit/Franchise No. 17391 • Applicant - Please print or type all information Application is Hereby Made For. !i7 Permit ❑ Category 1 $500.00 EI Category 2 $300.00 . ❑ Category 3 $150.00 ❑ Franchise ❑ Arnendment ❑ Franchise Consolidation $300.00 ❑ Franchise Renewal $250.00 Intended Use of State Right of Way is to Construct, Operate, and Maintain a: Storm Drainage Connection on a portion of State Route SR 5 (at/from) MilePost 1 5 4_ 6 R to Mile Post in King County, to begin in the NW 1/ 4 of S W 1/ 2 Section 23 Township 23 North: Range 4 West/East W.M. and end in the Section Township North: Range West/East W.M. Fees in the amount of $ 300 . 00 are paid to defray the basic administrative expense incident to the processing of this The applicant further promises to pay additional State Department of Transportation." application according to WAC 468 -34 and RCW 47.44 and amendments. costs incurred by the Department on the behalf of the applicant Checks or Money Orders are to be made payable to ". •shington wo- S.T. Corporation ....I._.-.4,sositu ,/ Autho R. Hanson • it , •./ Applicant (Referred to as Utility) Applicant 1200 S. 192nd St., Suite 300 Dan ec ' gnature • Address Print or Type Name Seattle WA 98148 Project Manager City State Zip Code Trtle ( 206 )- 241 -6241 Dated this 22nd day of March . 1999 Telephone 52nd Ave - South Office Building 911516419 • Applicant Reference (WO) Number Federal Tax ID Number or Social Security Number , . • ^�,? .Y . �,. ;, ,,,., , . �t. ti .g:..'.'F . Authorization to Occupy Only If Approved Below fc r p >r ' % 4?v. :•z¢� 4,S 'F,= The Washington State Department of Transportation referred to as the 'Department," hereby grants this document (Permit or Franchise as applicable) subject to the terms and conditions stated in the General Provisions, Special Provisions, and Exhibits attached hereto and by this reference made a part hereof: Construction facilities proposed under this application shall begin within one year and must be completed within three years from date of approval. xw L For Department Use Only • , r t ,,444m;44 . ,X",. .t' ... rt ' Exhibits Attached EXHIBIT "A ". Special Provisions for Permits and Franchises, pages 1 -3. EXHIBIT "B ". Utility Facility Description form, page 1 . EXHIBIT "C ". Plan details, pages 1 -6. Departure By Trtie: ! Approval ' i / Milittiri ��/ �'iii - . .. • .. t. .•• ,:, . -- . Date: -! Expiration Date: Ill'YT c.,. . ,n. av C= General Provisions I. This document is subject to RCW 47.32, RCW 47.44 and WAC 468 -34 and amendments thereto. 2. The Utility, its successors and assigns agree to indemnify, defend and hold the State of Washington, its officers and employees harmless from all claims, demands, damages, expenses or suits that: (1) arise out of or are incident to any negligence by the Utility, its agents, contractors or employees In the use of the highway right of way pursuant to this document or (2) are caused by the breach of any of the conditions of this document by the Utility, its contractors, agents or employees. Nothing herein shall require the Utility to indemnify and hold harmless the State of Washington and its officers and employees from claims, demands, damages, expenses or suits based solely upon the conduct or negligence of the State of Washington, its agents, officers, employees and contractors and provided further that if the claims, demands, damages, expenses or suits are caused by or result from the concurrent negligence of (the Utility, its agents, contractors or employees and or any person whomsoever, in connection with Utility's, its assigns', agents', contractors' or employees of the State of Washington, its agents, officers, employees and contractors, the indemnity provisions provided herein shall be valid and enforceable only to the extent of the Utility's negligence or the negligence of the Utility's agents, employees or contractors. Any action for damages against the State of Washington, its agents, officers, contractors or employees arising out of damages to a utility or other facility located on the highway right of way shall be subject to the provisions of RCW 47.44.150. The Utility, and on behalf of its assigning, agents, licensees, contractors and employees agrees to waive any claims for losses, expenses, damages or lest revenues incurred by it or its agents, contractors, licenses, employees or customers In connection with Utility's, its assigns' agents', contractor's licensees' or employee's construction, installation, maintenance, operation, use or occupancy of the right of way or in the exercise of this document against the State of Washington, its agents, or employees except the reasonable costs of repair to property resulting from the negligent injury or damage to Utilitys property by the State of Washington, its agents, contractors or employees. 3, Whenever necessary for the construction, repair, improvement, alteration, or relocation of all or any portion of said highway as determined by the Department, or in the event that the lands upon which said highway Is presently located shall become a new highway or part of a limited access highway, or if the Department shall determine that the removal of any or all facilities from the said lands Is necessary, Incidental, or convenient to the construction, repair, Improvement, alteration, or relocation of any public road or street, the Utility shall, upon notice by the Department, relocate or remove any or all of such facilities from said highway as may be required by the Department at the sale expense of the Utility to whom this document Is issued or their successors and assigns, 4. All such changes, reconstruction, or relocation by the Utility shall be done in such manner as will cause the Least interference with any of the Department's performance In the operation and maintenance of the highway. 5, This document shall not be deemed or held to be an exclusive one and shall not prohibit the Department from granting rights of like or other nature or cther public or private utilities, nor shall it prevent the Department from using any of its roads, streets, or public places, or affect its right to full supervision and control over all or any part of them, none of which is hereby surrendered. 6. The department may revoke, amend, or cancel this permit at any time by giving written notice to the Utility. The Utility shall immediately remove all facilities from the right of way. Any facilities remaining upon the right of way 30 days after written notice of cancellation will be removed by the Department at the expense of the Utility. 7, Any breach of any of the conditions and requirements herein made, or failure on the part of the Utility of this franchise to proceed with due diligence and in good faith with construction work hereunder shall subject this franchise to cancellation after a hearing before the Department, of which said hearing the Utility shall be given at least 10 days written notice, if at that time the Utility is a resident or is doing business in the State of Washington; otherwise, by publishing a notice of said hearing once a week for two consecutive weeks in a newspaper of general circulation in Thurston County, Washington, the last publication to be at least 10 days before the date feed for said hearing. 8. The Utility shall maintain at its sole expense the structure or object for which this document is granted in a condition satisfactory to the Department. 9, Upon failure, neglect, or refusal of the Utility to immediately do and perform any change, removal, relaying, or relocating of any facilities, or any repairs or reconstruction of said highway herein required of the Utility, the Department may undertake and perform such requirement, and the cost and expense thereof shall be Immediately repaid to the Department by the Utility. • 10. Upon approval of this document, the Utility shall dilligently proceed with the work and comply with all provisions herein. 11, Whenever it is deemed necessary for the benefit and safety of the traveling public, the Department hereby reserves the right to attach and maintain upon any facility by the Utility under this document any required traffic control devices, such as traffic signals, luminaires, and overhead suspended signs, when the use of such devices or attachments does not Interfere with the use for which the facility was constructed. The Department shall bear the cost of attachment and maintenance of such traffic control devices, Including the reasonable cost of any extra construction beyond normal; such extra cost to be determined jointty by the Department and the Utility of this document. it Is not to be construed that the Department is to share In the normal cost of Installation, operation, or maintenance of any of the facilities installed under this document. 12. No assignment or transfer of this franchise In any manner whatsoever shall be valid no vest any rights hereby granted until the Department consents thereto and the assignee accepts all temms of this franchise. Attempting to assign this franchise without Department consent shall be cause for cancellation as herein provided. 13, No excavation shall be made or obstacle placed within the limits of the State highway in such a manner as to interfere with the travel over said road unless authorized by the Department. 14, If the work done under this document interferes in any way with the drainage of the State highway, the Utility shall wholly and at its own expense make such provisions as the Department may direct to take care of said drainage. 15, On completion of this work, all rubbish and debris shall be Immediately removed and the roadway and roadside shall be left neat and presentable and satisfactory to the Department. 16. All of the work shall be done to the satisfaction of the Department, and all costs incurred by the Department shall be reimbursed by the Utility. 17. The Utility pledges that performance of routine cutting and trimming work will be accomplished in such a manner that the roadside appearance will not be disfigured. When major work Is involved or damage to roadside appearance may become significant, the Utility shall secure the approval of the Department in advance of the work. 18. The Utility hereby certifies that the facilities described in this document are In compliance with the Control Zone Guidelines. DOT Form Z.14-c0e EF Washington State Department of Transportation Permit/Franchise No. 17391 Applicable provisions are denoted by Special Provisions for Permits and Franchises 2 1. No work provided for herein shall be performed until the Utility is authorized by the following Department representative: Northwest Region Utilities Engineer 1 5700 Dayton Avenue North, MS 113 PO Box 330310 Seattle, WA 98133 -9710 For preconstruction conference call: Mike Katzer, Bellevue (425) 822 -4161 2 2. A copy of the permit or franchise must be on the job site, and protected from the elements, at all times during any of the construction authorized by said permit/franchise. • 3. In the event any milepost, right of way marker, fence or guard rail is located within the limits of this project and will be disturbed during construction, these items will be carefully removed prior to construction and reset or replaced at the conclusion of construction to the satisfaction of the Department. All signs and traffic control devices must be maintained in operation during construction. • 4. Prior to construction, the Utility shall contact the Department's representative (listed under Special Provision Number 1) to ascertain the location of survey control monuments within the project limits. In the event any monuments will be altered, damaged or destroyed by the project, appropriate action will be taken by the Department, prior to construction, to reference or reset the monuments. Any monuments altered, damaged or destroyed by the Utility's operation will be reset or replaced by the Department at the sole expense of the Utility. ® 5. During the construction and /or maintenance of this facility, the Utility shall comply with the Manual on Uniform Traffic Control Devices for Streets and Highways (Federal Highway Administration) and Washington modifications thereto. If determined necessary by the Department, the Utility shall submit a signing and traffic control plan to the Department's representative for approval prior to construction or maintenance operations. No lane closures shall be allowed except as approved by the Department representative. Approvals may cause revision of special provisions, including hours of operation. • 6. Any changes or modifications to the approved franchise /permit shall be subject to prior review and approval by the Department. The Utility shall notify the Department's representative upon completion of the work under this permit/franchise so that a final inspection can be made and shall immediately furnish to the Regional Utilities Engineer a revised franchise or permit plan of the final location or relocation of its facilities if the original permit/franchi:. plans have been revised during the course of construction. 12 7. Prior to the beginning of construction, a preconstruction conference shall be held at which the Department and the Utility and utility's engineer, contractor, and inspector shall be present. 21 8. Should the Utility choose to perform the work outlined herein with other than its own forces, a representative of the Utility shall be present at all times unless otherwise agreed to by the Department representative. All contact between the Department and the Utility's contractor shall be through the representative of the Utility. Where the Utility chooses to perform the work with its own forces, it may elect to appoint one of its own employees engaged in the construction as its representative. Failure to comply with this provision shall be grounds for restricting any further work by the Utility within the State right of way until said requirement is met. The Utility, at its own expense, shall adequately police and supervise all work on the above described project by itself, its contractor, subcontractor, agent, and others, so as not to endanger or injure any person or property. ❑ 9. The Utility agrees to schedule the work herein referred to and perform said work in such a manner as not to delay the Department's contractor in the performance of his contract. • 10. Work within the right of way shall be restricted to between the hours of 9:00 a.m. and 3:30 p.m. , and no work shall be allowed on the right of way Saturday, Sunday, or holidays, unless authorized by the Department. Any lane closures must be submitted for approval in advance of use. The hours of permitted closure may differ from the above noted hours. 2 11. If determined necessary by the Department, any or all of the excavated material shall be removed and replaced with suitable material as specified by the Department. 2 12. Wherever deemed necessary by the Washington State Department of Labor and Industries and /or the Department for the safety of the workers and the protection of the highway pavement, the sides of the trench (or excavation) shall be adequately supported to reduce the hazard to workers and prevent any damage by cracks, settlement, etc., to the pavement. No other work in the trench or excavation area will be allowed until this requirement is met. 2 13. All trenches, boring or jacking pits, etc. shall be backfilled as soon as possible and not left open during non - working hours unless covered with material of sufficient strength to withstand traffic loads or a method of protection approved by the Department. DOT Form 224 -030 EF Revised 3/98 Page 1 Exhibit "A" Revised 3/98 ® 14. All slopes, slope treatment, top soil, ditches, pipes, etc., disturbed by this operation shall be restored to their original cross section and condition. All open trenches shall be marked by warning signs, barricades, lights and if necessary, flagmen shall be employed for the purpose of protecting the traveling public. Roadside operations may be specified by the Department's representative. ($ 15. Where applicable, markers shall be placed at each right of way line for all crossings and placed every 152.400 meters (500 feet) for longitudinal facilities to include: company name, pipeline or cable identification, telephone number for contact, and the distance from the marker to the facility in meters (feet). Markers shall be placed so as to minimize interference with maintenance operations. Markers shall also be placed at all changes in offset distance from right of way line or centerline of highway. The utility shall install detector tape or cable approximately 300 millimeters (12 inches) above the underground facility. The tape shall conform to the standards of the American Public Works Association Uniform Color Code. • 16. ❑ 17. In the event that construction and maintenance of the highway facility within the proximity of the utility installation becomes necessary during the period which the Utility will occupy a portion of the right of way, it is expressly understood that, upon request from the Department's representative, the Utility will promptly identify and locate by suitable field markings any and all of their underground facilities so that the Department or its contractor can be fully apprised at all times of its precise location. • 18. The shoulders, where disturbed shall be surfaced with crushed surfacing top course 102(4) mm (inch) minimum compacted depth, or as directed by the Department's representative. The surface of the finished shoulder shall slope down from the edge of pavement at the rate of 5% unless otherwise directed. The restored shoulder must not have any strips or sections less than 0.6 meter (2 feet) wide. The restored shoulder shall be surfaced with Class B asphalt or as directed 19. Utility facilities or casings for facilities crossing under roadways surfaced with oil, asphalt concrete pavement or cement concrete pavement shall be accomplished by use of appropriate equipment to jack, bore, or auger the facility through the highway grade with a minimum depth of 1.52 meters (5 feet) minimum along any point from the top of facility to the finished road grade and a minimum of 1.07 meters (3.5 feet) depth from bottom of ditch to top of facility. Casing requirements for facilities are denoted by special provision 20. Any allowable open trench construction will be specifically provided for by special provision No. 21, if denoted. ❑ 20. Facilities to be placed within encasement are specified individually or in whole on the attached exhibits. ❑ 21. Open trench construction will be allowed only at those locations identified on the plan exhibits and /or listed on Exhibit(s) , with restoration to be performed as noted on the attached "Open Cut Detail," Exhibit IR 22. The Utility agrees to be responsible for any construction deficiencies as a result of the roadway installation. ® 23. No routine maintenance of this facility will be allowed within the limited access area. ❑ 24. Maintenance of this facility will not be permitted from the shoulders, through traffic roadways, or ramps of SR this facility will be by access from ❑ 25. Construction of this facility will not be permitted from the shoulders, through traffic roadways, or ramps of SR All construction access will be from ❑ 26. Bond coverage required to ensure proper compliance with all terms and conditions of said permit/franchise will be furnished by a Blanket Surety Bond held by the Department at the Olympia Service Center. ❑ 27. The Utility shall provide to the Department in the amount of $ , a surety bond written by a surety company authorized to do business in the State of Washington or an escrow account with a bank approved by the Department, prior to start of construction, to insure compliance with any and all of the terms and conditions of this permit/franchise. Said bond /account to remain in force for a period ending one year after date of completion o, construction, except the Utility shall be required to maintain said bond /account for a period of two years after completion of construction where the installation of the utility facility disturbs the traveled lanes or usable shoulders. ❑ 28. The utility agrees to underground the aboveground facilities covered by this franchise in Scenic Classes "A" and "B ", as defined on attached Exhibit(s) either at the time of major reconstruction of the facility, for that portion of facility to be reconstructed, or prior to expiration of this franchise. ❑ 29. The Utility agrees to underground the aboveground facilities covered by this franchise in Scenic Classes A. "AX ", "B ", and /or "BX ", as defined on attached Exhibit(s) , at the time the pole owner undergrounds its facility. The existing aboveground facility may remain or be relocated as aboveground in Scenic Classes "AX" or "BX ", if acceptable to the Department. ❑ 30. The Utility agrees to underground or relocate aboveground the existing aboveground facilities in Scenic Classes "AX" and "BX ", as defined on attached Exhibit(s) , to a location acceptable to the Department either at the time of major reconstruction of the line, for the portion of line to be reconstructed, or prior to the expiration of this franchise. The existing aboveground facilities may remain in their present location if acceptable to the Department. ❑ 31. Neutral conductors associated with circuits of 0 to 22 Kilovolts where the neutral is considered to be 0 - 750 Volts may have a vertical clearance the same as guys and messengers, provided the facility is grounded at each pole at each end of the crossing. The responsibility of the Utility for proper performance, safe conduct, and adequate policing and supervision of the project shall not be lessened or otherwise affected by Department approval of plans, specifications, or work or by the presence at the work site of Department representatives, or by compliance by the Utility with any requests or recommendations made by such representatives. ($ 33. All material and workmanship shall conform to the Washington State Department of Transportation Standard Specifications for Road, Bridge and Municipal Construction, current edition, and amendments thereto, and may be subject to inspection by the Department. ❑ 34. Any existing Location I and Location II utility objects will be corrected in accordance with the Control Zone Guidelines. and all service to 51 32. ❑ 35. General provision number 18 is hereby superseded and replaced by the following special provision: Any existing Location I and Location II utility objects will be corrected in accordance with the Control Zone Guidelines. ig 36. The Utility is responsible for compliance with all federal, state, and local laws pertaining to the discharge received by the Department under this permit/franchise. DOT Form 224 -030 EF . Revised 3/98 Page 2 Exhibit "A" SPECIAL PROVISIONS FOR PERMTI'S AND FRANCHISES x37. Construction of the retention/detention system, flow restrictor and pollution control device shall be part of the initial construction of this system. x38. Construction of this facility will not be permitted from the through traffic roadways, shoulders or ramps of SR 5. All access during construction shall be from outside the State right of way. x39. The Utility shall be required to maintain traffic at all times, no lanes or ramps shall be allowed closed without written State approval and a State approved traffic control plan. Permit/Franchlse No. 17391 Distance and Direction (From nearest reference MP) 400' South • Remarks Including Pertinent Topography Info. (Turnouts, Road Approaches, Intersections, Cut, FUI, Culvert, Guardrail, etc.) Xing Technique, Control Zone Obj., Enter -Leave RAN Facility Detail RAN Width L • CC Applicant Reference (WO) Number Reference MP SR5 MP154.68 C W Description Item to be Installed / Constructed I Drainage Connection a w I I 'ate pro' long of ow is n1 Field Contact Phone N Amber 206 - 241 -6241 a c ei c] Offset Distance 6 Access Control Depth/ Height • • Applicant Field Contact Person Dan R. Hanson From Pavement Edge c od IL cu U. Highway Scenic Class cm Jcc X I- _A a o a` State Route SR5 ec u. w u . cc 0 O STRIP ORAIN SEE 011.3 5HT C -7 /NO CCNCRCtC WNW -- INV. (12•) - 62.35. OSOIARCC INTO SPLASNPAO. I0' 10' .1.0' DEPTH OF 4 -8' QUARRY SPALLS. 03 /3, (TYPE 1 - 72'.) WTTN 5000, 24'4. LOCKING 110 ANO Flow RE5TR7057ON OENCE. (SEE OETA0. /e, SHEET 06) RIM- 74.63 EMERGENCY O.F. ELEV.- 6442 INV.)1 4) - 71.50 INV.(11• 4) - 71.00 INV.(.4' IN 1. t7' Our NE)- 62.42 711.1 12' N -12 S- 0.0631 SEE SECTION C -0, SHT C0. 131.F 12' 0.I.P. S- 0.0050 1271! CF 810- FILTRATION SCALE. S- 0,0106. SEE DETAIL /5. SHEET C7. C L_ 1 810- FILTRATION S'NALE TI TO E%ISTIN0 PONT OF 51 raf SEE 74.5.0.0.1. PERUST 11 CB /2. (TYPE 1) w/ f' 701 0,4W_u44 FENCE-∎: SOUO, LOCKING 110, RIM- 79.90 WV.(71' w. 0) - 76.90 uQ0luut00E1E 64! 12' N -12 S. 0.1375 C8 11. (TYPE 1) RDA- 69.32 WV.(11' 44) - 66.32 441! 12' 74-12 5- 0.0050 36'4 CAP ACCESS RISER 50110, 24'1. LOCXO4C UC R14- 73.6] ' (SEE OETAK. 17, SHEET E 08 /4, (TYPE f - 54'4) 5000, 24'1, 1000710 UC RIM- 73.42 INV.(.2' ..C) - 66.10 INV.(34' 4) - 62.42 SEE OET33L /S, SHEET C 907' OF 78'4 CAP (NON 0E1ENn014 TANK. 5■ 0.0000. SEE OETA0. , 30011 OF CONCRETE RETAINING WALL NO POR 15 ALL07E0 WHIN SEWS / '8 D SEE SECnoN 0 -0, SMT C7 EXISTING STEPS TO BE REBUILT. APPLICANT ALSO 09845 THIS PROPERTY 30.0' MERE CONCRETE DRIVEWAY ENTRANCE. PER TUKWILA OIL RS -9 AOJUST WATER VALVE TO GRADE Y24N. SC7E 82744.E mu •94.2I EN0 NEW 6.0' M10E CONCRETE u,� SIOEWAUC. IIAtO4 EXISTING. 'No p 4 ��� 12 47: 4: )<<:�•' STRIP GRAIN 'i. A`s\ dy � -�1 2 76.00 r'' 1: r• \ t.o 711 ; �. ..i. :`: ' r,, - - D\ BUILDING \ er �(� ��1 i \ I...TIC( Al4 ay • ' . • O \ FF -910 LIMITS ORCPAR1tM �'� �Li C ,1'' .4•P3� ).. t� \\ \ BENEATI4.41 ILOINC yea rtE s�l.}\WC �e P.4 s 1 1e e • .•('ya�l_ 'Qel �� .\ \\, �4' 88•x4 �C I•:- ,`` N. \ \ \\ \ \ \ '..o f ' 1af \ \ \ 4.3 \ 775 4' F00TII4C 0114144 ANO 6 AROUND BUILDING. (TYPIE SEE SECTION B -8. SNEE' 44LF OF CONCRETE RETAINING WALL 3' S8i.1207 SE.70 (00040727 PER 4772 0807170 30.0' 'WOE CONCRETE DRIVEWAY ENTRANCE. \PER 'UKWILA 011. R5 -9 BEGIN NEW 6.0' %IDE CO SIOEwALK. 1714204 EX1Sn7 • )� -•P • .O 0CdV4 ANO ..CAP /516 ySdt•4..(. 1_ '. J - yy,, CL a A CUt 171 (I © 1. -12 4 .r4.' Sul 5C4(R 14'..43.4 4'8.•14 18 42.7. 1. 2•' El 4.72 44 738' S) 4.78.77 70' M) 1' TIT 5. SEE SECTION 1 52nd Avenue So th ) ) , P . % // •' 4. I - - • 0415117442 POWER POLE TO BE REUOVEO ANO EX151T1740 OVERNEAO POWER /CODUUNICION TEtEN.0.4 w'^"at SEANCES SHALL..af_B,ACEE NOEgCROIN° PER CITY OF TUKWILA UNOERCROUNOINC C4tc. 6.58.4 w/ Le ORDINANCE. 1474•87 42 E -33.2 ((El f2OI.0 2 (0.1312 I/'CCNC -; 4.44.12 8 C014 .4.33.22 6'0074 724 SAWCUT 1.0' BAC% FROM EXISTING EDGE Of PAVEUENT TO PROMOE A CLEAN. SIR/ACME UATCN LINE FOR NEW A.C. PAVEMENT INSTALL APPROX, 175LF OF NEW CONC. CURB ANO CUTTER EXISTING 6' FENCE 4r ( MATCH NEW CURS ANO GUTTER TO EXISTING.) SECTION F -F SECTION E-E 5033.0:10' VERT -10 HOAR. SCALE:I0' VERT -10 NORIZ. EXISTING POWER VAULT TO REMAIN. ADJUST TOP CF VAULT 110 TO BE FLUSH %ITN PROPOSED SIOEWAU(. REMOVE APPROX. 501! OF EX. CURB /CUTTER 75AN. •8 00 \1300 CC 782. 7950 1 4 SS (( 5) 17C:7472 .33 (24 4 1N� P I \:.---CA1482704 08574 .79 53 4.77.13 (6'Ces.0 4) 4.75.4) (E17CCNC N 70.7466 stC.IC 5 4.77.73 Ir C.V.: 4.70.97 31 0074 E) • L OFF -SITE DITCH PROFILE SCALE: 10' 4.041 -20 NORIZ. PACIFIC ENGINEERING DE 1277! Cr 010- F:LTRADCNN SWALE. 5- 0.0106. SEE OETAIL /5. SHEET Cl. C '2l BIG- FILTRATION S'WALE TO O4SCNARCE c TO EXISTING PANT OF STORM RELEASE. PIPE SEE W.S.O.O.T. PERMIT /12391 49.5 I\ .I 0 • •72� 70 II C . • • 1:t rt� ?INC V A I -Lay ,: .'. ;f /.77,i \4c ..t 6i CB /1. (TYPE I) RBA- 69.32 WV.(i5' 54) - 66,32 447.f 12' N -12 5- 0.0030 36'4 WP ACCESS RISER W/ SOU°. 24.0. LOCKING 5.10. RNA- 73.05 (SEE DETAIL (7. SHEET C6) B CB /4. (TYPE 6 - 54'4) 66TH 50.10. 24'4. LOOONC 1.10. RIM. 73.42 111V.(12'4.O- 66.10 INV,(39. 4.)- 62.42 SEE OETML (5, SHEET C7. RCAF O4' 76'4 04P (NCH- GALVANIZED) OETENnON TANK. 5• 0.0000. SEE DETAIL. /6, SHEET CD. 30011 01 CONCRETE RETAINING WALL HO PORTION Or WALL IS ALLOWED %THIN SEWER EASEMENT 4' FOOTING DRAM A140 6. 7102115144E AROUND BUILDING. (TYPICAL) SEE SECTION B -0. SHEET C6 •4LF OF CONCRETE RETAINING WALL r SA7.7AR! SC.Ea GSU.CN7 PER Afro 3667170 Tl I ..--- 30.0' 660E CONCRETE DRIVEWAY ENTRANCE. •PER TUKV,1LA 011.. RS -9 BEO44 NEW 6.0' 4410E CCNC. SIOEWAL7(. MATCH E7251170. 67• ANO .w 14426 ER VAULT TO 1ST TCP Cr BE FLUSH ED SIDEWALK. REMOVE APPROX. 30F CF EX. CURB /CURER 1 SAN. SC•CN 1MNNL,LC 144.7926 1 )) It•i427 (7.1.) ' 1 CA40, OASw Few • 19 S3 IC *7743 ((6' ^MC 44) tC.15.41 (I TCUC .. (.7446 ((( ITCO'C 53 (•77.7) I "CJ•.,: (.79.93 6rCC$.: C) • Southcenter Blvd OFF -SITE DITCH PROFILE SCALE: 10' VERT -20 HORIZ. 37 GRAPHIC SCALE (arUT) l Iw • - ZO M1 LEGEND 111O1111O•O111B PROPERTY UNE CASTING CONTOUR 11N15NE0 cGUO0 FINISHED SPOT ELEVATION E03511NC WATER MAIN NEW WATER UNE W/ METER EXJSn7c SANITARY SEWER UNE NEW SANITARY SOE SEANCE NEw STORM PIPE W/ CATO4OASIN RCCXERY RETAINING WAIL W/HEIOIT E2511NG TREE TO BE SAVED FLOW 01RECn0f4 ARROW w/ SLOPE 0104TL1RATI044 SWALE (71511140 A.C. PAVEMENT NE'N A.C. PAVEMENT NEW CONCRETE BUILDING 14EW CONCRETE 510EWAL1( BUILDING ACCESS POINTS NOTE: 1. COICPETE RETAINING WALLS OVER 4.0 W HEI041 REWIRE A SEPARATE PERMIT. DESIGN 137 OTHERS 2. MAXIUUU ROCKERY HEIGHT SHALL BE FWR (4) TEST. 3. ANY BROKEN SECTIONS CF EXISTING CURB ANO CUTTER TO BE REPLACED 144n4 NEW, AS DIRECTED BY THE unury INSPECTOR. 4. EARTHWMX: CUT: 2002 C.Y. FILL: 3325 C.Y. STRIPPING: 920 C.Y. SC7LS ENGINEER: CE7TECN CONSULTING INC. 13236 NE 201)1 ST.. SUITE 16 BE'1£WE WA 96005 REPORT DATE: REPORT NUMBER ENONEER: AUGUST 10. 1993 )4 95267 MARL MCCWNIS RECEIVED CITY OF TUKWILA MAY 0 6 1999 PERMIT CENTER EXHIBIT "C" PAGE 1 PERMIT 17391 cr U 95 -64 PROJECT 440. M0K ORA V474 BY 08 -26 -98 ISSUE GATE 03 -26 -99 5.1(07 74(4454074 SEATTLE, WA • 9818E PHONE: (206) 431 -7970 FAX: 431 -7975 30 ANDOVER PARK EAST, SUITE 300 LACIFIC ENGINEERING DESIGN INC CIVIL ENGINEERING AND 1 PLANNING CONSULTANTS CCNSTRUCT)QN SEQUENCE THE CENERAUZEO SEQUENCE FOR THE CONSTRUCTION LIFE of THE PROJECT IS AS FOLLOWS: 1. SCHEDULE ANO ATTENO PRECONSTRUCTION coe+rtma 6I191 OFTIOALS OF KING COUNTY, arr of TUK•MLA. FRANCMSED uTlUTE5. LE, TELFPMONE POWUt, CAS, CABLE TV. CONTRACTOR ANO OWNER'S REPRESENTATIVE. 2. FIAC THE UUITS OF CLLARWG ANO/CAI WONK AREA. 3. INSTALL ROCKED CONSTRUCTION ENTRANCE ANO PERIMETER SILT MONO. 4. PROVIDE INTERIM CATCH BASIN PROTECTION FOR ALL OOSTNC ORMNACE STRUCTURES ON -SITE ANO ADJACENT TO WORK AREA. 5. CLEAR AND GRUB SEDIMENT PONDS AREA. 6. CONSTRUCT SEDIMENT POND INCLUDING EMERGENCY SPILLWAY. STAND PIPE ANO BEAM. 7. CONSTRUCT INTERCEPTOR SWALES TO ORECT RUNOFF TO SEDIMENT PONDS B. GRADE SITE PER APPROVED GRADING PLAN. PROMOE AOOITIONAI. INTERCEPTOR SWALES TO OIRECT SITE RuNCFF TO SEDIMENT PCNO. RENEW PERIMETER EROSION CONTRC. ANO A00 A001TIONAL PROTECTION AS REWIRED. 9. INSTALL 72'• WP 10. INSTALL SANITARY 510E SEWER STUBS. • 11. INSTALL STORM ORAINACE SYSTEM INCLUOING 00WNSP0UT, ROOFING AND ROCKERY ORAIM5. 12. INSTALL WATER SYSTA4 INCLUOING 5114135 FOR WATER METERS ANO FRC PROTECTION UNES. 13. MAINTAIN EROSION CONTROL ELEMENTS. INSPECT ALL SILT FENCES WEEKLY. 14. CONSTRUCT BUILDING FOUNOA 1c64 ANO RETAINING WALLS. 15. FINE GRADE ROADWAYS FOR CURB, CUTTER AND SIOEWALKS. 16. INSTAL. CURB AND GUTTER. COMPLETE ROADWAYS 17. PAVE R0A0WAYS INSTALL SOCWALKS. l6. INSTALL BIOSWALE UP TO 50116042 POND. 19. REMOVE THE TEMPORARY EA0510N/SEDHJOIT POND ANO DIVERT FLOW FROM V- OITCHE5 TO 72•• WP TANK 20. CO4JPI•ETE INSTALLATION OF BIOSWALE. 21. CLEAN ALL STORM ORAINACE SYSTEMS DO NOT PUSH INTO COSTING DOWNSTREAM SYSTEM. 22. CLEAN ANO TEST ALL SANITARY SEWER. WATER AND STORM ORAYNACE LINES. 00 NOT FLUSH INTO EXISTING UTILITY uNES 23. SEPARATE MOUTON PERMIT REWIRED FOR REMOVING THE E55TING MOUE ANO GARAGE. APPLICANT SHALL CCNTACT THE arr CF 2UK•AlA PERM12 CENTER (206) 431 -3670 TO 08TA■ 0Eu0UTON PERMIT. APPLICANT SHALL CONTACT VAL WE SEWER WSTRICT AT (206) 242 -3236 FOR SEWER CAPPINC AN0 WO 1125 AY(206) 242 -9547 FOR WATER CAPPING ASSOCIATED 1MTH DEMOUTON. EXISTING TREES TO BE SAVED (TYP). BASIS OF BEARING NORTH UNE OF BR00KVALE CAROEN 511062 PLAT Ho. 7912050555 IE 546'13'07.0 BENCHMARK DATUM CITY OF TuWWILA BENC?IUARK 5'N BOLT ON UC)IT STANOARO O NW CORNER OF RItERSECTION of 52nD & SOUTHCENTER BLVD ELEV-7287 FEET (memo DATUM) 290LF 542 FENCE (TM) 2004! V -OITCM (TYP.) 5.0.01 uw. TOP OF 6E64- 67.5 TOP OF RISER- 65.5 OITLE 'ON 0441 -1164 40 '!":1-a• 4vdyf ..� , \ `\..... • \ • \ ',!''� CI •' Se)Jo* `. J; \ \\ • \ p rr \\tom -' - t1- O\ \ \ \ .... {OV) \ r \ \ 90-rr>• --. \e \ s • "� ROOF 01E64\04N () . �., \\ \ \ / e`\ `'+ u' M \ \ 0 5Q 0.C. \ \e, \ PROR0SE0 OETE NTON TA/ii- .1... \ \ ! \lf,w., \ \ \ \ \ \\ # \F \ \ BULL' DING \ 1 eA \ ��I \ °0 Oo EO10VE 0%15 ��!! ,(� _ ,\ If ..A[ :7 \ 1140 CARACE ��.( e f .f i.`�AJf'W.0 7f y �'}Cy. 0 \ \ • I . \\ \\ \ \ \ \S \\.'. \ \ • l \ \ \ . ro \ \\ \ \ `,\\\\, \ \ \ \ �\ . e \ \ \ \® \ \\ ., E\ CA GOUGE 11 TEMPORARY CONTRACTION ENTRANCE 11 - -1- f' - \) ®". \.., s625'.. \ \ . N 0 N \01•30'54• ( \ P 5164. 50.04 uwwOLE Riu.94 14( '0474 94 ((24' 0)) 10•1464 (44' 5 0.76.14 10' N1) ELEN.0 .0 44446401.0 � / INCH an-.4 64/ u0 // 1116•67.17 544542 ItcG4c 5 :;•6362 (ltcSNC N 4 ••.4.17 t5'Co#c a1 d•e527 (6'CONC NE) PACIFIC ENGINEERING DE TARING )CIKVALE GARDEN 112050555 DATUM ;NCNUARK - STANOARO 0 NW CONS SZna & SCUTNCENTER BLVD ETRO DARN) E (TYP.) TOP OF BERN- 67.5 TOP OF FUSER. 65.5 •37 0' .CH C)'. M -UNA r0 't 0011E7 IE -61.z5 CRAPHIC SCALE ( I11 Pt ) '1 Ineh . 00 fl go 'T3 // 4T i /▪ �• i� /▪ ice .. IS'O7• s, ei SOS .� rw cc.. '(IC uONUU(P1 i \ \\ \\ ' \ o tY 7 \ \ \\ \ \\ \ \\ `N \\ \\ \ . • 4 7140 i0CN TPC 46Lf %2 PVC 5.0.005 ESSER:dNCY 04ERlLOW SPILLWAY TELJPORARY EROSION CONTROL/Q-1) POND PER TONG COUNTY SrAN0AR0i u' r]\ \ \ \ er 12' RISER PIPE 0 ROCK (NECK 0AN (ry .)e "a ra `\ a Sq O.C. \\ \� \ \\ \\ \ °\ Y� .. -.. \ 6UIL.OIPiG \ \er SC/40%,E t 5171 C, &OUSE` 1.d \';... ANO`CARACE & 774 Ir 0... \\ \ \ \\ \� \0° \\ \ \\ \\ \\ \\ \ (1 NCUSE N \0170'51* C r 12CLF v -OITO3 .0 (1YP.)e 5.01 MIN. CRA07NC UuIT (TYP.) 205L1' SLT FENCE (TYP.)e 3' Sw.6A7r S2M(0 CASCuCKf PC0 AWN 30017S ▪ Jr 780 0(2.41 ANO •CAP 5376 a \ c 3 ;,+ - - - C'•,0S \ t I t1 1 1 52nd Avenue youth 1 F E. 7• ST S 5 S+N. 23 25 (2•• S 444. t •01.20 tie )N I. I 4 s• 'CLCPI.CN( u+NWLC 71704 315.7 A /uo Rtu•07..2 eq.) l! 1rCcPc 5 1 03 iZ (lF'C..7.L' N •.7.77 3,Q'.c P7 x•6322 I(rCONC PEI C+I•N 6ASIN R.u.7. S31 t•73 23 t((� 08C "0) ¢.3+.71 (12'CCNC Sj t(.7773 (( {(l( I+'CCo.0 IE.7103 O 'A1 !CONC C) N CITY OF TUKWILA IiAY 0 6 1999 PERMIT CENTER ]EXHIBIT "C" PAGE 2 PERMIT' 17391 ([+4t 1..r .• 7047 ( 0 fn 3 1 ]Y F 0 0 J 3 0 CO WZ 0 CO LL u. w8 CO ozzm F�6 0 3 0 284 .41 Q 0 IL 95 -64 PRO.n(CT n0. M0K ORAWN BY 08 -26 -98 t5SVC CAT( 04 -12 -99 SNCET RC71S70N PHONE: (206) 431 -7970 fAX: 431 -7975 SUTTIE, wA setae 8 W N cc 0 z 0 'ACIFIC ENGINEERING DESIGN INC CIVIL ENGINEERING AND 1 PLANNING CONSULTANTS NOTES 1. 2. 1 4. TEMPORARY EROSION CXXITROL MEASURES SHALL BE INPLE11OITE0 AS THE FIRST ORDER OF BUSINESS TO PREVENT SEDIUENTATION OFF -ATE OR R/TO COSTING STORM ORNNACE FACQUTIES. THE S1TE SHALL HAVE PERUANEHT EROSION CONTROL MEASURES IN PLACE AS SOON AS POSSIBLE AFTER FINAL GRADING HAS BEEN COMPLETED ANO PRIOR TO THE FINAL INSPECTION ALL CONSTRUCTION ACTINTY ASSOCIATED MTH MIS OEMOUTIOH SHML RC VuITFO TO WITHIN 100. OF THE BTIROIHG EXTFRIOR- SE'NER ANO WATER UTIUnES SHALL BE PLUGGED AT THE YAWS IF THEY ARE TO 8E ABANOOHED. IF THEY WU. BE USED ACMN IN THE NEAR FUTURE FOR A NEW BUILDING. THEY SHAD. BE CAPPED AT THE PRCPERTY UNE ANO AT THE WATER METER RESPECTIVELY. BASIS OF BEARING NORM UNE CC BROOKVALE CARDEN SHORT PLAT No. 7912050333 If SW.3.1•071 BENCHMARK DATUM CITY Of TUK'MLA BENCHUARK SW BOLT ON UGHF STANDARD O Nw CORNER OF INTERSECTION Of 52nd & SOUMCENIER 8L O ELEV -7207 FEET (METRO OATUU) EXISTING TREES TO BE SAVED (TIP). rNO CM4RRC / 4CNUUCNI J.. / ✓ eti I g1 29CLF SILT FENCE (TYP.) •• r�nnfC GRAPHIC SCALE (w rrrr ) 1 14640 - 70 IL x r, 6• MIDI Cww.UNK rG Try CONCRETE 0O.IUUD11 It A+( V. met WAITS OF DISTURBANCE REUOVE EiOSTIN ANO GARAGE �•�-- (J.IUITS OF DISTURBANCE AHD GARAGE SAM. SCAOI 1144.94.22 Ch CONSTRUCTION ENTRANCE. UTILIZE EXBSTINC GRAVEL PARKWC AREA. .Tao' MAXIMUM r 'NO rAAKWC \ 710.711\ \-•�- rI 0130'2.6' E 14:14' _;T:r is iv `C�: r p44: •CC • I ••:' ^: 1•• — ..�.4'.•.•s 14: 'r.ry ^7 A.. F "•.•tVe,- hv2YU`4 �;y� ^N4"v tY P �•.•v1gi •- v ff 1 : ,. r` %s'.r.7-•.,tirt.c, ti: •. _ �...: =`• Vii:. .. ��';,.�; _v :I'• =' ^- !+ __{{a.l. :' 1;r =_t'__. : �'�,.- �Y'� 'X� '•♦ � j ( 1•.• :.L —. ifI'�.':: y,�. },$.:,,i•.t"1 s'.h' Tr'fir •1� '. il.i�w^. ✓_�.� C�; ..' 01.,.. .• ^': is )) 1� .. 11.x•: : /J•�'11 1 -1 V:74 1�. I :� .s� iti 3t. .I• ;�A� -.r A.•n, .r . T� i•..,��. ". ;,did"• ,: .r.• .F e1_r:t..:.)r. _ ^,2,:4.• �•:::::.. .;_ .Cs,i :52nd AVenue Sovttl: iu-5i c cy�� F,s� `i ag1 ;.t!. Y�: , N. :A ^ 1 ,, •..: t r. - �.;,.. T.; ..�..y. r� 'S•,: _1�z If: jI ��l.. . •. ;i:• - q' :...1i.:,: ..:.w ,• '.j' 1;, :rr" ; \'.�•'..E +: m • fr.; i'-:. J .- __ .,. yF•.:ry;�., <.2 .: %iii;..:.. .: z::::'�•+. � .'!:i'.�.�fi •a..- r.:.�.,= 't . n'. .'�i�i...:: I_ • / � �:':` •.,'�' z... r'{' . �:•.::'1�'_• .�.r.. ,l:'.?�11rr"�s : _. • t•'��,.1 � �d ...:a :dL•:!' �_ �.eA �•r L . , w :'. :i'.�:�- �'sf(` �'^.. r'�,•.';�'.y'." vS.l�te'.err_ : . 1 :[.'1 6 A i E„a uA>,•OLE r •• / .6 K•74.14 174" E) ICU ►MONO WNiKA1J / 8476.14 24• S 446•N 10" NI GICH BASS W/ UO- 04•27.42 4.6142 IIYCONC 2 ) 44.1 di Ij':.NC N 4.64 12 6 CONC M 4.62.22 (CONC N() ENGINEERING DE :NCE (TYP.) /;: GRAPHIC SCALE ( IN MET ) 1 Info - 20 IL • ,A.0) S I OYYOt��= = ^ x � t ...{E4 h00 NON PPE LA�) f f .ry' 6• Not Cww -UM4 its r o CCNCRttc 2061! SILT PENCE (TV.) REMOVE ESOSTIN AND CARACE F- (1Ju12S OF DISTURBANCE AA O GARAGE Sanr 1 :Ui� EASEoc.r _.y4R•Xw 5. T. 1':1 RECEIVED CITY OF TUKWIIA MAY 0.6 1999 PERMIT CENTER m r :4 - ..... .=4..i ..• •" , - t• • �— v.L. 1wj.S4i v .� - vi 4�, w AJ, C': •�i i I • fu -?757; i "14 c Js� f • �T•: ?' x•15 ?� ~'�i:� ��i :�'•..�`:t .,(•51.:6•.(34 • tf . -.l . ..:4, ..t •••l. bi °_ .`.�.�'Y. is- ri,:,i:' •C.• .C�:• p.C. •t�.ki.:n.iiv'1.).� c• 64'i_ .` `;J_'• 2. t •.. J.. - .• :'r. •)t' 52nd A•• venueSout l'•: tA�*5 =Gr.• .r: ,; kI:i . Y—•:.y?-- y ,,� <j�_t.Y:/.. � ,;t+3:�r.'•cti1Sj;..�. . -.:r�Yt •? `.•v;�� r ?- t ;:s: . ., I _ �_ 1 . ;. 'i^iV4• }..� �:: }�,�_ _ :.�ry[:7:r� }:•',::;_i\ :; _ s: r.!� .1..• „��S_.� ...�`j{� C 7 _ ., iy.C•✓ V :•� 'I'• r'r. 1i1y.r.i .J �.S ':r:, • ✓E.•, .. :107. (� {_ II.�-- � r: "l- . f r• *t....�y I {TT�• +, . w.';•���,� CRS ., .. _�� /•.� rT.�O.t 'v'.' :t- t..� ::r-'i��.•�.- r=.. • �i:�:- -, ti'- _x• 75•.. :,S •L. +L 1�- EITi,i•�.� -r • TClLPw$E 0.t0C4E • u a2 2 0 0 z U 0 a. 0 z 0 0 E 0: J W () Y F 0: W O 0 2. F 0 z 0 5 m I- D 0 W z 1u 0 0 W eft 95 -64 PROJECT NO. D.PN CAIEN 8450N 0/ 00 8l4 .07 42 tE -0312 (I7C00C 5) • 362 11 C�4C N (' •9. I2 �6 CONC .I 4.05.22 8'CONC N() CAIC4 6.49N mu •7553 E.,1.23 !•CC•C I. ,(.15.43 trcc.c III f• -74aa I Taco 5) ,(.;2.23 'rcp..0 :( -26.93 aO'CCO.. 0 EXEIIBIT "C” PAGE 3. PERMIT 17391 04 -12 -99 3MEET REVISION PHONE: (206) 431 -7970 FAX: 431 -7975 30 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 98168 C Q �CIFIC= ENGINEERING DESIGN INC, CIVIL ENGINEERING AND PLANNING CONSULTANTS 44.ucu MLR wSOOt COuu4NTS -0044- 4/01/54 GENERAL NOTES I, A PRE - CONSTRUCTION uEETmIC 'NTH THE Orr OF TUKWMLA INSPECTION PERSONNEL SHALL BC NELO PRIOR TO ME START Of CONSTRUCTIGL ME CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING AU. NECESSARY PERMITS PRIOR TO CONSTRUCTION. 2. ALL SITE wCRK IMPRovEu ENTS SHALL BE CONSTRUCTED IN ACCCRDAtlCE w1M THESE APPROVED PLATS. ANY 0(1 T1CN FROM NESE PLANS MLL REQUIRE PRIOR APPROVAL FRO/ THE OWNER. ENGINEER ANO APPROPRIATE PUBUC AGENCIES. A COPY Or THESE A ?PROvE0 PLANS uuST BE 014 ME JO8 STE 164EVEVER CONSTRUCTION 15 W PROGRESS. 3, ALL wCRK ANO MATERIALS SHALL BE W ACCORDANCE YAM THE LATEST w,S,D.O.T. /A.P.w.A. 5TAN0AR0 SPECFICARONS FOR MUNICIPAL PuBUC WORKS CONSTRUCTION A:10 NE CITY OFF TUKYALA INFRASTRUCTURE AND CONSTRUCTION STANDARD STANDARDS, DATED: 12/02/96. 4. ALL LOCATIONS OF EX15TI10 u1UTES SHOWN HAVE BEEN ESTABLISHED BY FIELD SuRYEY OR 1181AI1100 FROM AVAILABLE RECCROS A110 SHOULD THEREFORE BE CONSIDERED APPROXIUATE ONLY AN0 NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSBIUTY OF THE CONTRACTOR TO IHOEPENDENTLY VERIFY THE ACCURACY OF THE UTILITY LOCATIONS 5HOw5 ANO TO FURTHER DISCOVER AND Avo10 ANY OTHER UTIUTIES NOT SHOWN HEREON NNIC14 MAY BE AFFECTED Br MIS PLAN. BEFORE ANY EXCAVATION, CALL I- 500 -4I4 -5553 FOR FIELD LOCATION OF UTItJTES. 5. THE CONTRACTOR SHALL 4ERIFY ME LOCATIONS. 'MOTHS. THICKNESSES. ANO ELEVATIONS OF ALL EXISTING PAVEUENTS AND STRUCTURES THAT ARE TO INTERFACE 'NTH NEW )405x. PROVIDE ALL TRIUw1411. CUTIINC, SAW CUTTNC. GRACING, LEA -LING. 51.0PINC, COATING. 1410 OTHER WORK, INCLUDING MATERIALS AS NECESSARY, TO CAUSE THE INTERFACE ',ITN EXi5RN0 w0RKS TO BE PROPER, ACCEPTABLE TO THE ENGNEER M10 THE Orr Of KENNEWICK, COUPLET£ W PLACE AND READY TO USE. 6. THE CONTRACTOR SHALL 4EEP EXISTING TRAFFIC LANES CLEAR FOR SAFE PEDESTRIAN/VEIIICIJ AR TRAFFIC FLOW AS REQUIRED By ME CITY OF TU*WiLA PUBLIC woRKS DEPARTUENT, 7. ME CONTRACTOR SHALL BE RESPONSBLE FOR PRONGING 110E0UATE SAFEGUARDS, SAFETY DEVICES. PROTECT1Yf EOUIPUENT, CONFINED SPACE PROTECTION, FLACCE55. ANO ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE. HEALTH, ANO SAFETY OF THE PL18UG. ANO TO PROTECT PROPERTY In CONNECTION 61 Ili ME PERFOAUANCE OF KIRK DEPICTED ON THESE PLANS. 6. EX15TI14C STCR4 ORAINACE ANO SANITARY SY5TE545 SHALL BE KEPT CLEAV AT ALL luES. NO SILT -11000 RU14CFF 15 TO BE DISCHARGED TO THE PUBLIC STCRU 5Y51LU. GRADING AND STORM DRAINAGE NOTES 1. ALL WORK ANO MATERIALS SHUT. 0E 114 ACCORDANCE YAM ME LATEST E0I1011 OF ME APWA/WSOOT 5TA1401150 SPECIFICATIONS FOR ROAD. BRIDLE. ANO MUNICIPAL CONSTRUCTION, OR AS 4C0I11E0 BY Orr OF TUKYALS INFRASTRUCTURE 0E004 AND CONSTRUCTION STANDARDS. DATED DATED: 12/02/96. 2. IT SHALL BE ME 501E RESPONSBIUTY OF THE CONTRACTOR TO OBTAIN STREET u5E ANO ANT O1ER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY. 3. LOCATIONS OF ROADWAYS, BUILOINCS ANO PARKING AREAS SHOWN HEREON ARE APPROPRATE. crow. CONTROLS IMPROVEMENT ANO STRUCTURE LOCATIONS ANO SHALL BE 110.0 SET BY THE SURVEYOR AS RECUIREO. 4. ME FAGUTES SHOWN ON THE APP50600 ER00CN /SEDIUENTATION CONTROL PLANS SHALL BE CONSTRUCTEO/t14PLCUENTEO PRIOR TO ANY CRAOINC OR LINO CLEARING IN ACCORDANCE WITH MAT PLAN. THESE FACIUTIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION ANO LANDSCAPING IS COUPLETED ARO THE POTENTIAL FCR ON -SITE EROSION HAS PASSED. 5. DESIGN GRADES SH0W+4 REPRESENT.ME ENGINEER'S ESTIMATE OF APPROPRATE UINIUU4 EARTHWORK AND OTHER CRADINC /50L CON00ERATIONS. THE CONTRACTOR MAY ALTER THE CRAOES SHOWN TO BETTER ACwEvE NESE RESULTS PROVI000 THAT ANY ALTERATION IS 54461111 TO ME PRICK APPROVAL W WRITINC 81 ME ENCINEER. OWNER, ANO ME APPROPRIATE CITY Cr TUKWILA DEPARIMENI5. 6. ALL EARTHWORK UNDER PAVING TO BE USE0 BY VEHICULAR TRAFFIC SHALL BE COUPACTED TO AT LEAST 95X OF ME uAXJUUU ORY DENSITY AS DEiERw1ED BY ASTU 0 1557. 7. UNLESS OMER'NSE NOTED. ALL SPOT ELEVATIONS SHOWN W PAVED AREAS ARE TOP OF PAYING. & ALL PARKINC, DRIVEWAY ANO LANDSCAPED AREAS SHALL NAVE AT BAST A 1.0z SLOPE TOY4ARO THE NEAREST STORM DRAINAGE WIERCEPTION/ CONVEYANCE 5Y5TEu. PLAN DETAILS OR FIELD u001FlCATIOS SHALL 1401 SUPERSEDE THIS REP/IRO/ENT. 9. EXTRU0E0 CEMENT CONCRETE CURBING, WHERE SPECIFIED, SHALL BE CONSTRUCTED IN ACCORDANCE WITH Orr Cf TUKWNLA STANDARDS AND OETA4L5 OR DETAILS SHO'N14 ON THESE PLANS 10. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL 1144E5 BY SAEEPINC. 6A9HU1C OF THESE STREETS NALL NOT BE ALLOWED w1TH011 56405 01Y OF TUKWILA APPROVAL • 11, ALL SURPLUS OR UNSUITABLE MATERIALS CLEARED CR EXCAVATED ANO 5Eu0vE0 FROM THE SIZE SMALL BE OISPO5E0 OF W AN APPROWD FILL SITE. IT VALL BE ME PERUITTEE'S RESPONSBIUTY TO LOCATE AN ACCEPTABLE DISPOSAL WE AND TO ASSURE THAT ALL SURPLUS MATERIAL 15 PROPERLY DEPOSITED W SAVE A TUKWILA HAUUNC PERUIT I5 REWIRED. 12. ALL PIPE SHALL BE 1110 ON A PROPERLY PREPARED FOUNDATION ACCOROINC TO ME APwA/WSOOT STANDARD SPECIFICATIONS f0R ROAD, BRIOCE. ANO 1451410PAl CONSTRUCTION SECTIONS 7 -02.3. 7 -013, ANO 7 -04,3. MI5 SHALL INCLUDE NECESSARY LEVELING OF ME TRENCH SOTTO/ OR 1110 TOP OF ME FOUNDATION MATERIAL AS WELL AS PLACEMENT An0 COMPACTION OF REOUIRE0 BED01N0 MATERIAL TO UNIFOR4 GRADE 50 THAT THE ENTIRE LENGTH OF ME PIPE WILL BE SUPPORTED ON A UNIFORULY DENSE NCNTELOINC BASE. IF THE NATIVE 14AIERIAL IN THE SOTTO,/ OF ME TRENCH MEETS ME REQUIREMENTS FCR 'GRAVEL BAC(FILL FOR PIPE BEDDING.' THE FIRST LIFT OF PIPE BEDOINC MAY BE CLOTTED, PR010E0 THE MATERIAL IN THE 8070u OF ME TRENCH IS LOOSENED. REG N/3E0 AN0 COL/PAWED TO FORM A DENSE NONTELD1NC 13. ALL PIPE 00001NC FOR 5I00 CULVERT ANC) STOW PIPE (I.E, CONCRETE. STEEL ANO ALUUINU4) SHALL CONFORM TO APWA/Y500T STANDAROS ANO SPECFICATICNS SECTION 9- 03.12(3). ALL OTHER PIPE BE00WC SHALL BE EITHER APIA TYPE -F- FOR FLEx4BLE PIPE (LE PVC, C4P OR ADS). OR APWA TYPE '8" FOR OUCOI.E IRON 14. ALL TRENCH BACfFILL IN AREAS OF FUTURE PAVEMENT OR STRUCTURAL LOADING SHAW. BE COMPACTED TO AT LEAST 95X OF THE MAXIUUU ORY DENSITY AS OETER1INE0 8Y AST1A 0 1557. ALL OTHER AREAS SHALL BE C0545/5 ED TO 90x, 15. ALL 84IILOINC ROOF GRAIN DOWNSPOUTS ANO FOOTING DRAINS SHALL BE DIRECTLY COINECTE0 TO ME MAIN 5TORU ORAII4ACE CONVEYANCE 5TSTE4 THROUGH AN UNOERCROUNO PIPE SYSTEM. ROOF DRAINS ARO FOOTING ORAINS SHALL BE SEPARATE SYSTEMS ANO SHALL BE CONSTRUCTED OF 4' (CA 6' 01AUETER WHERE SHOWAN) RIGID PVC PIPE (NCNPERFORATED FCR ROOF DRAINS. PERFORATED FOR FOOTING GRAINS). SUFFICIENT C1EM40uT5 ANO BENDS SHALL BE INSTALLED SO THAT THE SYSTEM CAN BE EASILY UAINTAINEO. THE SYSTEM 5H0WN HEREON IS SCHEMATIC ONLY. THE ORNNACE /GRADING CONTRACTOR OR LAN05CAPE5 MAY ALTER ME LAYOUT AS REQUIRED TO BETTER GRAIN THE STE. w1TH PRIOR APPROVAL OF THE ENGINEER. THE CONTRACTOR SHALL KEEP A DIUENSIONED RECORD Cr THE LOCATION OF ALL PIPES ANO CLEANOUTS AN0 5UBLNT SAUE TO ME ENGINEER AND OWNER UPON COUPI.E1ON Of ME WORK. 16, THE DETENTION TANK SHALL BE CONSTRUCTED 141TH A NON - GALVANIZED YA1E51AL TEMPORARY EROSION CONTROL NOTES 1. ME EROSION AND SEOIUENTATON CONTROL MEASURES OEPICTED IS I111(NOED TO BE A MINIMUM REQUIREMENT TO MEET ANTICIPATED STE CCNCIRONS. AS CONDITIONS DICTATE. THE CONTRACTOR SHOULD ANTICIPATE THAT 405E EROSION ARO 50011JENTATI011 CONTROL FACTURES •ILL BE NECESSARY TO PREVENT SEOI1E1T FROU LEAVING ME SITE OR ENTERIC THE PUBUC STORM SYSTEM. OURINC ME COURSE OF CONSTRUCTION, TT SHALL BE THE CBUCATICN AND RESPONSIBIUIY OF M£ CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATE() BY HIS ACTIVITIES A140 TO PROVIDE A001TICNAL FACTURES. OVER ANO ABOVE 411111444144 REOUIREuEITS. AS MAY BE NEEDED TO PROTECT ADJACENT PROPERTIES AND WATER CUAUTY. SANITARY SEWER NOTES 1. CONSTRUCTION MATERIALS A10 WORx5ANSHIP SHALL CCNFORU TO THE 11.1KYALA INFRASTRUCTURE OESCN *NO CONSTRUCTION STANDARDS. 2. CONTRACTOR SHALL VERIFY BUILDING STRIKING LOCATIONS ANO DEPTHS OF WATER ANO SEWER SERVICES WITH ARCH4TEC IURAL/PLUUBWC PLANS. 3. ALL 540E 5EwERS SHALL BE 6' OIA /ETEA MINIMUU ANO L410 ON A 1.N14t9UU SLOPE OF 2x SIDE SEWERS SHALL BE PR041000 141714 A C.EAROl1T A140 TEST TEE 4. THE CONTRACTOR SMALL FIELD VERIFY ME 1/VE5T ELEVATION OF ME EXISTING SANITARY SEWER MANHOLE AND 6' MAIN PRIOR TO S0E SEWER CONNECTION. WATER NOTES 1. 2. PROV0E ulnluUU 3' -6' OF COVER OVER WATERU,UN. ALL wAT(R PIPE SHAH BE CLASS 32 0.1. UNLESS NOTED OTHERWISE 3. FIRE SE5'CE ONO DETECTOR 000BLE -CHECK VALVE AS5Eu8LY TO BE WSTAUi0 BY CERTIFIED F15E PREVENTION CONTRACTOR. 4. A SEPARATE uISCEU.L11E1U5 PERUIT FR04 PUBUC WORKS IS REOULREO FOR 00CVA. 5, STATIC PRESSURE IS APPROX4UATELY 155 PS AT ELEVATION 90. WATER DISTRICT NO. 125 STANDARD NOTES 1. APPROYtuATE LOCATIONS OF EXISTING UTIU1ES NAVE BEEN OBTAINED FROU AVAILABLE RECOAOS A140 ARE SHOWN 101 CONVENIENCE. ME CONTRACTOR SMALL BE RESPONSIBLE FOR VERIFICATION Of LOCATION SHOWN AND FOR DISCOVERY CF POSSIBLE ADDITIONAL UIUTIES NOT SHOWN 50 AS TO AVOO DA4ACE OR 01SR 440M45E. ME CONTRACTOR SMALL CONTACT ME UTUTIES 1INDERCRCU40 LOCATOR CENTER (1- 600 -424 -5555) PR10R TO CG•,STRUCOCN, ME OWNER OR 115 REPRESENTATIVE SHALL BE CONTACTED If A UTIUIY CONFLICT EXISTS. 2. CONTRACTOR SHALL NOTIFY DISTRICT ENGNEER A 141NIUU4 OF 46 HOURS IN ADVANCE Of .AIL REQUESTS FOR STAKING, TESTING OR INSECTIDN, 3. CONTRACTOR 15 RESPONSIBLE FOR CONTROL AT ME TILE OF 5 rsKJHC, 4. CONTRACTOR SHALL FURNISH SHOP 0RA'MNCS FOR APPROVAL %MERE RMEQUIRED E ENGn EER'S BY ME DESK*, 0ETAIL SPE551CATIONS ARO FOR VARIATION 51104.1 5. CONTRACTOR SHALL INSTALL EQUIPUENT W ACCORDANCE 1IM MANUFACTURER'S RECODUEIIOATIONS, w0 l25 SPECIFICATIONS, ANO Orr OF TUKWILA STANDARDS. 6. CONTRACTOR SHALL FURNISH ALL 4ATER1ALS 7. ALL 6ATERU,UN PIPE SHALL BE DUCTILE IRON CLASS 52. PUSH -ON JOINT OR uECNANICAL 101NT. CEMENT 111400 (ANSI 521.4), EXTERIOR COATED WITH COAL TAR VARNISH. INSTALLATION TO 8E W ACCORDANCE 601 MANUFACTURER'S RECOuUE110ATIONS. ALL FITTINGS SHALL BE CAST 144044 A.440 SHALL CO1FORU TO APPLICABLE PORTIONS OF ASNI STANOARO A21.10. A21.22. 616.2, 8)0.4 ANO A21.33, W1TH A U0114UU PRESSURE RATING OF 150 PS MID WILL BE CE4ENT UNEO. 5. ALL GATE VALVES TO BE MUELLER, ALL HYDRANTS TO BE MUELLER, (ALL HYDRANTS W CITY OF SEATAC TO BE IOWA.) 9. CUT -NS An0 LIVE TAPS TO BE MADE BY CONTRACTOR. WO /125 SUPERINTENDENT, ENGNEER AN0 ETY OF TUKW4LA INSPECTOR LIU5T BE 44005100 48 HOURS W ADVANCE. 10, CAST IRON UE04A1NICAl JOINT SLEEVE COUPUNCS REOu1RE0. 11. TAPP1N5 SLEEVES SHALL BE MUELLER CAST IRON, .4054 EPDXY COATED STEEL OR RCLIAC SST WIN STAINLESS STEEL FLANGE. 12. CONTRACTOR IS RESPONSIBLE FOR VERIFTNC ALL EXISTING PIPE TYPES ANO SIZES FOR COUPLINGS, CONNECTIONS, CUT -INS, AND UVE TAPS. 13. 3 1/2 -FOOT MINIMUM COVER OVER ALL wATER4AIN PIPES. 14. 0EVELOPER TO P5Y FOR STATE, COUNTY ANO CITY INSPECTION FEES 15. ALL LIVERS LOCATIONS TO BE COORDINATED MTH WATER O15TRICi 140. 115 SUPERINTENDENT. I6. ALL EX:SNIC FIRE HYDRANTS ANO MAINS TO BE OPERATIONAL PRIOR TO Cow /04E 4ENT OF CONSTRUCTOR. 17, NO CHANCES ARE TO BE 4A0E YAMOUT WRITTEN APPROVAL BY ME WO 025 SUPERINTENDENT OR DISTRICT ENGINEER AN0 THE Orr OF TUKWILA PUBUC YIRK5 EN5414EER. 18. REFER TO WD 1125 CONDITIONS ANO 5TAN01150S, ANO TO ME CITY OF TUT...MLA STANOARD.SPEGFICATONS FOR ALL RE4NNINC NOTES NOTES ANO DETAILS. 19, 5604100 0 3/4' WATER SERVLCE +45.1(44. LINE A10 TAP CONNECTIONS FOR EACH 20. YAXIL01 ALLOwA810 OPEN TRENCH SHALL BE 60'. 21. STOCK PILES SHALL BE COVERED DURING ALL PERIOOS OF PER0PITATIDN. 22. 4001FIE0 PROCTOR COUPACTIOH AN0 u5S1URE CONTROL TEST • 511015500 .040 COPES OF TEST REPORTS SUBUITTEO TO ME DISTRICT ENGNEER. ALL COMPACTION UNDER PAYED AND TRAFFIC AREAS SHALL BE 95X 14AXIUU4 OEN57 140015E0 PROCTOR PER ASTM 0 -1557. ALL OTHER AREAS TO BE 90 PROCTOR. 23. ALL VALVES, FIRE HYDRANTS ANO SERVICES TO THE METER STOP TO BE INCI,JDEO AS PART OF ALL PRESSURE AND PURITY TESTS. NO EXCEP110115. 24. TRAFFIC C0141TCl SHALL BE IN ACCORDANCE WLM CITY OF TUKWILA REQUIREMENTS. 25. ALL P150 AND APPURTENANCES TO BE 1E5100 TO WITHIN 10 FEET OF ANY C0,14ECT014 POINTS UNLESS OMER'NSE APPROVED BY ENGINEER. 26. CONCRES THRUST BLOCKING SHALL BE PROVIDED AT ALL BENDS, TEES, VALVES. CR OTHER APPURTENANCES WHERE INTERNAL FORCES REQUIRE RESTRAINT. BLOCKING SHALL BE IN ACCORDANCE WITH 7441ER DISTRICT N0. 125 STANDARDS. . 27, THE TESTINC ANO DISINFECTION OF ME WATER SYSTEM SHALL BE +MES5ED BY WATER DISTRICT NO. 125. PACIFIC ENGINEERING DE: WATER DISTRICT NO. 125 STANDARD NOTES 1. APPROYIUAiE LOCATIONS OF EXISTING URUTIES HAVE BEEN O9:AI44E0 FROM AVAILA9LE RECORDS 4440 M0 5140%4 FOR CONVENIENCE 171E CONTRACTOR SHALL e0 RESPONSIBLE FOR VER141CATION OF LOCATION SNOVM ANO FOR OISCOVERY OF POSSIBLE 4001TIONAl UTIUTIES NOT 5HO4N SO AS TO AVO0 04940E OR CITSTuRBANcE. THE CONTRACTOR SHALL CONTACT ME vnunES UNCERCRCUNO L0CA11044 CENTER (I -600 -424 -5555) PRIOR TO COVSTRUCTIOH, THE OWNER OR NOS REPRESENTATIVE SHALL BE CONTACTED V A usury CONFLICT DUSTS 2. CONTRACTOR SHALL NOTIFY DISTRICT EN0NEER A T4NI000 Cr 48 HOURS IN ADVANCE or All REOUES15 FOR 5TAKIHO, TESTING CR IN S EC 80N. .3. CONTRACTOR 15 RESPONSIBLE FOR CONTROL AT 1140 nuE OF SO4K:NG. 4. CONTRACTOR SHALL FURNISH SH09 ORA'MN05 FOR APPROVAL 1SA1ER0 REOUIREO 811140 0ET41L SPE0F1CATIONS ARO FOR VAR1411044 FROM TINE ENGINEER'S OE54044. 5. CONTRACTOR SHALL INSTALL EOUIP4EN1 IN ACCORDANCE WITH uANu(ACTLRER'S RECOUMEN0AT10N5, 440 /122 SPECIFICATIONS, AND CITY CF TUK14LA 50ANOAROS 6. CONTRACTOR SHALL FURNISH ALL MATERIALS 7. ALL HATERuMN PIPE SHALL BE DUCTILE IRON CLASS 52. PUSH -ON JOHN: OR 14ECHANICAL .10480, CEMENT LINED (44$1 A21.4). EXTER1OR COATED 'NTH COAL TAR VARNISH, 1850ALLATION TO BE IN ACCORDANCE YAM MANUFACTURER'S RECODUEl10AnONS. ALL 41171,405 SHALL BE CAST IRON ANO SHALL CONFORM TO APPUCABLE PORTIONS OF ASN1 STANDARD A21.10, A21.22. 816.2. 816.4 ANO 424.53, %4TH A 141441141414 PRESSURE RATING OF 150 P51 ANO %ALL BE CEMENT LINED. 6. ALL GATE VALVES TO BE 4UELLER. ALL HYDRANTS TO BE MUELLER. (ALL HYDRANTS U4 CITY OF 5EATAC TO BE IOWA.) 9. CUT -445 440 UNE TAPS TO 8( MA00 BY CONTRACTOR. 440 1125 SUPER1NTEN0040. ENGINEER ANO CITY OF NKUILA INSPECTOR MUST BE 60041(0 46 HOURS IN ADVANCE. 10. CAST ZION UCCH4NICAL JOINT SLEEVE COUPUNC5 REQUIRED. 11. TAPPING REEVES S4AU. 80 IUELLER CAST IRON. .40 4 EPDXY COATED STEEL OR ROUAC 550 14171 514/81055 STEEL FIANCE. 12. CONTRACTOR 15 RESPONSIBLE FOR VERIFYING ALL COSTING PIPE TYPES ANO S12ES FOR COUPUHG5. CONNECTIONS, CUT-INS, AND UNE TAPS. 13. 3 1/2 -F000 1414194414 COVER OVER AU. w4TER144IN PIPES 14. DEVELOPER TO PAY FOR STATE. COUNTY ANO CITY INSPECTION FEES 15. ALL LIFTERS LOCATIONS TO BE COORDINATED KITH WATER DISTRICT N0. 125 SUPERINTEJIOENT. 16. ALL Ex:5nN0 4160 HYDRANTS ANC) MAINS TO BE OPERATIONAL. PRIOR TO cODUENUuENr OF CONSTRUCTION. 17. NO CHANCES ARE TO BE 4400 141740410 V,RITTEN APPROVAL 89 1140 710 1125 SUPERINIENOENI OR DISTRICT ENGINEER 440 THE CITY OF TUKVALA PUBUC PCRK5 ENC:NEER. 16. REFER TO 710 1125 004011ON5 ANO STAN04R05. 4.40 TO THE CITY OF TUI:'A4LA STANOARO.SPECIFICAT1ONS FOR ALL REuA4NING NOTES NOTES 4440 DETAILS. 19. PRONOE 3/4' SER`ACE UNE AND TAP CONNECTIONS f0R EACH CRATING WATER METER. 20. MAx114U14 ALLOWABLE OPEN TRENCH SHALL BE 60'. 21. 510CK PILES SHALL BE COVERED DURING ALL PERIODS OF PEROPITATION. 22. 9001(100 PROCTOR COUPACn0N AND UOSIURE CONTROL TEST RE0u1880 AND COPIES OF TEST REPORTS SUBUITTEO TO THE DISTRICT 040400R. ALL COUPACTICN UNOER PAVED ANO TRAFFIC AREAS SHALL BE 955 44214U44 DENSITY 1.4004FED PROCTOR PER ASTM D -4557. ALL OTHER AREAS TO BE 90 PROCTOR • 23. ALL VALVES. FIRE HYDRANTS AND SEANCES TO THE 14ETER STOP TO BE INCI.00EO AS PART OF ALL PRESSURE A140 PURITY TESTS. NO 051.09110445. 24. TRAFFIC CONTROL SHALL 00 IN ACCORDANCE *4174 CITY OF 1UK'MLA RECU1RE9ENTS. 25. ALL PIPE ANO APPURTENANCES TO BE TESTED TO %AM444 10 FEET OF ANY CONNECTION POINTS UNLESS ONER'445E APPROVED BY ENGINEER. 26. CONCRETE THRUST BLOCKING SHALL BE PR090E0 AT ALL BENDS, TEES. VALVES. OR OTHER APPURTENANCES 1M4ERE INTERNAL FORCES REQUIRE RESTRAINT. 81008/410 SHALL BE IN ACCORDANCE P1M PATER 015TRICT NO. 125 5TAN0AR05. . 27. ME TESTING ANO DISINFECTION OF THE WATER SYSTEM SHALL BE 811NE5540 80 HATER OISTRICT N0. 125. RECEIVED CITY OF TUKWILA MAY 0 6 1999 PERMIT CENTER EXEIIBIT "C" PAGE 4 PERMTIY 17391 CIFIC ENGINEERING DESIGN INC. PHONE: (706) 431 -7970 FAX: 431 -7973 PARK EAST, SUITE 300 SEATTLE. WA 98188 0 95 -64 PROJECT NO. MOK DRAWN BY 08 -25 -98 Issu2 04.10 04 -12 -99 s..cer ReV151oN CIVIL ENGINEERING AND PLANNING CONSULTANTS CXTERICR wALL KE ARCH. PI,wS raNOA nCN WALL-SCE STAUCIURAI PLANS 00.MSPa PVC CAP 2'(t) Pa y 11� NOTE : ADS N -12 FLEX -PIPE MAY BE USED w LIEU Of PVC wMEAC dJRtSOK:TIONS ,Allow. F0754E0 GAMIC (PRONOE PO9nYC SLOP( AWAY ►ACM BLDG) 4' ►VC (rim) 6' • 4' TEE INTO TlQlfJNE PVC TCNTUNE (508 35 UNDER PAVEY(NT). , • -il CONNECT TO PERMANENT °RNNAGE STRUCTURE OR OATUCMT PER CRAOING ANO DRANACE PLAN 2•(t)J `_2 "(t) 4' PERT PVC roonNC ORAN (CCNt4ECT TO DAYLIGIt PER S CR PLANS) RE FREE DRAINING MATERIAL (AS REWIRED) DOWNSPOUT TO TIGHTLINE CS\ ■T 6 J.0. DES:CN WATER DEPTH - 0.33• 1.0• UN•9UM FREEBOARD 0 61II1 11IP -1 II.11 TYPE AS CATCH BASINS (P.OnC Auto. nCww. Pw% 0706(CRHO. INC.) GAMS SCT Nto 6(11 ACCESS FLOC 01. ctt0 11• t a C le 1.• 1•• T A O OCPP. Je• 34• 34• le OR .e• • wAu N.OIN(ST e ) -1/2' J -I /.• r ICU. 00. 14» }1• Jr 10' •(U. t0. 1.' 1Y 17 - / /e 1J -■/1• ICU. OCPN I.3 /e 3 -1 /2• 3-1/1• r GAR CRAA.CITA Lt-1 /e• 11 -7 /e• 17 -3/.- 11' GAR 11ACACIACSS 1 -7 /16• 1 -I/2• 3 -1 /1' r NMOK..40011 300/ WO/ 6131 11SF. 1100, THE ABOVE ARE AVAILABLE WITH PERFORATIONS. CONCRETE ACO CHANNEL SLOPE DRAIN LOCXINC CRA rE 4• KNOCKOUT A00 DRAIN THESE ARE USED AS INEXPENSIVE CATCH BASINS IN RESIDENTIAL AN() CCuUERCIAL PR0.CT5. A KNOCKOUT I5 PRONGED TO ASSIST CONTRACTOR N 1094080 AN OUTLET OPENING. BASE SLABS AVAQABLJ:. SEEDING REOUIREMENTS NETLAND SEED MIX RCO FESCUE PRCPOR SONS BY wEICHT RED TOP uCA00W foxTAIL f PERCENT PURL TY PERCENT CER4JINAT1ON 33Z 90 90 35.1 30' • 92 BS 90 80 I01 /41 6AOIHOAC SM71000 SNWA0 IC ••P(434039 7 SLOP(0 TO OPAW. "HEIGHT (MAX 4') SEE NOTES 1 -3 FOR PERMIT k can TF;CA IION REOUIRE%EHTS. 7 (04 !LAMA) FREE - DRAWING BACXSU. (MAX. Sx FINES) MW, 6' .410E LAYER OF 2' -4' QUARRY SPACES ADJUSTED TO ROCKERY III • STAOLE CUT FACE IN NATIVE MATERIAL (SEE NOTE 7). AYo. 61 1,4.14 A • 0 `08• IHI rAJKOI 00 ! 0 I AO 1 ad;aloir- MIN. 12'-1 FIRM, UNOISN7600 SOIL Vky".tt"�'•Itl� MINIMU4 !' OIALAETER PERFORATED PIPE: LAIN, 15 CONTINUOUS SLOPE TO OUTLET; PIPE 0440 CR CUT FACE UNEO WITH FILTER FABRIC. 1' (0R LESS) DIAMETER wASMED GRAVEL: MIN. 6' COVER OVE9 PIPE, 4104. 2' GRAVEL UNDER PIPE. • BIO- FILTRATION SWALE 00VN SLOPE V -OITCH EYISTWO GRAD( EXCAVATED SOLS CROSS SLOPE V -OITCH 5' TO 6' EL 1) EVATION �5~ ROCK CHECK 00MS SHALL BE 2• TO 6' fAC0. SOUND OUA7RY ROCK. ROCK CHECK DAMS 51001E 80 1•-0• NIGH 44 NE C(Nt(R it A met. Of 6' 8404ER ON NE SKIES. CHECK DAD9 SHALL 60 TOED w At NE BASE • A Mw. or 6' TO PREVENT (800208. CHOCK 0•u5 SHALL 6C CCNSTRUCTC0 N SUCH A MANNER NAT THE ROCK IS FIRMLY 01.0000 MN A 1NNINU24 Of SPACE •(06(044 510005. 5. THE FACES Of THE DAUS SHALL B( SUC.ON *AN NO ROCKS PROIRUDINC NCR( THAN J'. r (oP OF v-01404 TOP CF SHOULDER SPILLWAY LL 'j BOTTOM OF SPILLWAY 0'44 I I I I.V ..t SECTION EROSION PROTEC50N APRON (PLACE 00w4SIREAM) ROCKERY (IN CUT) 12' PERF, PVC PIPE. CPfN- AT TCP FOR OVERFLO'.Y. ELEV.- 65.50 PEA GRAVEL FILTER - FREEBOARO TOP OF BERM ELEV., 67,50 3.5• iL�i•_ L 0.5» 0EA0. STORACE 4' POURED CC`iC. 005E INV..n - 62.00 TEMPORARY PIPE (DAYLIGHT OR TIE INTO ORAINACE STRUCTURE AS 144DICATED 1N PLAN.) V -DITCH (8' ROCK CHECK DAM (9-• TEMPORARY EROSION /SEDIMEI■ ,,�+ J 7415: •�. ....p,` \ „\ �)i+.); .. :1•.. ',4$15.;,4 ''' ,... . �l Ilkationiatt OEPM OF 4•-6' DIAMETER QUARRY SPALLS. 15' 7.0' 01ERNANC 12' 10' 2.3'- 21-4.--51..4--4, » 2.3' EXTRUDED CONCRETE •. �( CURB. / 1.0' R. -� PARKING • i L0'I6.0' 1 2' CCMPAC TED 0E751 Cr CL. 'B', A.C. A.C.' • -I 'I 3' COuPACTE0 0E754 OF A.r.B. 11-) ALTERNATE: 4• CF CRUSHED AGGREGATE �_ ' I I, CCUpACr SUBCRAOE t0 93Z OF MAXIMUM oE,NSI rY TEMPORARY CONSTRUCTION ENTRANCE 11� EXTRUDED CONCRETE CURB 12. C 84.0» 20.0• 190' (TO FACE OF CuR8) 704RWC Tit (UNIT 703(4(141 5(CNON) (H0097 •441(NCNI SET 2•.0• (24444.) 06430 00 4000.4 03(7701405 OR 0047 (4344 12.0• .410E O7.E LANE (tYP.) , 12.0' S• 20S f••4N,) �•-' (X170007 (06(4(00 cor6. us DETAA 112. 94E1 04. 60TC SEC SHEtf C -2 106 71.044 (HC0•Y PAKMENI ]' (02PActED 01 .' (ONPA(4E0 01 41(RNA121 6. 2 CCA.P.cT 5448(41 0C.NO2TY PAVEMEN PACIFIC ENGINEERING DESI( 6.1.4. I0' ASPHALT -) CONCRETE - II I I�I -'Il-l- ACO CHANNEL SLOPE DRAIN IIIII__ I III- `RATE OCKIN6 _111 -111E 111 -11 X11. CCNCRETE BEDDING - • KNOCKOUT FPA CPIITE TE Inge n..4 RISER S / \ 1 SECTION \T 1', W t C• cY.1 -.1.1 X 1. 1.c lr w u700 / � rw• . A4 1.1.37.3.. v.r.• r1u.c.Nx L .7 ..a' at • aa•1Y4 6,M Y.1.. H 1. 1 1•.011 ■• •C 1 Kw1 n3 ly3 wl y ' )'.1.:•30 • In rl I.K 301 .01 11 1.A:1• 0.0% L w .840161 c.11•...w W.. r C A6 m 10.4 10010ft, CI 00 u� 4.11010 0•..1.* 10'n 3001! ..era n r1A r1 1c ealo r w . W ..KI. • 0 04041 .u1 1N • la.4. **no.. a• rw 7. 0I.Y 1.414Kta • 30.4. 0/111.• • b 44 .16L 1. ... ••0 ..00Y.n r• s RM. w. 0 7' ••1 1. 04 -.. • *. MOO 04 nowt }.044 99 999 .4.1• •r. • 0C40..1}.4 .01 4611 Mfr 7747 YN 1'•0* • •111 l 11.10• I.Y. n04 04 •1 M N .600.0 •.. 1.1..0..• "CVC.IO.• ..1 .111 f4 1rt.O K>/I4.n O 11101, ri01100 3•....M. 1.4K 1A.K[t 4y 3L 991.43 N .1.0.01 0.10044 n1 194 - LTl1 30.1.01. OM( 4.11 .471. LS AM nr41•.1 WW1 PR °C tST BASE 'la YR• $e T10N IL 10 44 1.11. 1.0434 Wn 770 . 01001'.3•11 13040111.. }.• '•.IAA R:. •71.w9414 -01c srr tai 7 + Na iv'..1r1 •r •a .r ..vl TYPE I CATCH BASIN 4. r01 /LAT 11.12411.01. 91./4f4Ct 370741.0 6C 47.3(0400 A 80PW 10 34*4. 2 (OR MAMA) 1 'HEIGHT (MAX 4•) 'SEE NOTES 1 -3 FCR PERMIT & CER TIF;CA nor/ RECIUIREUCN T5. FREE - DRAINING BACXFILL (uAX. 5% FINES) MIN. 6' WIDE LATER OF 2 - -4' QUARRY SPALLS 00JU5TE0 TO ROCKERY �I - 1' (OR LESS) DIAUCTER WASHED GRAVEL WN. 6' COVER OvER PPE. MIN. 2' GRAVEL UNDER PIPE. • UINIUUM 4' DIAMETER PERFORATED PIPE: 07N. Ix CONONUCUS SLCPE TO OUTLET; PIPE ANO CR CUT FACE UNE0 01TH FILTER FABRIC. SLAOIE CUT FACE IN NATIVE MATERIAL (SEE NOTE 7). FIR4, UNOISTUR8C0 0011. USE STAPLES OR 'MRE RINGS 10 ATTACH FILTER FABRIC TO YORE FENCING. FILTER FABRIC UATZRIAL 60' WOE ROLLS. LuRAF) 700x OR EQUAL. 2' x 2' BY 14 CA. 0E10E0 PIKE FENCE OR EQUAL H1OHOS T /.' -LS' 4.940 01A•.CL 63•.70001 3, (0(•3 A..0 (7 6004 710(3 (1 10.1(0 '.OA K.%4 On MC 700!4110 x,:; • .i�. ;i-: 01' .; ..> I i :•i .:L JY(C `''.'•.1.'J.. �?�F."c'? 1:L�� te =i =1 alai!= ��= !I_,(��:. a�t•= !:�1• -!r-! 8 _T:�I,- j III -.III- �•� 111' J711.1= iIj- l^111j1 7,-; STEEL ((110E 00070 4• OC (TTP.) v4a, ELEVATION 111�I -.. 6743 301(4. Cr N9,70 -•' 047(377.. w 6' 6T 12' 1110,01. SECTION ROCKERY (IN CUT) C6� SILT FENCE 12' PERF. PVC PIPE. CPEN- AT TOP FOR OVERFLOW. E1.E0.■ 55.50 PEA GRAVEL FILTER i r 1.0' FREEBOARD TOP OF 8ERLI ELE0.. 67.50 A EUERCENCY OV(0(1.074 SPILLWAY r--"-- 8' . 11' . 0.5' DEPTH OF 4' -6' QUARRY SPALLS. ELEV.• 6.0' (MIN.) 8.01 .991."r2......99,97.9,-.94.9:1,9 YL i•• 0' 's`e4`i1. y P+ �?j d i (MAX.) ; \• - n01;03 TOP CF BERFA 01.0".• 67.50 L0.5' ocAO St0RA E ,L- 4' PCUREO CCNC. RASE J INV. Pn •1 62.00 TEUPORARY PIPE (DAYLIGHT OR TIE INTO DR AINACE STRUCTURE AS INOICATEO IN PLAN.) SECTION A -A NOTE: A PERFORATEO CLAP CR PvC EL80W 401 8E USED AS AN ALTERNATE (SEE PLAN FOR PIPE TYPE.) TEMPORARY EROSION /SEDIMENTATION CONTROL POND �0 66.0' 20.0' (N(AVT P.v(u(N1 ScCNCN) T. O' (400.) 001(( TO A(N.47 cLC•0 a ANY 2..0• 1.0' 0,C0NANCS OR OIHCR CISTRUCIIOwS 190' (TO 'ACC Or CURB) 170' 3010E OR11C L•NC (trp) , 12.0• •40C O•N•C L01.0 ((Y►.) 190' 710 '.CC C4 CU06) . SO *CC 00.141711 0(411. (ucH( PAY(YCNT 71(11.:7) 01114002 CONCAVE CURD 0(0 Offµ 2I7. S.1EET C7. N01C. St( SNE(1 C -7 r04 PLAN S- 7.0: (w7 3- 2.00 (430.) (N(A'fr 00921(Nt 3(1017) 3' CCNPACRO OCPM Or CL '0'. C. •' CO0PACI(0 0E0 09 Of 01.6. 11-) ALI(RNA(C: 4' CF CRUSNCO AW1(C•R CCVr•CT 071601400 10 92.9 Of YUMMY DEoS11Y 0.44471 STALL (UU•T PA•.(4C77 7(100.) &DEAN0 .' PEPIN or 0001.41.0 ((0(71 CONGA( IL t' cO4P.CTto 0(017 Of 1'(_) CRUSN(0 ALGREC. E. FA - T. Yom- I t V (0.104•11(0N(4MI or 11.. T' CO. PA61C0 006 1 OF CL '6', A.C. ]' CC'P.C1E3 CCPM Or .1.1.6 l'( -) 01.1111(741(: .' Cr (37157(.0 AOCA0CAIC C14PAct Su6CR41C TO 951( 0( M4141491 OENSIrl PAVEMENT SECTION D -D EIC ENGINEERING DESIGN INC. 13 0 z_ 0 J 5 0 In W z w f) w Tn 8 07 5 0a &O N gqIEEI� L79) O K mga i JD 0 PtiOtHC: (206) 431 -7970 FAX: 431 -7975 SEATTLE, WA 98188 8 W 5 ?ECEIVED CITY OF TUKWILA 94 "T . s Y 0 6 1999 PR O.�..E�C�T� /NOY W.r oRA1.M BY PERMIT CENTER EXHIBIT "C" PAGE 5 PERMIT 17391 C77 CIVIL ENGINEERING AND PLANNING CONSULTANTS N. 60.00' 'HOE 30 00' 8.50• ANISNEO GRACE -N\ ExIS GRADE C \,S MAX4 2 a• DEPTH OF PORTLAND CEMENT CONCRETE 4' COMPACTED DEPTH Cr CRUSNEO suRFACU40 TCP COURSE (MIN.). VERTICAL, CONC.. CURB Ai CUTTER 60' 64OE CONC. 5/'N ,TI 15 00' 050' -- SAwCUT EXISTING ASPHALT 1.0' BACK fRCu EX15TIN6 EOCE OF PAVEMENT TO PRO1600 A 1 CLEAN. STRAIGHT MATCH UNE FOR NEw .1 I 5• 2 ASPHALT. .05 (MIN.) - _ ^.... -� i =: ;T;l .3' COMPACTED OEPM OF 6L '0' ASPHALTIC CONCRETE A' CO1PACTEO 0E614 OF CRUSMEO SURFACING TOP COURSE 12' COLIPACTE0 DEPTH OF CRUSHE0 SURFACING BASE COURSE. . COMPACT 5U80RA00 TO 955 OF MAXIUUM DENSITY. SCALE. r - S' SECTION A -A MANGLE Wi TH LOCK PIN A0.uSTABLE LOCK MOCK YA71-1 LOCK 5CREw. ./11--.--- l'a RCO OR TUBING, VARIABLE LENGTH. `�-- 80 MANGLE SMALL OE ATTACHED PER M•NUFACTURE'S RECO'MEN0An0N5. MAX. OPENING OF CAFE 1. SHEAR CATE SHALL BE ALUIINUU ALLOY PER A5TN E1-26-IC- 320 OR CAST IRON ASo.' A48 CLASS 30B AS REOu•RE0. CATE SMALL BE 8' 01A. FOR PIPE 12' OR 1.055 N DIA., 12' OIA. FOR PIPES GREATER THAN 12'. CAFE SHALL 80 JOINED TO TEE SECTION BY BOLTING THROUGH FIANCE. 4. UFT R00: AS SPECilEO BY MFR. WITH HANDLE ExTEN01N0 !0 'MMIN 0N0 1006 OF COVER ANO AO.USTABLE HOOK LOOC FASTENED TO FRAUE OR UPPER MAN0M010. 5. CATE SHALL NOT OPEN 8EION0 THE CLEAR OPENINC BY UuITZ0 HINGE MOVEMENT. STOP TAB CR SOME OTHER OE'ACE 6. NEOPRENE Ru90ER CASKET 6E000E0 BETWEEN RISER MOUNTING FLANGE *NO CATE FLANGE. 7. MATING SURFACES OF 110 ANO BOOM TO BE MACHINED FOR PROPER F11. e. FIANCE MOUNTING BOLTS SHALL BE 3/8' CIA. STAINLESS STEEL. • 9. ALTERNATE SHEAR CATES TO THE OESICN 5MOAN ARE ACCEPTABLE. PRO'AOEO THEY uCET ME S OE uATERIAI SPEC■FICA DONS ABOVE. met .A•oLE SHALL 2. .0 41140.45 NUN r..u1.CNU4C1 .000LN4N0AM.i 3• ((r"SIx EVENLY SPACED HOLES FOR 801.TINC CONNECTIONS. FRONT 1.0' MICH CENCE PER 48CH. PLANS -----""---.1 FINISHED 60400 ! 2.5') EXISTING _---_GRADE _1 _ - 6' P'.0 �'ON FOOTING GRAIN. TO OAYUCHT. 3.0' 6' PVC (PERF.) FOUNDATION GRAIN. ORIAN TO OAYUCNI7. EXISTING SANITARY 5EAER EASEMENT CONC. RETUNING WALL• SCNEuATIC ONLY. SEE STRUCTURAL PLAN FOR NOTES ANO DETAILS 17 3/4' CENTER TO CENTER. 12' 18 CAVANIZEO 0E701040 REBAR BAR. 17 GALVANIZED SMOOTH STEEL • L___3/4'. RADIUS. 9' 6' LIFT ROD SHEAR GATE (5) LADDER STRAP TO WALL 3.0' 0.C. (MAX.) CB i4. (7190 6 - 72'+) w/ • 5000, 24'4. LOCKING 1.40. RILE- 74.83 EMERCENCY 040611.0.7 ELEv. - 68.47 6' EL80w 0.F. ELEv. - 67.22 6" ELBOW 061110E ELEV. - 66.72 CR11)CE 01A. • 15/16' 6' 01.90w 0.F, ELEV.. 66.52 6' ELBOW ORIFICE ELEV. - 66.02 N\ ORIFICE OIA. - 3 3/8" INV. H• -1 - 71.50 INV. 111•.1 - 71.00 2.0' (uN.) >x • 6' Fl0'N RESTRICDON EL80• (500 OEU1l 1•15 SHEET.) 12. SHEET 0*7C8l000 DETAIL iP3X SOLE OF 78'a CNP DETENTION TANK TREATY T .5- 0.0000 (FLAT 35'6 CLIP ACCESS RISER (SEE DTI. /7 ST. C -8 RIM• 73.63 NV. pee" • •••■ • 62.42 ORIFICE 1• EV. - 60.42 12' CAP RISER 12' O.I.P. OUTLET GRILL A V CAA. MOLE IN A 12 CA. LIE TAL PLATE 4E1000 TO 80770A4 Of RISER PIPE. 2.0• (um.) 12'. 0.1.9. OUTLET 2.0' MIN. 12'• INLET NV.• 71.00 1A00ER (TIP.) 504.10. 24'4. 100KINC U0. 215 6'6 CAP RES•R CTOR 5 - 0.0000 (Fur) 80110)4 ELEV.- 60.00 12'4 01.16 RISER • 6' CLIP 1L0w RESIRICOCN ELBOW 36'a CUP INLET PLAN VIEW SHEAR CATE 72'6 CONC. CA ICHBASIN 6.6 168.07 NV.• 71.50 215 OC 2'. 0.1. VEIN! PIPE _R- 4311U1 % H _I - SECTION .CHIP DETENTION, TANK • NON - GALVANIZED 21.1" 0 IIIIllIiuiiillhIIIIIIIU PRONOE A 12' MIN. 0E6114 . OF PEA GRAVEL 8E00 NC. (TO SPRING -UNE OF PIPE) 21 PACIFIC ENGINEERING DFSI( 146 SS 1 2'. .E NO E OR TAB EN 1. 1.0' NIGH FENCE PER ARCH. PLAN-------------._. FINISNEO 7 CRAOE 2.S',��_ r ExiSmc / ---- -CRAOE - -- _^�—_- -._r__ 6' P..0 (PERF.) - -•.� FOO540 ORAIN. TO OAYUCHT. 6' PVC (PERF.) FOUNOAOON GRAIN. ORIAN TO OAYUCNr. EXISTING 5AN1rARY SE'AER EASEUENr CONE. RETAINING WALL, SCNEMARC ONLY. SEE STRUCTURAL PLAN FOR NOTES ANO OETA0.5 it 3/4' CENTER 10 CENTER. 12' 7e CAVANIZEO OEFORUEO REBAR BAR. GALVANIZED 5400111 STEEL 3/4'+ RADIUS. 0 6' 3.S' WON FENCING SEA ARCH, PLANS Ex15510 3.0. 7noc - GRACIE / 810- S'NALE 1 (MAO C 3 11 CT,' L;y CONC. RETAINING WALL, y 5CNE4ARC ONLY. SEE 5TR10i4RAl PLAN FOR NOTES 4110 OE TAILS Z- 6' PVC (PEKE.) FTC. CRA1N. ORAUI TO DAYLIGHT. • • fier1''04(1IL1if I u c1 -Ar 1. 1111 I SECTION C -C 36.1 CMP ACCESS RISER w/ SO110. 24'+. LOCKING 110. RW- 76 -• CMP OE TENDON TANK. 0.5'1 46'+ CUP 16'1 CMP 515E0 LAOOER (TIP.) LADDER (6N 36" CMP ACCESS RISER 7.- 36'• CUP ACCESS RISER 01J. 7.3 /1 sHr. c -a RIM- 11.. CB )S. (TYPE 14- 58'a) .5/ 50110. 24'4. LOCKING LID. RIM. 73.42 SECTION )ETENTION. TANK O ANIZEO PRINCE A 12' MIN. OEPTH OF PEA CRAVEL 8E00 NC. (TO SPRING -LINE OF PIPE) A.' 21! OF 2'+ 0.1. VENT PIPE t'k sar -s =. s 5••+ CATChSASIN 1.400(5. SEE 001. 13. 5NEET C6. 1 INV.Pr.I - 65.34 2LF 36 • CMP RESTR:CTOR 5 - 0.0000 (FLAT) 12%4 CMP RISER 1NV.ttewn- 62.42 ---- 2.0 (u111.) BOTTOM ELEV. • 60.42 (3,' Y 0 Z_ m 2 O U 1u Z g E Q 0 0 O Q Oa 6:1 5 w m. o K Y EXHIBIT "C" PAGE 6 PERMIT 17391 1 r FAY: 431 -7975 (206) 431 -7970 SfATTLC. WA 98188 RECEIVED CITY OF TUKWILA 6'+ ALUM. ELBOW 61999 �►wiT CENTER 6 MiN PLATE wt 04 ORIFICE L AS S?ECtFtEO .- ' . FLOW RESTRICTION ELBOW WW DRAWN ay 08 -26 -98 ISSUE DATE 04 -12-99 5NECT REVISION CIFIC ENGINEERING DESIGN INC 1 CIVIL ENGINEERING AND PLANNING CONSULTANTS UR:BA.N -:REGIONAL ;RE•SEARCH.. Planning Consultants 1809 7th Avenue Suite 1000 Seattle, WA 98101 206.624.1669 tel 206.626.5324 fax jpreuss @aa.net December 29, 1998 S T Corporation Hong Tan 1200 S. 192 "d Street, Suite 300 Seattle, WA 98148 Dear Mr. Tan, RE: Preliminary Traffic Impact 52 "d Avenue South Office Building Prior to submitting our calculations for the mitigation fair share costs which is required by the City of Tukwila, we are outlining below the basic traffic considerations for a traffic study, should one be required. In August 1996, in conjunction with SEPA review a traffic analysis was submitted, which is attached. The underlying intent of this analysis is to determine the impacts of the 22,162 s.f office building onto the intersection of 52nd Avenue S. and 154t S. Street. Trip Generation and Distribution Trip generation was calculated based on rates in the ITE Trip Generation Report, 6th edition, 1997 Land Use Code #750: Office Park. Generation rates per 1,000 s.f. are estimated as shown in Table 1 below. Time period Average weekday (AWD) AM Peak Hour PM Peak Hour Table 1. Trip Generation Rate /1,000 s.f. Trips entering 22.162 x 11.42 127 (50 %) 22.2 x 1.74 35 (89 %) 22.2 x 1.50 5 (14 %) Trips Total exiting 127 253 (50 %) 4 39 (11 %) 28 33 (86 %) The generated trips as indicated in Table 1 represent all site trips by all vehicles for all purposes including employee, customer, service and delivery. RECEIVED CITY OF TUKWILA DEC 3 1 1998 PERMIT CENTER Based on characteristics of the existing roadway network (including access to I -405, SR 518 and I -5), existing traffic volume patterns, expected travel times and recent traffic studies in the vicinity distribution of projected trips was estimated. Figure 1 illustrates the existing afternoon peak hour traffic volumes. Figure 2 shows the estimated project generated PM peak traffic volumes and trip distribution. We will keep you informed as we continue our discussion with the City of Tukwila. If you have any questions please give me or Bruce Davidson P.E. a call. Preuss, A.I.C.P. S. 154th St. it I. ♦ , • I ti N (D 0 CO M M ti 00 N 52nd Ave. S. I ' f ' -®Il 11 ' I , , M d CO Q) (0 (O 0 ti co 84 - _-®87 98 182 Source: URR Manual Counts conducted 12 -9 & 10 -98 urban Figure 1 regional Existing PM Peak Hour Volume (Avg.) research Fifty- Second Avenue South Building d (3) 10% 51st Ave. S. (12) 35-30% S. 151 st St. 52nd Ave. S. * Project Site: Trip Generation PM Pk. - 35 AWDT - 255 AM Pk. - 40 (20) 55% S. 154th St. 00% - Estimated distribution * - Rounded to nearest 5 ( ) - Peak hour trips generated by the project Source: Trip Generation based on ITE Trip Generation Report, 6th ed., 1997 (2nd pr.) urban Figure 2 regional Traffic Analysis: Trip Distribution research Fifty - Second Avenue South Building URBAN • REGIONAL RESEARCH Planning Consulting Services Suite 1000 1809 Seventh Avenue Seattle, WA 98101 (206) 624 -1669 FAX (206) 626 -5324 email 74227.2652 @compuserve.com August 15, 1996 Dear Hong, Here is the letter which Bruce sent to the City of Tukwila. On separate occasions I met with Joanna Spencer and Robert Tishman of the Tukwila Public Works Department. Robert is responsible for traffic counts. He reported that the city has no traffic counts in the vicinity, and did not require that counts be conducted for the office building just south of Southcenter Parkway adjacent to the 51st Street bridge. Joanna indicated that the Department is only interested in the projected number of trips to be generated by the building. A distribution analysis will not be required because traffic patterns will change once the 51st Street bridge is rebuilt. If they (the City) have any additional questions Bruce or I will get back to you. Sincerely, e 'reuss A.I.C.P. URBAN REGIONAL RESEARCH Planning Consulting Services ST Corporation Hong Tan 1200 South 122nd Street Suite 300 Seattle, WA 98148 August 5, 1996 RE: Traffic Analysis - 52nd Avenue South Office Building: #E96 -0019 Dear Mr. Tan THE PROPOSED ACTION The proposed action is to construct a two story office building 22,162 gross square feet of space. A lower level of parking will accommodate 69 parking spaces. The building use will be general office. Access will be from two driveways off of 52nd Avenue South. EXISTING CONDITIONS The site is located at 15208 52nd Avenue South in Tukwila. There is a vacant single family house on the property. Street System Access to the site is from 52nd Avenue S. which has a 60 foot right of way. Currently 52nd is a two lane facility with approximately 24 feet of pavement. There are sidewalks on both sides of the street. No parking is allowed on either side of the street. Approximately 400 feet south of the site, 52nd Avenue S. intersects with Southcenter Boulevard. Southcenter Boulevard is major 4 lane facility connecting the site with major access points onto SR 5, SR 405, SR 518 and local arterials. No channelization exists at the intersection of 52nd Avenue S. and Southcenter Boulevard. A stop sign controls traffic entering Southcenter Boulevard. Trip Distribution The site is served by numerous access points in all directions of desired travel, including the major State Routes of SR 5, SR 405 and SR 518. Suite 1000 1809 Seventh Avenue Seattle, WA 98101 (206) 624 -1669 FAX (206) 626 -5324 email 74227.2652@compuserve.com IMPACTS Trip Generation Vehicular generation was determined by applying the Institute of Transportation Engineers (11 h,) Trip Generation Report, 1991, Fifth Edition. The HE land use code (750) for Office Park facilities was assumed to best fit the proposed use of this office building. The generation rate of 11.5 vehicles per 1000 sf is used in this analysis. This has been applied to the proposed 22,162 sf of gross office space, resulting in 255 Average Weekday Trip Ends. During the afternoon peak hour, it is estimated that 35 vehicles will enter and exit the site. About 5 of these vehicles will enter and 30 will exit the site during the PM peak hour. Trip Distribution The distribution of traffic generated from this proposal appears to be distributed in an equal percentage in all directions. This is due to the various access points serving the proposed site. The employees will have numerous options of travel to and from their place of employment. MITIGATING MEASURES Frontal sidewalks will be provided as required by the City's standards. Source: Pacific Engineering Design Inc. urban regional research Vicinity Map Fifty - Second Avenue South Building f447 COICRElt uolutmR Interstate 5 • ,& sSbY f,t. 4' llfttl CNNN -LUt rtNU -A C r44 CONCRCIC taNUACNI Ot SAN. SEWN WrotltE RY.N]i PARAZINC-.. QM._ giN �aD:.i:T ,[��� iet•. .����ca�r :: • �iDEwEl1. . .•. �• ';4• ' .:: i� .i3•, '.:'I •• to, • - 'r : '? `!fir �sa��+.rrl�l �..�x� "' 11���1��•.. T - tR ^..S.rY.2.2�.v�*S.. Z�1.;'= :2YC.'p:..�!✓��� - MIK i . 52nd Avenue Routh PR(44fl474 RNA11Mrwwwls1S 1 Cil AVE>AQIT CONNECT /To COSRNO ScMER UNE F: Source: Pacific Engineering Design Inc. urban regional research Site Map Fifty - Second Avenue South Building 3 T DCEvRA P. 1 CITY OF TUKWILA - PUBLIC WORKS DEPT. FAX TRANSMITTAL FAX NUMBER: (206) 431-3665 to: ...414414E, DATE: .1 a3 ciG TITLE: ITTREE, INC.LUDING FROM: 613%14 COMPANY: TITLE: DEPARTMENT: _ • DIVISION: FAX NO. CALLED: TOTAL N1JM33ER OF PAGES SENT BY 4...64.9..................21TRANI.s..4NI) ITTREE, INC.LUDING INITIALS): RR,'" 1 •••T • voy.S.v.vone.. Wv•I. ■-t : • t,es :Mitt I` • ; ; t FP lc Cou COMMENTS/MESSAGE: IS4 ST Ntklo exewS vE orwsrPF lc s•rvby cou Nrrs weRe Petagokonfmil PPR, TWE I Avc *az fable° .5boieY ( uesnews ke.mslo. [ IF THIS COMMUNICATION- IS NOT CLEARLY RECEIVED, PLEASE CALI,: Nsor.:rs, ess=tar...nrz.T.:•se 4 1-77:".....••••••0+,4! 4,••• 77.1KWILA PUE3LIC WORKS DEPT, - 636(.: :.5-otiz.ncenter Blvd, TaktUtia WA 98188 (208) 433-0179 y_• :!_ • a :11_1�: r ly • 'VIE CODE ; TUKWILA, WA, OLUME : S 154TH STREET E/0 42ND AVE S. TRAFFICOUNT FACE: 2 FILE: TK1471 =4 0A E1 5/20/91 TIME MONDAY 20 TUESDAY :21 ., WZ0NESDAY:22. THURSDAY 23 FRIDAY 24 SATURDAY-.25 ...$UNOAY 26 .: WEEK AV :RAGE BEGIN WB : EB: W8 EB: W8 EB WB EB WB ES WB E6 48- EE 12 :00 AM 18 35 65 :38:' 68: 27 59 32:.. 62: 35 '107 . 59:, 85 . :48 66 39 1:00 13 39 39 21 29'; 27 ' 23 26 21 63 :50 55 52 36 31 2 :00. 15. : 19 27 17 21 14 11 17 ':27 :14 :57 41 57 , 34 . 30 22 3 :00 15 13 21` 16 15. 12 14. 3, 23" :. 9 31. 14 .. 29. 15 21 11 4:00 11 24 : 18, .20 ` ': 19. 24 26, 31 16 20 19 19 20 7 .16 20 5 :00 47 , 85 ',46 ; 92: 49 79: 43. 82 :: 45.. 77 15 21 16' 9 37 63 6:0C 85 205 75 213:' : :: :. 96 206 87 212 :91 211 28 : 33 28.1' 2c. 70 157 7 :0C 125. ,25 . 148 266. 136'.: 297 :144 257 135 275. 53 45 30:- '26 110 203 6 :00 126 200 178 205 157.: 174: .152 190 148. 166 100. . 96 51. 45' 130 153 9100 151 128 :.:159 160 137 • 148 136 164 ; :69 174 152 7,135 `80 . 'C 140. 140 10 :00 189 157 182. 163 :'186 :1:4 222 154 197 165 170' 152 115: 1 u 180 157 :1:00 246 195: 360 182 231:::-173 237 178' 312. 206: i28 244 127 i72 234 192 12:03 PM 284: .187 ' 260 222 :2o6 . 166 257 221 344. .247 261 253:-- . ,208 '. 165: 268 214 1:00 252 198: 264:-:, 215 232 202 278 181 269 230 255 203 :239 169. 255 :199 2 :00 298 222 ' 302' 195 " 303 .:179 .296 212. '339 218 262 I 226' : 218 188: 288 '205 3;O0 480 .233 -.475 214 ,541 .,'235 :480 241 582 274 269 : 210 286' 168 , 444 225 4;00 535 :255: 520 275. :,`662 270 571 282. 652 290: 310 202: 286 166. 535 248 5:00 515 `292. 536 511 591. 278 550 274 696 234 285 :.149 .269-. :.:144: 491; 2400 6:00 337 225 339 251.': :31.3 233 364 253 366 248 248 13' 253 169: 321 216 246 160 266 156 , -295 175 i 292 185 262 214 185. 129 179: 116 : 246:. 162 . 6 205 ::'144 ,266 116.: '260' 140 260 164 259 164 63 '.;112 161 :.8$ ;222. 132 151 131 170. "109 236 162' ' 269 11.4. 253. :132 185 : 105 150. .115 '207,: 115 • '':C,:: ��. 142 67 .`143' 80 134 58 151. 85 . 175.. 103 138.' .97 133 ' 80 145: 61 .79 58 77 : 47 : .: 93::.: 68 . 105 :. 47 :32 88 - 117 `.61 ''100 ::., 56,±- 100 60 3527 4822:3586 5102 ;3449. 5033 3602 5582 3815. .1701. 25'5 COMBINED,IOTALS •r4 :2 ;00 AM 53. 103 95 91.. 1 :0C' 52:. 60 d4 50 2:00 Si ZG 35 28 3 :00 25 37 27: 17 4 :00 35 38 43 57:. ;00 132 14v 128 125 6 :00 290 292 302 299... 7;00 380 614 433 401 8:00 528 383 . 331 342 9:00 279. 319 '::285 300 10 :00 546 347 340 376 11;00 441 442 406 415. 12100 PM 471 482 452 476 1100 450 479 434 1.59. 2 :0:, 520 497 ., 482 510 3:00 713 689 ..' 776. 721• 4 :00 790. 795 932 853 5:00 807 847 ' 869 624 6;00 562 ' 590 576.. 617 700 406 ' 422. 470 477:. 8:00 349 362. 400 424 5 :00 322 279 338 593 10 ;00 ' 209 223 192 236 11:00 131. 124 ` 161 152 101F:5 8134 840E . 1551 8635' 97,. 4r: 41 32 36 122. '302 `410 314 343 518 591 .499 557 . 856 942 930 6.4 476 355 278 9397 166 113 QV .. '45: ,. .38' 31 98_' 196: 291 352: 472 458 486.' 479: .512 434 385 314 275 290' ' 235 178,. 6526 133 .07 44 27 25 56: . y6' .150: 2`y .393 -, 408. 406, 454' 452 413.. 222 . 295 249.. .259 .:: 322 213' 226'. 156` 1 60 105 o% 32 100 227 313 263; 280 337 426 482 454 493 669 753 731 537 408 354 5443 7849 5867175 EASEMENT FOR SEWER LINE NUNAN PHILIP ROSETH RAYMOND Samont for sever line vlthlnitbe throe foot ,trip or xrnd lyir•• imr t3iatol; ';crth or the Sbutht'bouudr7 :14w a_ V`.0 ;ros•ert}' or the r Orr':tatinle •atl, daecrijti.on T:ein;; Tact 1 - proallval.e GGsrden !MAitian, ?.4 }t•} Sc`nth(51) i•t .-,r'c fact, loins state hl;; }nre•'i••Zro•a '.�'. AYV:it.; south, uesterl_ (a,r rcxiauttvly 150 feet) to ''tX• 1nt,cet1.S•rocwrt1' • 1. for the oonstrvceioa, operation, DiitttenanOs and /or repair end /or rePlaearfnt of a +tic / ,k ' 11ite' S..aad appurtenances thereto, together oath the right of hires. d fond tea sass to rod. from said easement and rightrof -t+ay for al], purposes nsesasany and slated thereto. This e`.I.umsn is granted with the understanding that the propcsty Offs:Mid !ij . be returned to a condition equal to its original condition upon completion of eonceruoeioe. Tha Grantee also agree* to indemnify and save har-a- lvso the Grantors from any liability arising free tha construction conternplatad DATTD this 1 day of • S,ArC or URSilTNGTON) az en this • 4 y of , 19 before me perse ally appeared - an . to •ns novo to be the lndiyiduaisthhat ■xe- eatea tt Ir hin and foregone nstrument and acknowledged that they signdd and sealed the lama as their free and voluntary act and deed, for tha'uses and purposes e tesv.:r Flirt iondd. tt. . ; ", • • • ■,9d,•'l $ tinder my hand and official couurn or /C.:. -1 , 19 , ar fizr.f..4 Grantor L'rtfc1 5/28,64 • Rod le, Ed /f toddy eso 14.14 tat+..■., .t iwx (ts not ra$. Cos,. tafT a. MOMS. tetra Author seal the day and year first. abates written. $OY UlLYC in-Oa-for tit Use ten, rvstdina ae • EIVED TUKWILA j 1998 CENTER Title Unit: U -06 Phone: (206) 628 -5610 Fam'(206) 628-9717 Officer: DARYL SAVIDIS .5IICAGO TITLE LNSURANCE COMP . ! 1800 COLUMBIA CENTER. 701 FIFTH AVENUE SEATTLE, WA 98104 A.L.T.A. COMMITMENT SCHEDULE A Immilmommigim Commitment Effective Date: JANUARY 1. Policy or Polities to be issued: ALTA Owner's Policy Proposed Insured: Policy nr Policies to be issued: Order No.: 471849 Your No.: ST CORPORATION 8, 1997 at 8:00 A.H. Amolmt: 50.00 Premium: Tarr Amount: TO BE DETERMINED ALTA Loan Policy Premium: 1992 EXTENDED Tax REORGA1ltZ &tloS /Ndl- RESIDENTIAL PRIOR POLICY RATE Proposed Insured TO BE DISCLOSED Policy or Policies to be issued: Amount $0.00 ALTA Loan Policy Premium: Tax: Proposed Insured: 2. The estate or interest in the land which is covered by this Commitment is: FEE SIMPLE 3. Title to the estate or interest in the laud is at the effective date hereof vested in: ST CORPORATION, A WASHINGTON CORPORATION 4. The land referred to in this Commitment is described as follows: SEE ATTACHED LEGAL DESCRIPTION EXHIBIT CT4TC'ACN11TIT,V TNCTTRAPJCP.CYIMPANI CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDITLE A (Continued) Order No.: 471849 Your Na.: ST CORPORATION LEGAL DESCRIPTION TITBIT (Paragraph 4 of Schedule A cundnuatioii) PARCEL A: TRACTS 1 AND 2, YOUNG'S HALF ACRE TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 16 OF PLATS, PAGE(S) 37, IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION THEREOF CONDEMNED IN KING COUNTY SUPERIOR COURT CAUSE NUMBER 596633 FOR PRIMARY STATE HIGHWAY NO. 1; TOGETHER WITH THAT PORTION OF VACATED SOUTH 152ND STREET ADJOINING ON THE SOUTH AS VACATED ON DECEMBER 4, 1967 BY CITY OF TUKWILA ORDINANCE NUMBER 502, WHICH ATTACHED THERETO BY OPERATION OF LAW; AND TOGETHER WITH THAT PORTION OF VACATED SOUTH 151ST STREET ADJOINING ON THE NORTH AS VACATED ON NOVEMBER 13, 1985 BY CITY OP TUKWILA ORDINANCE NUMBER 1371 (RECORDED UNDER RECORDING NUMBER 8703190469), WHICH ATTACHED THERETO BY OPERATION OF LAW. PARCEL B: TRACTS 3 AND 4, YOUNG'S HALF ACRE TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 16 OF PLATS, PAGE(S) 37, IN RING COUNTY, WASHINGTON; EXCEPT THAT PORTION THEREOF CONDEMNED IN KING COUNTY SUPERIOR COURT CRUSE NUMBER 594284 FOR PRIMARY STATE HIGHWAY NO. 1; TOGETHER WITH THAT PORTION OF VACATED SOUTH 152ND STREET ADJOINING ON THE SOUTH AS VACATED ON DECEMBER 4, 1967 BY CITY OF TUKWILA ORDINANCE NUMBER 502, WHICH ATTACHED THERETO BY OPERATION OF LAW; AND TOGETHER WITH THAT PORTION OF VACATED SOUTH 151ST STREET ADJOINING ON THE NORTH AS VACATED ON NOVEMBER 13, 1985 BY CITY OF TUKWILA ORDINANCE NUMBER 1371 (RECORDED UNDER RECORDING NUMBER 8703190469), WHICH ATTACHED THERETO BY OPERATION OP LAW. CHICAGO TITLE INSURANCE COMPANY ■ T &4 .ZAR /11.4<ob/0C ,ent by: SIDER & BYERS ASSOCIATES, INC. 2062851045; 12/04/98 11:08AM;JetFax #173;Page 1/1 1994 j ashin • on State onresident' - I E er • Co. e Corn • ian Forni Envelope S. m iary •. Cl:irr} to Zone °:1 loss wisr.gw. saw NON Canpt anct • • Project Info PrOctAddress 52 • AV .t4Ot •S4vTN Da r 6 1 q - Tu., 1 LA hit \ . For Building Qepartrttent Use Total Glazing Area (rough owing) (vetdca! 3 a Mc° Applicant Name; r OLP ? IZ.E U S5 • 5 SO CIKKES Appiicartt Address: 1 s oq . AV C N Li Si (Oo 0 SE IRE' Applicant Phone: i . — 62 .. (, • Compliance Option Prescriptive Q Component Performance (Bee Oecisicn Flow hart (over) for quaiiftoattons) ( ENVSTD- Q Syst v e Analysts S i ace Heat T A • e CI Electric resistance •. % all outer (see over for definitions) Glazing Area Calculation Note: Woe grade wally may be included in do Gross qied o am Insulated to ate eel requited r Area opaque Total Glazing Area (rough owing) (vetdca! 3 a Mc° Gross Euteriar divided by Wail Area tines 100 equals % Glazing x 100 = 3 1 .5 ah 4/ +7 & ± .14-, 1,6g . conaetefiviasoury Option Q !heck here it using this option and it project meats all reguwements (or the ConoretaMaeattry Option. See Decision FTowcharc (avuf) for qua 464%ms. Enter r.q lrements lot each quikkMMe9 MOM* in the table below. Envelope Require:neatts (enter values as applicable) Folly keatic 000i'space GOD l'P4FOSEL1 'Ammo" in a err -va ties Roofs Over Attic R.-30 ' -10 • _ - l 1 All Other Roofs Opaque Walls 1 . - I I edam Grade Wags -. AA Riots Over unconditioned Si see 2 -(1 (; - i i =NM Maximum U- tactars Ratfidnt Floors - -----, . Opaque Datxs 0 . GO 0.6 0 vertical GlaXittg 0. 5 0 o , 48 overhead Glazing ) , 2 5 1, 2 vraticauovemead Glazing 0.45 0 A-5 5 aerid -he too sp.ca. Roofs Over Semi - Heated Spaces' 'Refer to Section 1310 for quai-d5cationa and r.ttipemerds Notes: Minimum lasuli#cn R- vafuas .. t Cont:retelMtworev WAWttt Requirenu t$ In- , - -... on interior - mmdmum U- factor is Q.10 Om l .•, - on wearier ca intsgtal - maximum ti- feetor is .25 If pro '. -• qualifhts for C.oncrrteIMasonry Option, 11-• II4 with HC a • .0 IttuffroF below (outer watts must . opaque vita requirement.). Use deacrjptio •- : -• values from Table ■ • ' • in the Code. WM Ossalption . u- factor (including insulation - .: Iue & positicn4 vA AA IL r - Aiiiiik -----, . RECEIVED CITY OF TUKWILA DEC : f 9981 PERM! CENTER 09 •0300 yoi • E N'G,I N E E R 1.N December 29, 1998 Kyle A. Wong, Plan Review Engineer Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Wa. 98204 2A'( -c6 - -01q 3 RE: 52nd Avenue South Office Bldg. (D98 -0300) 15208 52nd Ave. So. Dear Mr. Wong, Attached are revised construction documents for the above referenced project. We have made corrections to the drawings in accordance with your Correction Notice dated October 2, 1998. Specifically the correction and/or comments are as follows: 1. S 1, Inspection, has been revised to indicate the welding of reinforcing steel. 2. Si, Reinforcing Steel, the 10" wall reinforcing indicates #4 @ 16" EF (each face). The each face implies a double curtain which does comply with the minimum reinforcing requirements of UBC 1914.3.3. No revision necessary. 3. Si, Sawn Lumber, the Beam & Post Fc allowable compression stress has been revised to indicate 1000 psi. 4. Response by others. 5. I have reviewed the plans and believe I have clarified the incomplete beam and column information 6. 11 /S7 the footing width has been revised to indicate 4' -0". 7. 11 /S7 indicates #4 @ 10 EF which equals 0.48 sq in per foot which is excess of the 0.38 sq in. required. No revision necessary. 8. It is my understanding that the UBC Appendix 1641 has not been adopted by the City of Tukwilla. And therefore this correction is not applicable. However, I have attached a calculation of the snow drift for your information. I believe Snow Drifting is not a governing load case at this location. 9a, 9b, & 9c. Calculation for the identified drag beams/drag struts are attached. 10a, & 10b. Calculations for the identified beams/drag struts are attached. 11. S4, The W2 lx beam designation (B2 -20) has been revised to a W24x 55. See the attached calculation. 12. S4, The W16x beam designation (B2 -32) has been revised to a W12x19. See the attached calculation. Structural and Civil Engineers 180 Nickerson St. Suite 302 Seattle. WA 98109 (206)285 -4512 Fax: 285 -0618 eteng@nwlink.con 0 E FEB - 9 1998 REID MIDDLETON 4 Page 2 December 29, 1998 13. S4, The W16x beam designation (B2 -33) has been revised to a W18x35. See the attached calculation. 14 S3, The missing beam designation (B1-41) has been indicated. 15a. S2, The beam calculation, B1-8, has been revised. See the attached calculation. 15b. S2, The beam designation (B1 -10) has been revised to W21x44. See the attached calculation. 15c. S2, The beam designation (B1 -19) has been revised to W24x55. See the attached calculation. 15d. S2, The beam designation (B1 -20) has been revised to W24x55. See the attached calculation 16. The identified beams are part of moment resisting frames. See the previously subrnitted lateral calculations for Frame P. 17. Beam B1 -34 has been deleted and a column added in its place. 18. Beam B1-40 has been deleted. See the attached partial framing plan over the crawl space and calculations. 19. A calculation for B1-38 is attached 20a. Calculations are attached for details 1 & 2/S6. 20b. I have design the connections per UBC 2213.6 item 2 and therefore the panel zone requirements of UBC 2213.7.2 is not applicable. See 20a. above. 21a. Attached are calculations indicating the diaphragm unit shears complying with the diaphragm connection restrictions. 21b. Attached are calculations indicating the required diaphragm chords and drag struts forces considering independent movement. The entire exterior of the building is ringed with steel beams (diaphragm chords). Page 3. December 29, 1998 22. Attached are calculations for wall 12.8. I believe that this resolves all of your concerns which are necessary to complete the structural plan review. If you have any further questions, please call. Sincerely Yours, CT Engineering cc: R. Preuss 00,,t 08 88 01: (.17p A GEomcky CONSULTANTS, INC. M"311Ereag•gbo..r MEMORANDUM TO COMPANY C..o tio ADDRE.:5::3 ? kr..3 5tre..d: 9S/Vg (4251747-8581 1.3256 NE 20t11311.3.1:, Suitt; I() Bellevue, WA 98005 • 206-747.‘5618 FAX 747-8561 • SUBJECT PcAlice-a ,C a I Prj i da, P.O. Box 2054 • Tnonia, WA 9$401 206-627-5990 FAX 627-2114 JN 42.5.:2A7 PAGE of DATE ..74-tlitZ/.)1?-15s FAX PHONE ce.e_e_aal.;:b1)Twkwile TL- %,.;) 11 T-A_Cle_. I r pe.- So. re.r, r, /6.3.7.__a6c 1-5 csai/ /2. cc: _C-LE.41.eitti"er /*Irk L2C6 1:4SC7660(FAX) gf?"( 12;Jjk ,fr.14.4.•° ) z'4.7...5 3 7/7 • C 'T N .:E E ..R.,1... N. 180 Nickerson St. Suite 302 Seattle, WA /D —Cf� 98109 Project: Date. (206) 285.4512 Client: Page Number ( (220606 ) 285.0618 64,/e- 10 a � Lao -Cam, . boo c-C L � , Gt/-, _ /60' P(A), w Z y0 0(!'4., v) TY -V �,(;tr e. ey:, /. 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FAX: (206) 285-0618 /rrY1 2 /a. 1.. g' .•) 24- 57-720 3 /t;0/ V N 4 y, • XI 99, S/ ✓ /O /,L /• 0244 envoi wg • 01146 Sri24.) w0 2,367 �/, Aa qc, w r V 40 er)0 )3' 7.5 z ' V ry t! o t% r Zi Z 3 2a 3 3 ) Za 0o-di 57gtd i WF v z 3 6 o 6,3J ,V6 e,Qc' is r/i,--cL-S54.0) 0 Mc-c-/ n/ 09-7 t I't/C Structural and Civil Engineers N G- 1 N .E. E R.`1;:.N :G- 180 Nickerson St Suite 302 //,.5 Seattle, WA i'roject: Date /G e 98109 (206) 285.4512 Client: Number FAX: Page g 3��� (206) 285.0618 /7Z-37 ce, A/T 4 m T • • • • 2 =g ,��•ao2. 2 G � // 1 2741/, ZP s 2' /3,4 / 7 42, 4-a 1/G- -Vied 4�, y,r �• 467 YS' /G39 • 'U44 L� y toV • • b 4 r. 4 • z Z $' 1 tt, p44-6.- 5 rrzA WF « . /ti Qic TYw #t),)— Fr (2) /'O.c1 el-' (2)(SoIY)14r'1 (e1,612) Z 4.42.6 Z 24 2a /. vfb-ly ',777-t)7 ' `iA ILA.m741r 340 >, . A44G. 5ritui 7NFL P e, ../.10`f N/!06' 5 Tn. ./0 D,c. iv A /? C.° R2 r? 0316"5 , ALL 4"' r r1G �/ F3¢io 22 3 dl. n� �i� t�T' '' 2 300 _ w; /. Am-4 - Structural and Civil Engineers Wfl. CT ENGINEERING Project: Date Client: Page Number AAC 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: (206) 285.0618 tvo R.41, - 33oo z 6/. 0 4t--7; -ys• iiC,, r Os• c 4714 a etv e 41. e7. 7iaz. 3C4 T?/;' Ti •.ii z z ...,, ,q. ,e.o.a. .24.. ...,10 z)„ ,r.„7 .., . .. 2 4 g 0 0 v ..... 47) • to' 0/09-Pdie14-60L4 5/724 ti.. 70, x 34ti .i-t2 9 IA)/ T21) /')ce a y 4.. -aCXc pi/ cc-1p. 111111111111:11111ri St roinfttral and fThrill Fa.i ) CT ni GI N EER • 1.41 G Project: Client: Date. .S ,4 g" Page Number 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285-0618 .2.71-41 2/a, etv-AJ /4o r7 to Gil° 900044 ..... 14. 7730 0 70 0 • So ' ge ,ro 04.0 z !O! • a st? 25 ' Z /7 51. I • V ,‘ • o fa, /.. '2)04 I A-,41-ao • 4 4 flt,e 4•41' • "730. 3o 2., 1 r • di ""'" s,40 7 00 ,09-vo 5279..4,/ r 4/4,4. '6- 2 7" 4 w At. 3 1, f-0-0 • Ottot& 5-77id) a 1/9 x iti< -z 64- 1 044-t• 5 /4-4) .7- 44 •,e 5°A. G S ' ■ • 9/ c/Apc. 7.--,4.a. • •17siao ,, I c• ,, y ' f 7. PS7, ..7 ')/ r -7- •4 9 . -A- 0 4054 /0 '▪ 34 a 4-oo 0,e46- 5/d Struntssral and ni.ro onmt ..... Df4-11, 14-2, ' V4 . . . • • /046 . . . . • ' . ' • • • . . • . • . • . • ; • •• DIAPHRAGM PANEL & NAILING SCHEDULE TYPE NAILING @ BLOCKING REQUIRED VALUE (PLF) 41.4 771 BOUNDARIES & CONT. EDGES OTHER EDGES FIELD 1 6" 6" 10"/12" NO ,r1 24 2.31/180 2'0 II . l0"/12" YES JZT 1 1 1 - 6" 10" YES -354° 4430 34‘b . .... 21/2" 4" 10" YES -we 71,0 .5:014 /NOTES 1. NAILS FOR PLYWOOD. PANELS SHALL BE 10d COMMON OR GALVANIZED BOX. 2. ALL SHEATHING SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO AND IN A STAGGERED PATTERN OR AS INDICATED ON DRAWINGS. • NAILING FOR DRAG STRUTS SHALL BE THE SAME AS FOR BOUNDARIES & CONTINOUS EDGES, FOR THE FULL LENGTH OF THE MEMBER. 14. FIELD NAILING: 10"/12" REFERS TO 10" NAILING 0 FLOOR, & 12" ! NAILING 0 ROOF. 5. NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 0 2 1/2". • . • • . . C- T E. 4 G.1N E.E R .1 N G: Project: Date' /G // % e Client: Page Number �1$ 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: (206) 285 -0618 in-r,1 Yu. 1 /,4 /Go No a ;.' . NO .40 tY' t"/CG 7-& 10 - t1. / rti,4 442 i /1= 61)7774;-)-1— e /Z-A 2 2S ilkii- 11: -,2,C— g o P-} P24 ya 417 v A) S or= Thz—' ',rn4) / '- 1 c-t. a •✓O Ant:- ZYL 77 -1-1p3 /S y `d %s i> z.4-'J Di /1'1 t \) S •D . . . . 0i v,gG /4 33• a.9. . c o..0 ea, z wr, ale / C 3. ,)..c) 7'10.1- / 41- ¢4-.4 z o. -. (o. 3 ` (2-)1%.0 t' >O> ,c,4-4, .7v e / >3• y. /7") ;S7.y 9G L 6/.7 ? I..7 z . £r',l a'� c.. cc./ /•SL r 3.� /d. Fr �S1° /.7 Structural and Civil Engineers N G 1 N 'E E'' R 1 N. Project: Client: Date' i G // .S 4v jtf /'�� Page Number 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285-0618 dot Dtr 1 ,,7(1)a 2-2 ?•3s� O 1#96014Y4 r v v ti V V V b ti) I Y 1:70 t ? ?.-r00 0 ) (,ti/it) V`' 4 / y Pageee & -r - sv aPt z- 4-o,( 61,74V 4/0 .4 4bO C11 GO/LGc S v' Rio i 67pGrZ /V} l�ti i.v & R /�S .� •Z n b>2, GoN G At/ 61-r, 5 L 61' ,6" Ltr OF 5JSjPJU & rAf`�— Gt t)/ed. o,c, 0 Structural and Civil Engineers C. T E.19•G_.1 WE E R1 N.G' Project: Date. / .g A Client: Page Number 180 Nickerson St, Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: (206) 285-0618 - 2-z-n4 ti -4. 2i �. GH-o2p ry a.a. /Jo/Zp b0 ✓716 / So �. (Gv• ce et-o 6'/ -1) Y L r-oYLGE —7 —7 —7 Aga. L9 AV '6 '7.7(i9) 3 S--S 012 L-' 44.) 6. '4' /-1--09-s S !Z-e C. v2 ec-wG Grp BLS 6 OtrL, /99 Gtr o -� 5 /) u 6- p ** Ci,' ' 'e , 44)/Z -Gee 'et / Structural and Civil Engineers C T E N.G -I N •E. P L L C Project: Client: Date: /,/ /Go/17& Page Number. /{ / S 780 Nickerson Si Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285-0618 1141.6 C/,z) „ 2 NQ /4-'(/• tc/z /f.. 4 /7,4700 (z ) L S7.7- O, G S (m. ZO) (G 0 ,) (e X /1) ('. ) yS z /o t 7C.3 oto () (- fw) •2Jc�) 9" 7.94- ( /�) 9 -2.1-- (/ z /7S. Z Io i je 614° > /3,5.t / > r /o ; G'G -17 . y1,- "- z 2d k z �• S Z 4,2744 /.a (/6.4- r 4V6z S7,LyC. d� i3S -S r. 5 ptm z /7!.�- t' 6`r. 9-- /?",) 453.6, tc iK... C /•.D 6.(4.1-( /) r a z /o .(C) (CG.4'> Q� Z • q ( ) (4,1) (e.5= ,4. 4G7, e t .try)• G g. Structural and Civil Engineers T N G 1 E.:E: R :1 'N - -G P L L C l'roject: Client: late• Page Number >f 180 Nickerson St Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: (206) 285.0618 Structural and Civil Engineers C T E N G I N E E R I N G `. P L L C Project: Date• Client: Page Number: Sr' s. 180 Nickerson St Suite 302 Seattle, WA 98109 1206) 285 -4512 FAX: 1'06) 285 -0618 Structural and Civil Engineers CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CONCRETE SHEAR WALL DESIGN TUKWILA OFFICE BLDG TUKWILA OFFICE BLDG GENERAL DATA LATERAL LOADS Total Wall Height = 36.00 ft Short Term Only Concrete Weight = 150.00 pcf Live not acting with Short Tern Overburden Wt. = 520.0 psf 10.40k ZICp -or- ZIC /Rw = 0.00 27.40 k Seismic Zone = 3 4.10 k Min Wall As:bending = 0.0000 Load Height - Wall Section Data - Bottom Analysis Height Wall Offset Wall Length Wall Thickness f'c: Concrete Fy: Reinforcing - Shear & Overturning - Vs : Story Shear Hs: Story Overturning Moments Lateral Acting Right....: Lateral Acting Left.... . Uplift@ Left End of Wall : Uplift @ Rt End of Wall . - Shear Analysis Effective Depth = .8 *L • Vu =Vs * Load Factor(s) . Vu : Applied Nu : Axial Hu : Moment Vc *.85 (11.10 &14.3) Vn:Max= 10 *f'c ^.2 *.85 Code Min Horiz As:Horiz o : ....Horiz Area .Max. Spacing Code Min Vert As:Vert % ....Vertical Area ...Max. Vertical Spacing : Governing ACI Equation Bending Analysis Ru= Hu /(thick *d ^2 *Phi) n = Fy /f'c /Beta As Req'd Each End Governing ACI Equation 36.00 ft 24.00 ft 12.00 ft #1 12 13 14 15 16 17 18 #9 110 WALL DESIGN TABLE of Wall 0.00 ft (datum) 8 8.00 in 3000 psi 60000 psi 41.90 k 1049 k -ft 1049k-ft 94 k Ok 6.40 ft 58.66 k 95.48 psi 85.1 k 1558.5 k -ft 55.2 psi 328.6 psi 0.0025 0.240 in2 18.00 in 0.0025 0.240 in2 18.00 in 9 -2 440.4 psi 23.53 4.99 in2 9 -2 3 VERTICAL LOADS Short Load Location Dead Live Term Vertical Horiz 10.0 k 10.0k 10.0 k 6.0k 6.0 k 6.0 k 4.5k 9.0 k 9.0k 24.0 ft 0.Oft 12.0 ft 0.0 ft 0.0 ft 0.Oft 24.0 ft 8.0 ft 12.0 ft 8.O ft 0.0 ft 8.0 ft Highest Wall Section 12.00 ft 24.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 8.00 ft 8.00 ft 0.00 ft 0.00 ft 8.00 in 8.00 in 0.00 in 0.00 in 3000 psi 3000 psi 3000 psi 3000 psi 60000 psi 60000 psi 60000 psi 60000 psi 37.80k 10.40k 0.00k 0.00 k 562 k -ft 125 k -ft 0 k -ft 0 k -ft -594k-ft -125k-ft 0 k-ft 0 k-ft 44k 5k Ok Ok 40k 1 Ok Ok 6.40 ft 6.40 ft 0.00 ft 0.00 ft 52.92 k 14.56k 0.00k 0.00k 86.13 psi 23.70 psi 0.00 psi 0.00 i 49.3k 13.4k 0.Ok 0.Ok 832.2k-ft 174.7k-ft 0.0k-ft 0.0k-ft 75.1 psi 89.1 psi 0.0 psi 0.0 psi 328.6 psi 328.6 psi 0.0 psi 0.0 psi 0.0025 0.0020 0.0000 0.0000 0.240 in2 0.192 in2 0.000 in2 0.000 in2 18.00 in 18.00 in 0.00 in 0.00 in 0.0025 0.0012 0.0000 0.0000 0.240 in2 0.115 in2 0.000 in2 0.000 in2 18.00 in 18.00in 0.00 in 0.00 in 9 -2 9 -2 9 -2 9 -2 235.1 psi 49.4 psi 0.0 psi 0.0 psi 23.53 23.53 0.00 0.00 2.53 in2 0.68 in2 0.00 in2 0.00 in2 9 -2 9 -2 9 -2 9 -2 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 l' . CT Engineering, Nickerson -St. Suite 302 Seattle, WA 981d9 Page: -f CONCRETE SHEAR WALL DESIGN TUKWILA OFFICE BLDG TUKWILA OFFICE BLDG continued) FOOTING DATA Ftg. Projection Left - Wall Length @ Base = Ftg. Projection Right = Total Footing Length = f'c = Fy Footing Width Footing Thickness Rebar Cover = Kern Distance ACI Load Factors ACI 9 -1 & 9 -2 DL = ACI 9 -1 & 9 -2 LL = ACI 9 -1 & 9 -2 ST = . Seismic = ST = ACI 9 -2 Group Factor = ACI 9 -3 Dead Load Fact = ACI 9 -3 Short Tern = UBC 1912.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 8.00 ft 8.00 ft 1 otal Vertical Loads 8.00 ft Overturning Moments... 24.00 ft No Lateral or Short Tern = -138.0 k -ft -220.2 k -ft 3000 psi Loads Applied To Left =-1217.9k-ft - 1853.5 k-ft 60000 psi Loads Applied To Right = 1153.9 k -ft 1467.1 k -ft 8.00 ft Resultant Ecc. From Footing Centerline.... 30 in No Lateral or Short Tern = -0 5 -0.58 ft 3 5I1 -in Loads Applied To Left = - .54 ft -4.93 ft Loads Applied To Right = 4.30 ft 3.90 ft 1.40 Soil Pressures... 1.70 Static Soil Press. @ Left = 1577 psf ✓ 2279 psf 1.70 Static Soil Press. @ Right = 1218 psf./ 1705 psf 1.10 Soil Pressures w/ Short Term Load Applied To Left, 0.75 @ Left Side of Footing = 2997 psf ' 4431 psf 0.90 @ Right Side of Footing = 0 psf 47 psf 1.30 Soil Pressures w/ Short Tern Load Applied To Right 1.40 @ Left Side of Footing = O psf o b o r 0 psf 0.90 @ Right Side of Footing = 2904 psf •,/ ' 44006 3867 psf OVERTORNING STABILITY Overturning Resisting Ratio Lateral Loads Applied to Left = 1185.9 k -ft 2902.4 k -ft 2.45 Lateral Loads Applied to Right= 1185.9 k -ft 2998.4 k -ft 2.53 ✓ ONE WAY SHEAR (BECK Governing Max. Vu /.85 2 *f'c ^.5 ACI Equation 9 -3 @ Left End of Footing = 81.97 psi 109.54 psi 9 -3 @ Right End of Footing= 72.98 psi 109.54 psi BEING DESIGN Min. As % = 0.0014 WALL & FOOTING STABILITY SUMMARY Service Loads ACI 9 -1 ACI 9 -2 & 9 -3 = 268.4k 382.5k 375.7k 4 % As Total Mu /Phi:Actual Ru Req'd As:Req'd ACI Eq. 9 -3 @ Left Edge of Footing 991.6 k -ft 196.1 psi 0.0034 8.66 in2 9 -3 @ Right Edge of Footing 881.3 k -ft 174.3 psi 0.0033 8.48 in2 V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 C T E `N G I .N E `E ,RI� N :.G - RETAINING WALL STRUCTURAL CALCULATIONS FOR 52 nd AVENUE SOUTH BUILDING 15208 52nd Ave. So. TUKWILA, WA. Client: ST Corporation 1200 So. 192nd St., Suite 300 Seattle, Wa. 98148 Architect: Rolf Preuss Associates 1809 7th Avenue, Suite 1000 Seattle, Wa. 98101 Structural and Civil Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285 -0618 FEB - 9 1998 REID MIDDLETON 66- 2. SANifARY PER ArN REE3AR ;• 485/1= ..4 e• 81.t. E<. 24.f —t 1 RI)—.7Q o, CANTILEVER RETAINING WALL SCHEDULE CONC. DIMENSIONS REINFORCING SIZES H A D C p vtRT. B.1rt5 TYPE 'A' vt*T. 9R TYPE 3' )4^P _ 5A*6 TYPE cC' PT& SAA6 TITS 'D' PTO. dAR'b fl f 's' FTC . TYPE 'F' DOUaLb • _cry y�r � ..i ..rte`' t . -,�.•. . A 4 (2) IS LAP 3' -m' • TYPE 'A' BARS TO t o T O G W A L L it - 1' 0' SOIL COVER T' CLR. (�T1VP9 ��� • r -r' Lip.+ ♦ G G C ,� Sh442 -e49 . 1' 0' FREE DRAINING GRANULAR FILL TYPE 'C' BAR 2'0 WEEP HOLES AT 8' -1,' O.C. OfL DEPTH 1 it CN TOE R -4=- 60 V TYPE 'D' BAR BASE - • TYPE 'B' BARS TO• i-I/2 i ,c £ �> ' -12'4; DRA N TILE 18TD HOCK rrPE-- 'F` -SAR • I-!EEL BA5E A)) A) se. C "JJ%') TYPE 'E' BAR WI Or? -- .�•`... /�j;�.d; . -~'� cam' CANTILEVER RETAINING WALL Wi . SCHEDULE >9 C {'NGINEERI.NG PLLC SCHEDULE RETAINING CANTILEVER w 0 0 L.i z 11 i At ti z 0 U z 0 a u wi rJ �fl V tt 1 ■q j Structural & Civil Engln.sra 180 Nickerson Street Suite 302 Seattle, WA 98109 208.285.4512 (V) 208.285.0818 (F) ctengenwlink.com SCHED8 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg / 4%0 WALL & FOOTING DATA Retained Height = 4.50 ft Wall Ht. above Soil = 0.50 ft Toe Width = 0.50 ft Heel Width = 2.25 ft Total Footing Width = 2.75 ft Footing Thickness = 14.00 in Key Depth = 0.00 in Key Width = Toe to Key Dist. _ SLIDING CHECK Ft9 /Soil Friction = Soil to Neglect = Lateral Pressure - Passive Pressure = - Friction Add'l Force Required = SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel = Allow. Ftg Shear = Factors of Safety: Overturning = Sliding = 0.00 in 0.00 ft Allowable Bearing = Active Lateral VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = Oplf ....Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA ADJACENT FOOTING 3000 psf Vertical Load 35.0 pcf Load Eccentricity = 0.0 pcf Footing Width = 0.0 pcf Ftg. CL to Wall = 0.0 :1 Vert. Position of Ftg. = 300.0 pcf ..Above /Below:[ + / -) = 130.0 pcf Spread Footing = 6.00 In FOOTING DESIGN Heel f'c = 3000 psi 61 psf Fir = 60000 psi 232 ft-/ Min. As Percent = 0.0014 1068 ft -1 Omit SP Under Heel ? No -836 ft -1 Toe Heel LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start = Dist to Load End = 0.40 Max Press. 0.00 in Slope Press. 562 1 Backfill Slope 417 1 Passive Press. 437 a Soil Density 0.0 / Soil Ht over Toe Origin of Force... 750.8 psf Soil Press. Mult. Toe 43.7 psf By ACI Eq 9 -1 = 1051 3000 psf Mu- Upward = 124 4.89 in Hu- Downward = 42 0.00 psi Mu- Design = 82 -3.06 psi One -Way Shear: 0.00 psf 0.00 plf 0.00 ft 0.00 ft • 0.0 , = 0.00 in = 0.00 ft • 0.00 ft • 0.0 ft ? No 14@ 93.11 psi Actual = 0.0 3.1 psi 1 5 @ Allowable = 93.1 93.1 psi 1 6 @ 2.02 :1 Cover over Rebar = 3.50 2.50 in 1 7 @ 1.52 :1 'd' = 10.50 11.50 in 1 8 @ Ru = Mu /bdA2 = 0.8 7.0 psi 1 9 @ WEARY OF FORCES & MOMENTS Overturning Moments I ft ft -1 13.61 12.42 in o/c 21.09 19.25 in o/c 29.93 27.33 in o/c 40.82 37.27 in o/c 48.00 48.00 in o/c 48.00 48.00 in o/c Resisting Moments ft ft -1 Active Soil Press. = 561.9 1.89 Soil over Heel = 0 0 Soil over Toe = -48.6 0.56 Sloped Soil @ Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = 0 0 Load @ Proj. Wall = 0.0 0.00 Averaged Stem Wts. = 0 0 Added Lateral Load = 0.0 0.00 Footing Weight = 0 0 Key Weight = 0 0 Vertical Component of Active Pressure 0 0 Totals = 513.3 1 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 1061.5 0 -27.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 0 828.8 32.5 0.0 0.0 0.0 0.0 0.0 0 -250.0 0 481.2 0.0 0 2.04 0.25 0.00 0.00 0.00 0.00 0.00 0 1.08 0 1.38 0.00 0.0 0.00 1034.4 ft -1 1092.5/ 1092.5/ 0 1692.0 8.1 0.0 0.0 0.0 0.0 0.0 0 -270.8 0 661.7 0.0 0.0 2091.0 ft -1 2091.0 ft -1 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 A CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ( continued) STEM SUMMARY Top Stem: From 0.00 ft to Top of Wall 8.00in Concrete w/ / 5 @ 16.00in, d= 6.1 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 902.4 <= Hn = 6234.5ft -/ Vu = 6.36 <= Vn = 93.11psi Interaction Value = 0.145 Second Sten From 2.00ft to 0.00ft 10.00in Concrete w/ 1 6 @ 10.00in, d= 7.6 f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.Oin Hu = 154.9 <= Hn = 16883.4ft -1 Vu = 1.13 <= Vn = 93.11psi Interaction Value = 0.009 Third Stec From 4.00ft to 2.00ft 10.00in Concrete w/ 1 5 @ 16.00in, d= 8.1 in f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Hu = 1.2 <= Hn = 8327.0ft -1 Vu = 0.00 <= Vn = 93.11psi Interaction Value = 0.000 ins 8 WW2NC. 1f.' v ..• 4 rdmo aS P 18 " Hor1z 10" CONC. 1' 6 10 " Vert PEdge =5 Et 18 " Hort z 10" CONC. x 5 • 16" Vert a Edge . 05 P 18 " Horiz in Fourth Sten From 6.00ft to 4.00ft 10.00in Concrete w/ 1 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.0in Hu = 0.0 <= Hn = 8327.0ft -1 Vu = 0.00 <= Vn = 93.11psi Interaction Value = 0.000 1, 6 HEEL (top) : 5 6► " o.e. TOE (bot) : a 5 P ' o.c. s 4 HORIZ. AS SHOWN 16' 1`- 8' V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height = Wall Ht. above Soil = Toe Width Heel Width Total Footing Width = Footing Thickness Key Depth Key Width Toe to Key Dist. SLIDING CHECK 6.50 ft 0.50 ft 1.00 ft 3.50 ft 4.50 ft 14.00 in 0.00 in 0.00 in 0.00 ft Ft9 /Soil Friction = 0.40 Soil to Neglect = 0.00 in Lateral Pressure = 1029# - Passive Pressure = 417# - Friction = 1222 1 Add'l Force Required = 0.0 1 SUMMARY Pressure @ Toe = 876.6 psf Pressure @ Heel = 481.6 psf Allowable Press. = 3000 psf Ecc. of resultant = 2.62 in Max. Shear @ Toe = 0.88 psi Max. Shear @ Heel = -8.03 psi Allow. Ftg Shear = 93.11 psi Factors of Safety: Overturning. = 3.39 :1 Sliding = 1.59 :1 Origin of Force... VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Wax Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load Dist to Load Start = Dist to Load End = ADJACENT FOOTING 0.00 psf 0.00 plf 0.00 ft 0.00 ft Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below:[ + / -] = 0.0 ft Spread Footing ? No Soil Press. Mult. By ACI Eq 9 -1 = Hu- Upward Hu- Downward = Mu- Design = One -Way Shear: Actual = Allowable = Cover over Rebar = 'd' Ru = Mu /bdA2 = SUMMARY OF FORCES Toe Heel f'c = 1227 674 psf Fy = 593 2786 ft -1 Hin. As Percent = 168 5077 ft -1 Omit SP Under Heel ? 425 -2292 ft -1 Toe Heel 1 4 @ 13.61 in o/c 0.9 8.0 psi 1 5 @ 21.09 19.25 in o/c 93.1 93.1 psi 1 6 @ 29.93 in o/c 3.50 2.50 in • 1 7 @ 40.82 37.27 in o/c 10.50 11.50 in 1 8 @ 48.00 48.00 in o/c 4.3 19.3 psi 1 9 @ 48.00 48.00 in o/c & MOMENTS 3000 psi 60000 psi 0.0014 No Overturning Moments ft ft -1 Resisting Moments ft ft -1 Active Soil Press. = 1028.6 2.56 Soil over Heel = 0 0 Soil over Toe = -48.6 0.56 Sloped Soil @ Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = 0 0 Load @ Proj. Wall = 0.0 0.00 Averaged Stem Wts. = 0 0 Added Lateral Load = 0.0 0.00 Footing Weight = 0 0 Key Weight = 0 0 Vertical Component of Active Pressure 0 0 Totals = 980.01 Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Renoved) 2628.7 0 -27.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 2253.3 65.0 0.0 0.0 0.0 0.0 0.0 0 -50.0 0 787.5 0.0 0.0 2601.7 ft-1 3055.81 3055.8 1 0 3.17 0.50 0.00 0.00 0.00 0.00 0.00 0 2.58 0 2.25 0.00 0.00 0 7135.6 32.5 0.0 0.0 0.0 0.0 0.0 0 -129.2 0 1771.9 0.0 0.0 8810.8 ft-1 8810.8 ft -1 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ( continued) STEM SUMMARY Top Stem: From 0.00 ft to Top of Wall 8.00in Concrete w/ # 5 @ 16.00in, d= 6.1 in. f'c= 3000.0psi, Fy= 60000.0psi *5 kb 18 Hort z Wall Wt.= 100.00psf, Bar Embed= 12.Oin Mu = 2722.1 <= Mn = 6234.5ft -I Vu = 14.35 <= Vn = 93.11psi Interaction Value = 0.437 10" CONC. 6 O 10" Vert o Edge •5 a 18 " Hori z Second Stem From 2.00ft to 0.00ft 10" CONC. 10.00in Concrete w/ # 6 @ 10.00in, d= 7.6 in; s a 16" Vert • Edge f'c= 3000.0psi, Fy= 60000.0psi ate Hartz Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 903.7 <= Mn = 16883.4ft -# Vu = 4.86 <= Vn = 93.11psi Interaction Value = 0.054 Third Sten From 4.00ft to 2.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 154.9 <= Mn = 8327.Oft -1 Vu = 1.00 <= Vn = 93.11psi Interaction Value = 0.019 Fourth Stem From 6.00ft to 4.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.19in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.Oin Mu = 1.2 <= Mn = 8327.0ft -# Vu = 0.00 <= Vn = 93.11psi Interaction Value = 0.000 HEEL (top) : +� i . ii ENN6lla: 5 a o.c. TOE(bot):' 5P "o.c. '► 4 HORIZ. AS SHOWN V4.4D (c) 1983 -96 EMERCALC CT Engineering, KW0602397 CT Engineering 180 Nickerson St., Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height = 8.50 ft Wall Ht. above Soil = 0.50 ft Toe Width = 1.17 ft Heel Width = 4.34 ft Total Footing Width = 5.51 ft Footing Thickness = 15.00 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction = 0.40 Soil to Neglect = 0.00 in Lateral Pressure = 1664 1 - Passive Pressure = 459 4 - Friction = 2187 , Add'l Force Required = 0.0 1 SUMMARY Pressure @ Toe = 1424.9 psf Pressure @ Heel = 559.9 psf Allowable Press. = 3000 psf Ecc. of resultant = 4.80in Max. Shear @ Toe = 2.48 psi Max. Shear 8 Heel = -12.92 psi Allow. Ftg Shear = 93.11 psi Factors of Safety: Overturning Sliding = 3.40 :1 1.59 :1 Origin of Force... VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End = 0.00 psf = 0.00 plf = 0.00ft = 0.00 ft ADJACENT FOOTING Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below:[ + / -) = 0.0 ft Spread Footing ? No Soil Press. Hult. By ACI Eq 9 -1 = Hu- Upward Mu-Downward = Hu- Design = One -Way Shear: Actual = 2.5 12.9 psi Allowable = 93.1 93.1 psi Cover over Rebar = 3.50 2.50 in 'd' = 11.50 12.50 in Ru = Hu /bd ^2 = 8.9 36.3 psi SUMMARY OF FORCES & MOMENTS Toe 1995 1307 242 1065 Heel f'c 784 psf Fy 7104 ft -1 Hin. As 12208 ft-/ Or3it SP -5104 ft-1 Overturning Moments ft ft -1 Percent = Under Heel ? Toe Heel 12.42 11.43 19.25 17.71 27.33 25.14 37.27 34.29 48.00 45.14 48.00 48.00 3000 psi 60000 psi 0.0014 No in o/c in o/c in o/c in o/c in o/c in o/c Resisting Moments ft ft -I Active Soil Press. = 1663.6 Soil over Heel = 0 Soil over Toe. = -53.6 Sloped Soil 8 Heel = 0 Adjacent Ftg. Load = 0.0 Surcharge Over Heel = 0 Surcharge over Toe = 0.0 Axial Load on Wall = 0 Load @ Proj. Wall = 0.0 Averaged Sten Wts. = 0 Added Lateral Load = 0.0 Footing Weight = 0 Key Weight = 0 Vertical Conponent of Active Pressure 0 Totals = 1610.0 1 3.25 0 0.58 0 0.00 0 0.00 0 0.00 0 0.00 0 0 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 5406.7 0 -31.3 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 0 0 4059.0 76.1 0.0 0.0 0.0 0.0 0.0 0 300.0 0 1033.1 0.0 0.0 5375.4 ft-1 5468.2 1 5468.2/ 0 3.67 0.59 0.00 0.00 0.00 0.00 0.00 0 1.50 0 2.76 0.00 0.00 0 14910.2 44.5 0.0 0.0 0.0 0.0 0.0 0 451.0 0 2846.2 0.0 0.0 18251.9 ft -1 18251.9 ft -1 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering Nickerson -St., Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ( continued) STET! SUMMARY Top Sten: From 0.00 ft to Top of Wall 8.00in Concrete w/ 15 @ 12.00in, d= 6.1 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 15.0in Mu = 6088.8 <= Mn = 8206.3ft -I Vu = 25.54 <= Vn = 93.11psi Interaction Value = 0.742 Second Stec From 2.00ft to 0.00ft 8.00in Concrete w/ 15 @ 16.00in, d= 6.1'in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 2723.4 <= Mn = 6234.5ft -I Vu = 14.35 <= Vn = 93.11psi Interaction Value = 0.437 in 8" CONC. * 5 e 12" Vert a Edae, •5 a 18 - Horiz -^'�`� 8" CONC. or 5 e 16" Vert e Edge 05 18 " Horiz Third Stem From 4.00ft to 2.00ft 8.00in Concrete w/ 15 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 903.7 <= Mn = 6234.5ft -I Vu = 6.36 <= Vn = 93.11psi Interaction Value = 0.145 Fourth Stem From 6.00ft to 4.00ft 8.00in Concrete w/ 15 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.Ossi Wall Wt.= 100.00psf, Bar 'li,-d= 6.0in Mu = 154.9 <= Mn = 6234.5ft -I Vu = 1.58 <= Vn = 93.11psi Interaction Value = 0.025 HEEL (top) : r 5 € " o.c. TOE (bot) : a 5 le - o.c. 4HORIZ. AS SHOWN gi EMU L 6r 16" V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 '' (:T Engineering_ Nickerson t. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height = 10.50 ft Wall Ht. above Soil = 0.50 ft Toe Width = 1.50 ft Heel Width = 5.17 ft Total Footing Width = 6.67 ft Footing Thickness = 17.00 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ft9 /Soil Friction = Soil to Neglect Lateral Pressure - Passive Pressure - Friction Add'l Force Required SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning = 3.32 :1 Sliding = 1.52 :1 0.40 • 0.00 in • 2485 1` • 551 • 3224 1 • 0.01' = 1756.2 psf • 660.4 psf = 3000 psf • 6.05 in • 4.69 psi _ -16.62 psi • 93.11 psi Origin of Force... Active Soil Press. Soil over Heel Soil over Toe = Sloped Soil @ Heel Adjacent Ftg. Load = Surcharge Over Heel Surcharge over Toe Axial Load on Wall = Load @ Pro j. Wall Averaged Sten Wts. Added Lateral Load = Footing Weight = Key Weight Vertical Component of Active Pressure VERTICAL LOADS Axial DL on Stem = 0 plf Axial DL on Sten = Oplf ....Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start = Dist to Load End = ADJACENT FOOTING 0.00 psf 0.00 plf 0.00 ft 0.00 ft Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below:( + / -) = 0.0 ft Spread Footing ? No Soil Press. Mull. Toe By ACI Eq 9 -1 = 2459 Nu- Upward = 2637 Mu-Downward = 437 Hu- Design = 2200 One -Way Shear: Actual = 4.7 Allowable = 93.1 Cover over Rebar = 3.50 'd' = 13.50 Ru = Mu /bd 42 = 13.4 SUMMARY OF FORCES & MOMENTS Heel f'c 925 psf Fy 11820 ft -1 Min. As Percent 20767 ft -/ Omit SP Under Heel -8947 ft -/ Toe = 3000 psi • 60000 psi • 0.0014 ? No Heel 1 4 @ 10.58 9.85 in o/c 16.6 psi 1 5 @ 16.40 (-1 ) in o/c 93.1 psi 1 6 @ 23.28 `21:67 in o/c 2.50 in 1 7 @ 31.75 29.56 in o/c 14.50 in 1 8 @ 41.80 38.92 in o/c 47.3 psi 1 9 @ 48.00 48.00 in o/c Overturning 44onents 1 ft ft -1 Resisting Moments ft ft -1 2485.1 3.97 0 0 -64.3 0.64 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0 0 0 0 Totals = 2420.8 1 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 9871.5 0 -41.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 5919.6 97.5 0.0 0.0 0.0 0.0 0.0 0 625.0 0 1417.4 0.0 0 4.50 0.75 0.00 0.00 0.00 0.00 0.00 0 1.92 0 3.34 0.00 0 26647.8 73.1 0.0 0.0 0.0 0.0 0.0 0 1197.9 0 4726.9 0.0 0.0 0.00 0.0 9830.4 ft -1 8059.4/ 8059.4/ 32645.8 ft -1 32645.8 ft -1 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 9811:19 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg /o l ( continued) STEM SUMMARY Top Ste*: From 0.00 ft to Top of Wall 10.00in Concrete w/ # 6 @ 12.00in, d= 7.6 f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 19.6in Hu = 11478.5 <= Mn = 14240.8ft -# Vu = 31.64 <= Vn = 93.11psi Interaction Value = 0.806 Second Ste* From 2.00ft to 0.00ft 10.00in Concrete w/ 1 5 @ 16.00in, d= 8.1 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 14.9in Mu = 6090.1 <= Mn = 8327.0ft -# Vu = 18.51 <= Vn = 93.11psi Interaction Value = 0.731 Third Ste* Fron 4.00ft to 2.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.O0psf, Bar Embed= 12.0in Hu = 2723.4 <= Hn = 8327.0ft -# Vu = 10.25 <= Vn = 93.11psi Interaction Value = 0.327 In io" CONC. s 6e 12 "Y • 5 18 " Horiz 10" CONC. • 5 e' 16" Vert • Edge in"5 tt 18 " Horiz Fourth Ste* From 6.00ft to 4.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 in f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.0in Mu = 903.7 <= Hn = 8327.Oft -# Vu = 4.41 <= Vn = 93.11psi Interaction Value = 0.109 HEEL (top) : • S a+ " o.c. TOE(bot):• 5 "o.c. 4 HORIZ. AS SHOWN is t. :Y ' 2 2r '4"' 1 N N S tLikOlti.LL7k. L c- 7" m V4.4D (c) 1983 -96 Et1ERCALC CT Engineering, KW0602397 CT :.EYNG1:N.E.ER I N.G PLLC (i) to 314' 1 -r ( . 11-IN ` \ ■ t ea 4 s3 ) d $t\ a 4 mu e) 0 41- .13\1- v inIQ 1 N N t)\ r m4 J A o t \ '4% V 14 Z 17 cS til r• N `la- d..1 u -. ,. fil ct M -‘iN z -.1-. 4cr 1 ,., -,„ 0 4 � si. \5 vi \i, --NA •,1 vi --.r. Structural & Civil Engineers 180 Nickerson Street Suite 302 Seattle, HA 98109 208.285.4512 (V) 208.285.0618 (F) cteng®nwlink.com L., 45 Al o /Pow K\11- 4i r E Q z SCHED8 w . v d d 1 w .• A A . .. r r , ,, ' Structural & Civil Engineers 180 Nickerson Street Suite 302 Seattle, HA 98109 208.285.4512 (V) 208.285.0618 (F) cteng®nwlink.com L., 45 Al o /Pow K\11- 4i r E Q z SCHED8 CANTILEVER RETAINING WALL SCHEDULE CONC. DIME I{ IONS REINFORCING SIZES c „ UG..., H A 5. C p ve*atT. aAFSa MM.:A' VdRT. SAPlS rr `3' i•, 5ARS T RE 'C' PTb. BA*b TI-PE 'fl' PM. 5.4,25 TY,s 3' PTa. SARIS rrl E r .�I - 1 v . 1 - �,,.. _, 11 -- v Il � OAK Deta A•64 n1_ ?2 (2) °5 Gory • LAP 3' -0' TYPE "C' BAR 2`• WEEP NOLE AT 8' -m' O.C. •0 N SOIL DEPTH ON TOE • i■B' TYPE 'D' BA BASE - 3' r gTo HOOK ,?r TYPE' 'A' ,BADS TO TOP OF WA:t 1' 0' SOIL COVER,/ 2' y4L �'4/>t�LG /1.-S I' 0' FREE DRAINING GRANULAR FILL TYPE 'B' BARS 1 O.y ; P. T-' BAR !/PG'' to file 0/.;'M ,J $11 a %),-..t.772., 5 --�- ry gi: 6477.r 'E' 5AR may' / r e f / / J •'�' ' ma/ r� CANTILEVER RETAINING WALL W/ SCHEDULE & SCALE: 3/4' " 1' - 0' a" 7 :v� • 1, .;,., W; ,.. C T E N .G 1 N •E E'R1:•N _G 180 Nickerson r Suite 302 P L L C Seattle. W.\ Project: Date: / Y/ /S / / 9 e. 98109 (206) 285 -4512 FAX Client: Page Number: (' 06) 285.0618 PA 2•ciN r✓o r //26-7- -1." /OA, s 3 S .hG U 0IC./f At "- , �o . s 3000 �s� Gaol '34-7 td c / l) 7Z 64-e i 7So 7�T". /•7 —7 —7 io P G-nx. r Gov ,a z /� 7 S 4c/p-7.— 3) L 3(•)(es)`) BSc /e., �ttf 2 o.¢o ny■id- • •o Structural and Civil Engineers C T E : N : G. • 1. •N.. E E. R -1 N ' G P t. t. C Project: Date: 180 Nickerson S Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Client: Page Number: (206) 285.0618 • GOOD z 2 x �a b ,.v 2 fr-f& (g- eP X &c 4,c1 t4 %(35) 6 1.t s�qs- ✓' , /7D S z 9, 0, G.✓ 47711e '3'7 ?Q. CJ 6-12G 4-tiG ¢ 3S.S /¢0G. c S/ , / 7033.1 ____ H r /a rIP 09-v77) i,SS/ i.7Sy.�.� 140 .S,y3 /•1441C.1/ WJ4-7/i7 /, 0.9Y 1.S/3•,0v.. /.61/3.le 1.72/ (.e . ray L' tr r� a 414.. T» n AL S e( /0' 10 " • ✓ lI Io~ 1/0 H,,l)) 1?" e I/ r H Structural and Civil Engineers CT Engineering Nickerson t. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height = 4.50 ft • 2.00 ft • 0.33 ft = 4.00ft = S 4 4.33 ft 4 n = 0.00 in = 0.00 in 0.00 ft Wall Ht, above Soil Toe Width Heel Width Total Footing Width Footing Thickness Key Depth Key Width Toe to Key Dist. _ SLIDING CHECK Ftg /Soil Friction = Soil to Neglect = Lateral Pressure = - Passive Pressure = - Friction Add'' Force Required = SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding 0.40 0.00 in 1127 1 01 13521 0.0 1 Origin of Force... VERTICAL LOADS Axial DL on Sten = Axial DL on Sten = ...Eccentricity = Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 0.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS 0 plf Lateral Load Acting on 0 plf Sten Above Soil 0.00 in Add ' l Lateral Load Dist to Load Start Dist to Load End = ADJACENT FOOTING 125.00 psf 70.00 plf 0.00 ft 4.50 ft Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ..Above /Below:( + / -) = 0.0 ft Spread Footing ? No 2180.4 psf Soil Press. Hult. Toe Heel f'c 0.0 psf By ACI Eq 9 -1 = 3053 0 psf Fy 3000 psf Mu- Upward = 160 1526 ft -1 Min. As Percent 13.58 in Mu- Downward = 18 5911 ft -I Onit SP Under Heel 0.00 psi Hu- Design = 142 -4385 ft -1 -13.64 psi One -Way Shear: 93.11 psi Actual = 0.0 13.6 psi Allowable = 93.1 93.1 psi 1.92 :1 Cover over Rebar = 3.50 2.50 in 1.20 :1 'd' = 10.50 11.50 in Ru = Mu /bd ^2 = 1.4 36.8 psi SUMMARY OF FORCES & MOi4EHTS Overturning Moments 1 ft ft -1 14@ r-60 1 8@ 119@ = 3000 psi • 60000 psi • 0 ? No /4" Toe Heel 15.87 14.49 4n o/c y 24.60/ 22.46 in o/c o, yg 34.92 31.88 in o/c ./ 47.62 43.48 in o/c 48.00 48.00 in o/c 48.00 48.00 in o/c Resisting Moments 1 ft ft -1 Active Soil Press. = 561.9 Soil over Heel = 0 Soil over Toe = -48.6 Sloped Soil @ Heel = 0 Adjacent Ftg. Load = 0.0 Surcharge Over Heel = 0 Surcharge over Toe = 0.0 Axial Load on Wall = 0 Load @ Pro j. Wall = 250.0 Averaged Sten Wts. = 0 Added Lateral Load = 315.0 Footing Weight = 0 Key Weight = 0 Vertical Conponent of Active Pressure 0 Totals = 1078.3 1.89 0 0.56 0 0.00 0 0.00 0 6.67 0 3.42 0 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Removed) 0 1061.5 0 -27.0 0 0.0 0 0.0 0 1666.7 0 1076.3 0 0 1950.0 21.5 0.0 0,0 0.0 0.0 0.0 0 650.0 0 757.7 0.0 0 0,0 3777.4 ft-1 3379.2 3379.2 1 0 2.66 0.17 0.00 0.00 0.00 0.00 0.00 0 0.66 0 2.17 0.00 0 5193.5 3.5 0.0 0.0 0.0 0.0 0.0 0 431.2 0 1640.5 0.0 0.00 0.0 7268.7 ft -1 7268.7 ft -/ (continued on next page....) V4.4D (c) 1983-96 ENERCALC CT Engineering, KW0602397 CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg 4.;,0" ( continued) STEM SOMMNRY Top Step: From 0.00 ft to Top of Wall 8.00in Concrete w/ 15 @ 16.00in, d= 6.1 in f'c= 3000.Opsi, Fy= 60000.0ppsi Wall Wt.= 100.00psf, Bar Eabed= 6.6in Hu = 4338.5 <= Hn = 6234.5ft -¢ Vu = 18.16 <= Vn = 93.11psi Interaction Value = 0.696 8" CONC. i q" 1A "Y a. Pip.. +r5 18 " Horiz HEEL (top) : 5 4 " o.c. TOE (bot) : • 4 HORIZ. AS SHOWN - 3 3/ 16" \ON V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering Nickerson St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height Wall Ht. above Soil Toe Width Heel Width Total Footing Width Footing Thickness ,( Key Depth Key Width Toe to Key Dist. _ SLIDING CHECK Ftg/Soil Friction = Soil to Neglect Lateral Pressure = - Passive Pressure - Friction = Add'l Force Required SUMMARY Pressure @ Toe = Pressure @ Heel Allowable Press. Ecc. of resultant = Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding = 6.50 ft = 2.00 ft = 0.33 ft = 6.00 ft _ > 6.33 ft =iild-rgin = 0.00 in 0.00 in 0.00 ft VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ....Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf 0.40 Max Press. = 0.0 pcf 0.00 in Slope Press. = 0.0 pcf 1484 1 Backfill Slope = 0.0 :1 0 1 Passive Press. = 0.0 pcf 2594 1 Soil Density = 130.0 pcf 0.0 / Soil Ht over Toe = 6.00 in FOOTING DESIGN 1706.9 psf 342.4 psf 3000 psf 8.43 in 0.00 psi -9.15 psi 93.11 psi 4.46 :1 1.75 :1 Origin of Force... Active Soil Press. _ Soil over Heel Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load @ Proj. Wall Averaged Sten Wts. Added Lateral Load Footing Weight Key Weight Vertical Conponent of Active Pressure LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start Dist to Load End = ADJACENT FOOTING Vertical Load = Load Eccentricity = Footing Width = Ftg. CL to Wall = Vert. Position of Ftg. ...Above /Below:[ + / -] = Spread Footing ? Soil Press. Mult. By ACI Eg 9 -1 = Mu- Upward Mu- Downward = Hu- Design = One -Way Shear: Actual = 0.0 Allowable = 93.1 Cover over Rebar- = 3.50 'd' = 10.50 Ru = Hu /bdA2 = 1.1 49.3 psi SUMMARY OF FORCES & EMITS 0.00 psf 70.00 plf 0.00 ft 6.50 ft 0.0/ 0.00 in 0.00 ft 0.00 ft 0.0 ft No Toe Heel f'c 2390 479 psf Fy 128 14447 ft-1 Win. As Percent 18 20309 ft -1 Omit SP Under Heel 110 -5862 ft-/ Toe 9.1 psi 1 5 @ 24.60 93.1 psi 1 6 @ 34.92 2.50 in 1 7 @ 47.62 11.50 in 1 8 @ 48.00 I 9 @ 48.00 Overturning foments ft ft -1 • 3000 psi • 60000 psi • LDo±r i. o i /9' ? No Heel 14.49 22.46 31.88 43.48 48.00 48.00 in o/c in o/c AS(?)2.. in o/c in o /c . in o/c in o/c Resisting Moments ft ft -# 1028.6 2.56 0 0 -48.6 0.56 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 455.0 4.42 0 0 0 0 0 0 Totals = 1435.0 , Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Renoved) 2628.7 0 -27.0 0 0.0 0 0.0 0 0.0 0 2009.6 0 0 4506.7 21.5 0.0 0.0 0.0 0.0 0.0 0 850.0 0 1107.7 0.0 0 0.0 4611.3 ft -1 6485.9 6485.9 1 0 3.66 0.17 0.00 0.00 0.00 0.00 0.00 0 0.66 0 3.17 0.00 0.00 0 16509.4 3.5 0.0 0.0 0.0 0.0 0.0 0 563.8 0 3506.0 0.0 0.0 20582.8 f t -1 20582.8 ft-/ (continued on next page....) V4.4D (c) 1983 -96 EIIERCALC CT Engineering, KW0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg G o N ( continued) STEM SUMMARY Top Sten: From 0.00 ft to Top of Wall 8.00in Concrete w/ 1 5 @ 10.00in, d= 6.19in. f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 6.0in Hu = 5014.2 <= Hn = 9745.5ft -1 Vu = 23.85 <= Vn = 93.11psi Interaction Value = 0.515 8' CONC. - t5 ♦i� Hertz tlEd90 1 • • 1m 1� HEEL:(top) c +. :5 a. - o.C. . . . . • . TOE (bot) . • 5 '^ o:C.' ' ... • . . .. . . . •". .4H0QIZ.AS SHOWN• 6 1'- 10 1• Y' 6/ 4- . . . . . . . . . . . . . . . . . C- 3 3/ 16^ V4.4D (c) 1983 -96 EHERCALC CT Engineering, KW0602397 J • • CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg e ; O WALL & FOOTING DATA Retained Height = 8.50 ft Wall Ht. above Soil = 2.00 ft Toe Width = 0.33 ft Heel Width = 8.00 ft Total Footing Width = a 8.33 ft Footing Thickness =il .1,4:O0 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction = 0.40 Soil to Neglect = 0.00 in Lateral Pressure = 2230 4 - Passive Pressure = 0 f - Friction = 4013 4 Add'l Force Required = 0.0 4 SORRY - Pressure @ Toe = 1730.9 psf Pressure @ Heel = 677.9 psf Allowable Press. = 3000 psf Ecc. of resultant = 7.28 in Max. Shear 8 Toe = 0.00 psi Max. Shear 8 Heel = -12.88 psi Allow. Ftg Shear = 93.11 psi Factors of Safety: Overturning = 5.22 :1 Sliding = 1.80 :1 Origin of Force... VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 0.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End ADJACENT FOOTING Vertical Load Load Eccentricity = Footing Width = Ftg. CL to Wall Vert. Position of Ftg. .Above /Below:[ + / -] _ Spread Footing ? Soil Press. Holt. Toe By ACI Eq 9 -1 = 2423 Mu- Upward = 131 Mu- Downward = 18 Hu- Design = 113 One -Way Shear: Actual = 0.0 12.9 psi Allowable = 93.1 93.1 psi Cover over Rebar = -3.50 2.50 in = 10.50 11.50 in Ru = Hu /bd ^2 = 1.1 92.7 psi SUMMARY OF FORCES & MOMENTS Heel f'c 949 psf FX 37151 ft -1 Min. 48185 ft -4 Omit -11034 ft-1 0verturning Moments ft ft -1 0.00 psf 70.00 plf 0.00 ft 8.50 ft 0.0 1 0.00 in 0.00 ft 0.00 ft 0.0 ft No = 3000 psi = 60000 psi As Percent = SP Under Heel ? Toe Heel 15.87 24.60/ 34.92 47.62 48.00 48.00 tO 8.31 in o/c 12.88 in o/c 24,„L- Trig in 24.92 in o/c 32.81 in o/c 41.53 in o/c Resisting Moments ft ft -1 Active Soil Press. = 1635.3 3.22 Soil over Heel = 0 0 Soil over Toe = -48.6 0.56 Sloped Soil 8 Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = , 0 0 Load 8 Proj. Wall = 0.0 0.00 Averaged Sten Wts. = 0 0 Added Lateral Load = 595.0 5.42 Footing Weight = 0 0 Key Weight = 0 0 Vertical Component of Active Pressure 0 0 Totals = 2181.7 1 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Removed) 5269.2 0 -27.0 0 0.0 0 0.0 0 0.0 0 3222.9 0 0 0 8465.1 ft -4 0 8103.3 21.5 0.0 0.0 0.0 0.0 0.0 0 450.0 0 1457.7 0.0 0.0 10032.5 1 10032.5 1 0 4.66 0.17 0.00 0.00 0.00 0.00 0.00 0 0.66 0 4.17 0.00 0.00 0 37788.5 3.5 0.0 0.0 0.0 0.0 0.0 0 298.5 0 6071.5 0.0 0.0 44162.1 ft -1 44162.1 ft -i (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg e gp ( continued) STE44 SUMMARY Top Stea: From 0.00 ft to Top of Wall 8.00in Concrete w/ i 6 @ 10.00in, d= 5.6 f'c= 3000.0psi, Fy= 60000.Opsi Wall Wt.= 100.00psf, Bar E Hu = 10008.4 <= Hn = 12131.4ft -I Vu = 42.09 <= Vn = 93.11psi Interaction Value = 0.825 Second Sten From 2.00ft to 0.00ft 8.00in Concrete w l 5 @ 16.00in, d= 6.1 f'c= 3000.0psi, Fy= 60b00.Opsi Wall Wt.= 100.O0psf, Bar Embed= Mu = 5015.4 <= Hn = 6234.5ft -I Vu = 23.85 <= Vn = 93.11psi Interaction Value = 0.804 in 8" CONC. * 60 10 "Y '05 a 18 " Hori z 8" CONC. * 50 16" Vert a Edge in -5'P 18 - Horiz Third Stea From 4.00ft to 2.00ft 8.00in Concrete i 1 .00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed =; Hu = 2002.2 <= Hn = 6234.5ft-I Vu = 12.94 <= Vn = 93.11psi Interaction Value = 0.321 Fourth Stea From 6a t to 4.00ft 8.00in Concrete w5 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 1.0in Hu = 494.0 <= Hn = 6234.5ft -I Vu = 5.23 <= Vn = 93.11psi Interaction Value = 0.079 HEEL (top) : # 5 " o.c. TOE (bot) : 5 P " o.c. s 4HORIZ. AS SHOWN 8'- 3 3, 16" '" it/ / 0 j V4.4D (c) 1983 -96 EHERCALC CT Engineering, KW0602397 n r. I z 1. 1 t 3 e 2 3! . v 4" " t6" ' " J ' • ' ll/ N a a N 1J w V TV li ae 11 Third Stea From 4.00ft to 2.00ft 8.00in Concrete i 1 .00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed =; Hu = 2002.2 <= Hn = 6234.5ft-I Vu = 12.94 <= Vn = 93.11psi Interaction Value = 0.321 Fourth Stea From 6a t to 4.00ft 8.00in Concrete w5 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 1.0in Hu = 494.0 <= Hn = 6234.5ft -I Vu = 5.23 <= Vn = 93.11psi Interaction Value = 0.079 HEEL (top) : # 5 " o.c. TOE (bot) : 5 P " o.c. s 4HORIZ. AS SHOWN 8'- 3 3, 16" '" it/ / 0 j V4.4D (c) 1983 -96 EHERCALC CT Engineering, KW0602397 1 • CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING W DESIGN Tukwila Office Bldg ;/ • WALL & FOOTING DATA Retained Height = 10.50 ft Wall Ht. above Soil = 2.00 ft Toe Width = 0.67 ft Heel Width = 10.00 ft Total Footing Width - 10.67 ft Footing Thickness Fl- 16sOl in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction = Soil to Neglect Lateral Pressure - Passive Pressure - Friction Add'l Force Required SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding 0.40 0.00 in • 31851 • 03 = 6201 • 0.0 1 = 1913.1 psf = 992.7 psf = 3000 psf = 6.76 in = 0.00 psi = -15.67 psi = 93.11 psi • 6.11 :1 = 1.95 :1 Origin of Force... Active Soil Press. Soil over Heel Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall = Load @ Proj. Wall Averaged Stem Wts. Added Lateral Load = Footing Weight = Key Weight Vertical Component of Active Pressure Totals VERTICAL LOADS Axial DL on Sten Axial DL on Sten ...Eccentricity Surcharge over Toe = Surcharge over Heel = Note: Toe Surcharge Resists Note: Heel Surcharge Resists SOIL DATA Allowable Bearing Active Lateral = Max Press. _ Slope Press. Backfill Slope = Passive Press. Soil Density = Soil Ht over Toe 0 plf 0 plf 0.00 in 0.0psf 0.0psf Overturning Overturning Soil Press. Hult. By ACI Eg 9-1 = Mu- Upward = Mu- Downward = Hu- Design One -Way Shear: Actual = 0.0 15.7 psi Allowable = 93.1 93.1 psi Cover over Rebar = 3.50 2.50 in 'd' = 12.50 13.50 in Ru = Mu /bd ^2 = 3.6 110.7 psi SUMMARY OF FORCES & MOMENTS 3000 psf 35.0 pcf 0.0 pcf 0.0pcf 0.0 :1 0.0pcf 130.0 pcf 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start = Dist to Load End ADJACENT FOOTING 0.00 psf 70.00 plf 0.00 ft 10.50 ft Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below:[ + / -] = 0.0 ft Spread Footing ? No Toe Heel f'c 2678 1390 psf Fy 595 73893 ft -I Min. As Percent 83 92052 ft-1 Omit SP Under Heel 512 -18160 ft -I Toe 13.33 20.67 29.33 40.00 48.00 48.00 overturning Moments 1 ft ft -1 • 3000 psi = 60000 psi • 0.0012 ? No Heel 5.90 in o/c 9.15 in o/c x.99- in o/c 17.71 in o/c 23.32 in o/c 29.51 in o/c Resisting Moments ft ft-1 2450.5 3.94 0 0 -58.8 0.61 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 735.0 6.58 0 0 0 0 0 0 = 3126.7 I Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 9665.8 0 -35.9 0 0.0 0 0.0 0 0.0 0 4838.8 0 0 0 12512.5 43.6 0.0 0.0 0.0 0.0 0.0 0 812.5 0 2134.0 0.0 0 0.0 14468.6 ft-/ 15502.5 I 15502.5 0 6.09 0.34 0.00 0.00 0.00 0.00 0.00 0 1.09 0 5.34 0.00 0.00 0 76159.4 14.6 0.0 0.0 0.0 0.0 0.0 • 0 882.9 0 11384.8 0.0 0.0 88441.7 ft -I 88441.7 ft -I (continued on nert page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 .• r CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg /0 ; p ( continued) STEM SUMMARY Top Stem: From 0.00 ft to Top of Wall 10.00in Concrete w/ j 7 @ 10.00in, d= 7.5; in. 10 ;c.9"c.,,," „_ o f'c= 3000.Opsi, Fy= 60000.Opsi,,- #s 18 Horii • Wall Wt.= 125.00psf, Bar Embed = 22.1i Hu = 17459.6 <= Hn = 22208.6ft- Vu = 44.49 <= Vn = 93.11psi to °colic. Interaction Value = 0.786 f 6 e 10" Vert P Edge 05.18 -Horiz Second Stem From 2.00ft to 0.00ft 10.00in Concrete w/ j 6 @ 10.00in, d= 7.6 in f'c= 3000.Opsi, Fy= 60000.Opsi 10 "CONC. Wall Wt.= 125.O0psf, Bar Embed �14.2in .05 5s Hon 6 Vert P Ed Mu = 10009.6 <= Mn = 16883.4ft- Vu = 30.19 <= Vn = 93.11psi Interaction Value = 0.593 CO Third Stem From 4.00ft to 2.00ft 10.00in Concrete w/ 1 5 @ 16.00in, d= 8.1 f'c= 3000.Opsi, Fy= 60000.Opsi Wall Wt.= 125.O0psf, Bar Embed - Hu = 5015.4 <= Hn = 8327.Oft -I Vu = 17.43 <= Vn = 93.11psi Interaction Value = 0.602 Fourth Stem From 6.00ft to 4.00ft 10.00in Concrete w/ / 5 @ 16.00in, d= 8.1 in f'c= 3000.Opsi, Fy= 60000.0 psi Wall Wt.= 125.O0psf, Bar Hu = 2002.2 <= Hn = 8327.Oft -# Vu = 9.38 <= Vn = 93.11psi Interaction Value = 0.240 In HEEL (top) : a 5 • " o.c. TOE (bot) : a 5 • " o.c. • 4 HORIZ. AS SHOWN 1r L 10 - V4.4D (c) 1983-96 ENERCALC CT Engineering, KW0602397 CITY OF TUKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 PROJECT tt: ID ! * - O"300 H-lla (Required only if outside City of Tukwila water utility district) r :. BART A:. Ira be completed by applicant) a. . . and size of main): Site Address (Attach map and Legal Description showing hydrant location J52_0 ' '2nt? I -vt3nvr S. Owner Information: Agent/Contact Person: Name: S S.T. C v.-(0 ...,A,T) Or? Name: (2AGIFIC, f. ntgr7r 12P7t7 ld65ll(7 P1C. Address:4PC) S. J )'1 ST SViry 360 Phone: CGA- k,..hr- 91n ey 206. 431 -7' 70 Address: j .0.0 S , 1 °12 n (D) 5 47Y' 3OO Phone: SSA, O 141( This certificate is for the purposes of: 1❑ Residential Building Permit ❑ Preliminary Plat CI Short Subdivision la Commercial /Industrial Building Permit ❑ Rezone ❑ Other Estimated number of service connections and meter size(s): 2 E.A. - i' t izlI Vehicular distance from nearest hydrant to the closest point of structure %• ft. Area is served by (Water utility district): ("))Sr. Z5 /�Signatur� Date: C,15.c z 3 /99P -PART B : :: (To be:completed by. water utility district). . I The proposed project is located within . ' L., 1 /, • .6. , JA,-- (City /County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: I s y '141.(J S.-r vA-r (.1c R-..., ✓ A- , t �' L- g rfrc"_. `t:47I r-- Ir, .rte-. f0 i Use separate sheet if more room is needed Ba ed Ligon the improvements listed above, water can be provided and will be available at the site with a flow of / 75 S • gpm at 20 psi residual for a duration of 2 hours at a velocity of /G fps as documented by the attached calculations. I hereby certify that the above information is true and correct. 16-i 1-19 CO (,v i e___ A i5 /z-S RA i i '7.-' • - 3 � , Agency /Phone 206 -2L,47 - 4,-7 Bye Date PART C: :(TO be comple ted:bygoveming jurisdiction Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. ❑ System isn't capable of providing service to this project. Minimum water system improvements: (At least equal to B2 above) RECEIVED CITY 01- -FL 'vvvtt -rp OEC ` 198 (Use separate sheet if more room is needed) PERMIT MO Agency /Phone By Date WTRAVAII. nr)C h /S /96 CITY OF TUKWILA Permit Center 6300 auutlrc.worar Coulevard, Cuitc 100, Tukwila, WA 48188 Telephone: (206) 431 -3670 PRDJECT tt: D° •00 Hi1a (Required only if outside City of Tukwila water utility district) • RT Az...atr be ;cotifptefed byappl(ccnt) Site Address (Attach Dmandlegelneeer ipt+on showing hydran (,00a ij and s zg of maim: I *1. r7 f3 S Owner Information:. Name: 5 cat '-4 Address: Phone: 1 .42.ne3 VIII 00 A s ent/Contact Person: Name: - ir-,c En iiizr 1 ra#41 _. 1 Address:4 S. !ter At Phone: Seke Y rf, 2P6.93) - : ' 70 This certificate is for the purposes of: ❑ Regidentiai Building Permit Commerciat/lndustrial Building Permit ❑ Preliminary Plat ❑ Rezone ❑ Short Subdivision 0 Other �' Estimated number of service connections and meter size(s): % • Z Vehicular distance from nearest hydrant to the closest point of structure 7S ft. Area is served'by (Water utility district): air, , #1- 1.S'' - 6rreer /A • ent Signature: Date: RT.E (To be:cdmpleted by waier•utfliiy:dislr.)ct). The proposed project is located within . ' /;,a 1� ✓c' r The improvements required to upgrade the water systerri to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: (City /County) • c.?�Yt�'rT l' d �n[ t .tl►.�i .l'� . l i 1�ri�A� !d e (Use separate shut if mores e room is needer Ba ed on the improvements listed above, water can be provided and will be available at the site with a flow Of t u _ gpm at 20 psi residual for a duration of 2 hours at a velocity of dG fps as documented by the attached calculations. I hereby certify that the above information is true and correct. le-019 0,7,. Ira Arst s4-____R A 1 r« C t 4 A enc /Phone ar . - r . 8. '' . -T3 - - Date RT. C::_ (To lee- conmptef d by.gvverrtinglurlsdlctian Water Availability: 0 Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2are met. ❑ System isn't capable of providing service to this project. Minimum water system improvements: (At least equal to 82 above (Use separate sheet if more room is needed Aucnc /Pliant: ........ •t• et AA" ( ?'41 RECETUKwILA CITY OF WATE 2849 T5T(S G TOE SOUTH 150TH 1OiRE SEAT1LE, ASHINGTON 98168 ow 242.9541 ° ,7Zecelpt 10 5 3 Date /71 . 23 19 ell-3: Received From .5 7" ' v Address BSc' D C ..S7, Gott S Dollars ($ /6 el ) ,� ++ For (4) t2 'c- 6 is g2 ACCOUNT 140W PAID By Gl ......../ AMT. OF ACCOUNT CASH AMT. PAID CHECK ✓ sA /� _ .. MCNEY U.RBA.;N .REGIONAL .RESEARC'H:; Planning Consultants 1809 7th Avenue Suite 1000 Seattle, WA 98101 206.624.1669 tel 206.626.5324 fax jpreuss@aa.net December 29, 1998 S T Corporation Hong Tan 1200 S. 192 "d Street, Suite 300 Seattle, WA 98148 Dear Mr. Tan, RE: Preliminary Traffic Impact 52 "d Avenue South Office Building Prior to submitting our calculations for the mitigation fair share costs which is required by the City of Tukwila, we are outlining below the basic traffic considerations for a traffic study, should one be required. In August 1996, in conjunction with SEPA review a traffic analysis was submitted, which is attached. The underlying intent of this analysis is to determine the impacts of the 22,162 s.f office building onto the intersection of 52nd Avenue S. and 154th S. Street. Trip Generation and Distribution Trip generation was calculated based on rates in the ITE Trip Generation Report, 6th edition, 1997 Land Use Code #750: Office Park. Generation rates per 1,000 s.f are estimated as shown in Table 1 below. Time period Average weekday (AWD) AM Peak Hour PM Peak Hour Table 1. Trip Generation Rate /1,000 s.f. 22.162 x 11.42 22.2 x 1.74 22.2 x 1.50 Trips Trips Total entering exiting 127 127 253 (50 %) (50 %) 35 4 39 (89 %) (11 %) 5 28 33 (14 %) (86 %) The generated trips as indicated in Table 1 represent all site trips by all vehicles for all purposes including employee, customer, service and delivery. CITY OFETUKWILA DEC 3 1 1998 PERMIT CENTER p98 -o300 Based on characteristics of the existing roadway network (including access to I -405, SR 518 and I -5), existing traffic volume patterns, expected travel times and recent traffic studies in the vicinity distribution of projected trips was estimated. Figure 1 illustrates the existing afternoon peak hour traffic volumes. Figure 2 shows the estimated project generated PM peak traffic volumes and trip distribution. We will keep you informed as we continue our discussion with the City of Tukwila. If you have any questions please give me or Bruce Davidson P.E. a call. e Preuss, A.I.C.P. ui N • • •1 CO 0 CO 03 CO ti CO N 52nd Ave. S. -®I11 -�87 V M (o (o 98 182 Source: URR Manual Counts conducted 12 -9 & 10 -98 urban Figure 1 regional Existing PM Peak Hour Volume (Avg.) research Fifty- Second Avenue South Building C N (3) 10% (12) 35-30% S. 151st St. 52nd Ave. S. * Protect Site: Trip Generation PM Pk. - 35 AWDT - 255 AM Pk. - 40 (20) 55% S. 154th St. 00% - Estimated distribution * - Rounded to nearest 5 ( ) - Peak hour trips generated by the project Source: Trip Generation based on ITE Trip Generation Report, Wiled., 1997 (2"d pr.) urban Figure 2 regional Traffic Analysis: Trip Distribution research Fifty- Second Avenue South Building URBAN REGIONAL RESEARCH Planning Consulting Services August 15, 1996 Dear Hong, Here is the letter which Bruce sent to the City of Tukwila. On separate occasions I met with Joanna Spencer and Robert Tishman of the Tukwila Public Works Department. Robert is responsible for traffic counts. He reported that the city has no traffic counts in the vicinity, and did not require that counts be conducted for the office building just south of Southcenter Parkway adjacent to the 51st Street bridge. Joanna indicated that the Department is only interested in the projected number of trips to be generated by the building. A distribution analysis will not be required because traffic patterns will change once the 51st Street bridge is rebuilt. If they (the City) have any additional questions Bruce or I will get back to you. Sincerely, Suite 1000 1809 Seventh Avenue Seattle, WA 98101 (206) 624-1669 FAX (206) 626 -5324 email 74227.2652 @compuserve.com e 'reuss A.I.C.P. URBAN REGIONAL RESEARCH Planning Consulting Services ST Corporation Hong Tan 1200 South 122nd Street Suite 300 Seattle, WA 98148 August 5, 1996 RE: Traffic Analysis - 52nd Avenue South Office Building: #E96 -0019 Dear Mr. Tan THE PROPOSED ACTION The proposed action is to construct a two story office building 22,162 gross square feet of space. A lower level of parking will accommodate 69 parking spaces. The building use will be general office. Access will be from two driveways off of 52nd Avenue South. EXISTING CONDITIONS The site is located at 15208 52nd Avenue South in Tukwila. There is a vacant single family house on the property. Street System Access to the site is from 52nd Avenue S. which has a 60 foot right of way. Currently 52nd is a two lane facility with approximately 24 feet of pavement. There are sidewalks on both sides of the street. No parking is allowed on either side of the street. Approximately 400 feet south of the site, 52nd Avenue S. intersects with Southcenter Boulevard. Southcenter Boulevard is major 4 lane facility connecting the site with major access points onto SR 5, SR 405, SR 518 and local arterials. No channelization exists at the intersection of 52nd Avenue S. and Southcenter Boulevard. A stop sign controls traffic entering Southcenter Boulevard. Trip Distribution The site is served by numerous access points in all directions of desired travel, including the major State Routes of SR 5, SR 405 and SR 518. Suite 1000 1809 Seventh Avenue Seattle, WA 98101 (206) 624 -1669 FAX (206) 626 -5324 email 74221.2652 @compuserve.com IMPACTS Trip Generation Vehicular generation was determined by applying the Institute of Transportation Engineers (1TE) Trip Generation Report, 1991, Fifth Edition. The 1'1'E land use code (750) for Office Park facilities was assumed to best fit the proposed use of this office building. The generation rate of 11.5 vehicles per 1000 sf is used in this analysis. This has been applied to the proposed 22,162 sf of gross office space, resulting in 255 Average Weekday Trip Ends. During the afternoon peak hour, it is estimated that 35 vehicles will enter and exit the site. About 5 of these vehicles will enter and 30 will exit the site during the PM peak hour. Trip Distribution The distribution of traffic generated from this proposal appears to be distributed in an equal percentage in all directions. This is due to the various access points serving the proposed site. The employees will have numerous options of travel to and from their place of employment. MITIGATING MEASURES Frontal sidewalks will be provided as required by the City's standards. Source: Pacific Engineering Design Inc. urban regional research Vicinity Map Fifty - Second Avenue South Building Inter9IEtte 5 Teri c 6• Mp7 CNNN -UYK R12C t nn CONCRETE SM. SEWER WNH011 RL.912I IC MUM' Orr J_r* �•- rem•' .:JrtnwJ�"%e?,,r^a...si_ -._ ....- �o-.- ��.^..'. z�� ^r._txnrc,�:.- a ^5x:•t^7"�:•...: ������� • ORCOCKSTl ROAITY' 52nd Avenue gouth n�N»N r ra EDGE Cr AVDIENT ss M� CONNECT SEVil STUB' TO ET3SITNG SiiVSR UNE FJ Source: Pacific Engineering Design Inc. urban regional research Site Map Fifty - Second Avenue South Building .TLIL ..„6„-- - ---- — - •i. — 0.P—■11.: . Ilk • 04......... .......... Ad _ /i. .1, ...• As .-..1•,P IV.1 i GI $ fl - LH LCD/EN P. 1 CITY OF TUKWILA. - PUBLIC WORKS DEPT. FAX T SMITTAL FAX NUMBER: (206) 431-3665 TO: %%isii11/41E, DATE: i 23 9 (ci TITLE: FROM: all %NI COMPANY: TITLE: DEPARTMENT: ...... DIVISION: • • • • . . . •.•0.. $71. Zbt C.% FAX NO. CALLED: (4,24 Rew 53% TOTAL NUMBER OF PAGES TRANSMITTD, INCLUDING THIS COVER SHEET: SENT BY (INITIALS): Rizter f-sTi-3,JEcr: .. • ...“11,,V.V`s • Vs,. • •••• sa, s. Z:es ',SW? .V.'s ; ..........■••■•■171•••••••■••■■ Saij,. 1 COMMENTS/MESSAGE: )40 mt..%) S vE grlatkiFF lc swrtdby COUNTS WERE IsPelagokrif%6 PoRP TH-E 1 Ass .aitizgotel ..SoftW1) • Ceiktiko. (P, QuESI-101IS olumwrodpow- 0V0,!.. • ,C4,.....:40.,;r•;•••.,.."...;:, IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL; CUM•lterV3.1..4.004:00...!0:0.4:•3•• TT-TRW/LA PUBLIC WORKS DEPT: - 636. ..fIcertter Blvd, Tukwila WA 98188 - (206) 433-0179 CA/111/0-i. ! t' r l +t • 'SITE CODE ; TUKWILA, WA, TRAFr1C0UNI �"� ' OLi1ME : S 154TH STREET E/0 42ND AVE S. • T11".5 MONDAY 20 TUESDAY 21: WEDNESDAY 22 THURSDAY 23 FRIDAY 24 8E;IN WB EB W8 E6 . WB E6' W3 : E8' 1,18, �8 12;00 AM 15. 55 65: 36 68 27 59 '32 62: • 35 1:00 13 .39 39 :21 •29 15 27 ., 25 .26 21 2 :00 15 '19 27 17 21 14 11 I 17: 27: 14 3 :00 15 13 21 16 15`. 12 AIL . 3 23' 9 4:00 .:11 24 18 ..: 20 19 24 26- 31 16 20 5 :00 47 85 48 92 49 79 43 82 45 77 6:0: 85 205 79 213 96 206'. 87 212 91 211 7 :0: 125 255 '145 266• 136 297 144 , 257 135 275 5:00 126 :200. 178. 205 157 174 152 190 148 166 9 :00 151. 128 159 160 137 :148: 136 164 169 .174 10;00 189. 157 182 165 ' 166 1:,4. 222 154 157 165 11 :00 246 _ 195 260 .182 233 173 237. 178 312: 206' 12:00 Pr ' 284 187 260 222 266 156. 257 221 34' •247 1:00 252 198 264 215 232 202 .275. 181 269 .250 2:00 298 222 302 195 '' 303 179 296 212 '.'.339 .118 3 ;00 460 233 475 214 541- :.215 '480 241 ' :582 .174. 6 :00 535 , 255 520 275 .662 270 571` 282 ..652 290 . 5 :0� 515 292 536. 311 591. 278: . 550 274 696 234 6;00 337 225 339 251 313 . 233 364.::253 366 248 216 160 266, 156•: 295 ' 175 '292 .,185 262 214 6 : :•' 105. 144 246 116. 2c0:.,:143 260: 164 259 164 191 131 170 109 ., 236. :102 269 114,. 253: 152. '2t- .141 67 : 143 80 134 58 ` 151 -.85 175. 103 79:: 58.: 77: 47 .93 68'-, 105 '',':47 '132.: '.,88 `. 3521: 4822_,3586 5 ;02 3449 5033 3602 ' 5582 3815, COMBINED TOTALS' ;2 :0^ M1. • 53 1 :00 52. 2 :0C 34 4:00 25 4:00 35 5;00 . 132' o :00 7:00 . 380 8:00 328 9 :00. 279 10 :00 • 346 11;03 441 12:00 PM 471 1:00 450 2:03 520. 3:00 713 4:00 750 5 :00 807 6 :00 562 7;00 406 8:00 549 9 :00 '322 10 :00 209 11:00 '137:, 103 60 14 57 .. 38: 14 291 414 383 319', 347 412 482 479 497 689 795 847 590 362 279 223'. 124 91 V 411 35 V7 • 43 128:; 302 433 .331 285 340' '406: .452 434 `462 776. 932 869. 576 • 470 400.. 315 192" 1161 PAGE: 2 FILE: :K1471E4 0A E: 5/20/91 SATURDAY 25' SUNDAY 26 WEEK AVERAGE WB E6 W3 :: ES, 48' E6 107 59 0 .5,4 7 1. 31 19 15 21 28 33 • 53 '45 100. 96 • 152 139 170 162 228 244. 261 253, 255 203 262 224 269 210 310 202 285 149 • :248 137 • 185. 129 163 112 133 197 85`•'. .43. 66 39 55 52 36 31 57- 34 ' ' 30 - 22 29 15 21 11 20 7 '18 20 16 9: 37 63 26 24 70 157 30 26 110 203 51 45 130 153 80. . 10 140 140 115 122 180 .157 127 172 234 192 208 185 268 214 259 169 255 199 216 188 288 205 286 168 444 , 225 286 156 305 2450 269 144 .,491 240 253 169 321 216 179 116 .246 162 161 . 68 .222 ..132 150 115. . .:207 115 133 80 145 61 100. 56 100 60 3701 :.2625 . 3175 2268 4564 3285 91: 50 28' 11 ''57:, 125 299 :401 • 342 300, 376:: 415 478' 459`' 510 '721. . ..853 824 617. 477. 424 353 236- 152 47: .32. 38 :122 410 • 343 518 •. 591.:. 499. 557 856 942 930 614` 476 385 278 220 10iA:5 8134 8408 ' 8551 8635 .' 9397 ,166,' 1�4.: 98 . 45 38 36 98. 196 • •352 472 514' 458 486 479 512 434 585 314 275 290.:, 235 178 '. 155, • ;9 44 27, 25 52 96 . 150 237 393 408` 406... • 454 452, 413 422 295 249 255, 213: 156'. 6526 5443 405 57 52 32 '400 227 • 313 263 280 337' 426 482 454 493 669 753 731. 608 322 226 :6e 7849 52 "d. AVE. S. BUILDING ILLUMINATION SYSTEM SPECIAL PROVISIONS Prepared for Mr. Hong Tan ST CORPORATION 1200 s. 19TH St. Suite 300 Seattle, Washington 98143 Prepared by TRANSPORTATION PLANNING & ENGINEERING, INC. 2101 -112th Ave. N.E. Suite 110 Bellevue, Washington 98004 December 29, 1998 RECEIVED CITY OF TUKWILA DEC 311 PERMIT CENTER 52nd. AVE. BUILDING DRAFT - FOR DISCUSSION ONLY SECTION 8 -20 ILLUMINATION, TRAFFIC SINGAL SYSTEMS, AND ELECTRICAL SECTION 8 -20.1 DESCRIPTION SHALL BE DELETED AND REPLACED WITH THE FOLLOWING: The work to be performed shall consist of the installation of an illumination system for the 52nd. Ave. S. office building on the east side of 52nd. Ave. South. The Contractor shall furnish all labor, materials and equipment, (exeept_City=supplied- materials - listed. ber-ein-)-necessary to complete the work, and shall provide an operationalxillumination system as intended by these Specifications and the Plans. Work to be performed shall include, but not be limited to the following items: e Provide and install conduit, wiring, and junction boxes. e Provide and install luminaires. e Provide and install electrical service load center cabinet and equipment. e Construct service cabinet foundation. e All other work indicated in the Plans and these Special Provisions. SECTION 8 -20.2 EQUIPMENT LIST AND DRAWINGS IS DELETED AND REPLACED WITH THE FOLLOWING: The Contractor shall submit to the Engineer, within fourteen (14) calendar days after notice to proceed, a list of all material to be furnished. Six (6) copies of pre- approved shop drawings of poles, fixtures and other major equipment shall be furnished to the Engineer for approval before ordering. SECTION 8 -20.3 (4) FOUNDATIONS IS AMENDED BY ADDING THE FOLLOWING: Paragraphs two and four shall be deleted. All foundations shall be Class 3000 reinforced concrete and shall be constructed in accordance with the luminaire pole details in the Plans and these Special Provisions The top of all bases shall be flush with the surrounding or adjacent sidewalk. They shall accommodate conduit as required in the Plans. Ground wires shall lead from a ground rod in the vicinity of the pole base, to the steel pole through a one -half inch conduit (not shown on the Plans), also in the foundation. Anchor bolts shall have leveling nuts and washers. SECTION 8 -20.3 (5) CONDUIT IS AMENDED BY ADDING THE FOLLOWING: lLLarry h. tcl- Projecfs111 38381T0838SPProvlslons.doc 52nd. AVE. BUILDING DRAFT - FOR DISCUSSION ONLY Where shown on the plans, conduit shall be installed under roadways using the open trench method. All conduit shall be schedule 40 polyvinyl chloride (PVC) conduit except at road and driveway crossings where schedule 80 PVC conduit shall be installed. All spare conduits shall be capped with an appropriately sized plastic cap. All conduit trenches shall be straight and as narrow in width as is practical to provide a minimum of disturbance. Conduit shall be installed 18 to 24 inches below finished grade. Trench backfill shall be compacted to 95% of maximum density, and landscaping and irrigation systems shall be restored to their original condition, or as directed by the Engineer. SECTION 8 -20.3 (6) JUNCTION BOXES, IS AMENDED BY ADDING THE FOLLOWING: Junction boxes shall be provided as detailed on Standard Plan J -11a included herein. Alternative A or B may be used for type 1 boxes. The legend on the lid of the boxes shall have the words "Lighting" as appropriate. Type 1 junction boxes shall be installed where shown on the Plans. Junction boxes shall be located entirely within the sidewalk abutting the back of the sidewalk where sidewalks will be installed. Junction boxes shall be placed on a six -inch cushion of crushed surfacing top course. SECTION 8 -20.3 (9) BONDING, GROUNDING IS AMENDING BY ADDING THE FOLLOWING: The conduit system shall include an equipment grounding conductor as noted in the Standard Plan J -9a, GSC -only application, in addition to the conductors called for in the Plans. SECTION 8 -20.3 (10) SERVUCE US DELETED AND REPLACED WITH THE FOLLOWING: A three -wire 120/240 VAC, 60 Hz electrical service shall be furnished and installed at the location shown in the plans. The Contractor shall coordinate with the power company to have the service wiring connected at the transformer. The service cabinet shall be pad mounted. The underground electrical service shall feed from a transformer located in an electrical vault located . The Contractor shall coordinate with Puget Power throughout the project. 11Lany h.10- ProJects1T08381T0838SPProvlslons .doc FROM:TLJkW1LR MAINTENfaNCE TO: 206 -626 -5324 FEB 10, 1909 5 :20PM P.02 ♦ / • r NOTES; 1. Luminaires shall be high pressure sodium vapor C.E.(Model #M400AZPOWR /Door). 2. Subdivision and industrial or commerciol development lighting is to be designed and provided by the developer meeting the above requirements, Layout plan . shell be provided by the developer and approved by the City Engineer. 3. Installation of street lights shell conform to city WSDOT /APWA standard details and specifications. ♦1, ♦1/ ♦ / _ . - / • / • __..r--....-T TYPE or ROADWAY STREET WIDTH LAMP whTTACE AVERAGE MAINTAINED fOOTCANOLE REQUIRED UNIFORMITY RATIO L IUM NAIRE MOUNTING • _ HEIGHT LIGHT — DISTRIBUTION PATTERN _ ►wOR ARTERIAL OVER 44 400 1.5 x'10 1 3 10 1 44' 35r' u -C�III M -c -fit M• -G NI Wu _'w. _R ARYC 44' 400 1.5 COMMERCVIL/INDUS_T. RCSIDENIK ART. 44 • 44 34' 250 D.9 J 10 1 35' _ 150 0.6 4 TO 1 ~- 35' M -C -II RESIDEIANL ECC& 10D 0.4 6 TO 1 3 1A—C-111 STREET LIGHT DESIGN OUIDLINES N, Mme.. /.I.11/+W. FROM: Tt11011 I Ln W' I N TENANCE- TO: 206-626-5324 (�1 ►ICIER fvSE SEC DOOR— '-- 'j i ,. - INTER►tAJ DARR►FR mint, I1mmmtn DEADt1TONTF uE(AL HOLDER � I I ! I I,, PER CODE MAGI M" j'„ ' _ • �,_THEnuoSTAM 1 TEST V.VriC►I 1 M ��•-f r 9pUPLEX . y, .. �. ,.l RECLf'TNCIE • (W it i Q D �- -Nnnrw DUSS PANCI USING _ —common 1/4 IVAN FC►IC 5 �T?� (AS REQUIRED) STRIP IIGTER 7 = ? fl C• 1'IIIISH GRADE t 1 _.IJ.1 y, lot-1-.9 9_ --•— C T� .. -r DUSE ub u TO POWCk SOURCE TO OtS1RIBUTION CIRCURS \—'ro coUROL r..*DINCT FRONT VIEW ODir%t1 or Penet Woll 7—C Awed/ / / /// Vii/ /// Mono Nhpa on.l COwr '-1 /4" x a /0. C.Iwlnr Hoopron■ Cn.411t DOOR DETAIL NOTES: FEB 10, 1989 S!20FM P,03 vt 1.7T 11T. d 1P] nr s 5" TTP ^-tHt 1 o�A dQr Q; � 1• t r -- coN11NUDUS OEM) PIASTIC DRAIN OF SIU(:ONC SIALAN1 TUBE AROUND DASC SIDL,•V1EW 1, i,1E cAttimo SIW1 nE FABRICATED AND PNNTEQ IN AccORomcE ,STANbARD SPECIFICATIONS ARD OE RATED NEMA )n. 2. DIUENSIDNS SHOWN ARE NDUINV. AND SHALL BE ADJUSTED To AZICOUTADOA t TOE VARIOUS SUS OF EOUIPUENT INS1ALLEU Of THE CONTRACTOR. J. THE CABINET SIMI. tnt_WDC TWO {tAINT►CHT, SCREENED AND CA.SKCTCD VENTS. 4. ALL DOORS :1N11. BC TUU.Y CATKETLT). ATTA..11E1) BY TUU IENCTH STAINLESS STECt riW:) IINCES AND PROVIDED MTH 'ApWACKABIZ VAULT tIANDI.CS, S. MINCES SHALL HAVE DJASS PINS, b. THE BREAXCR PANEL COUPARTN%NT BOOR SHALL BC R)RNISHED M111 A TWICE-From, SPnINc -LDADED HITCN Mb A O:S1 CX CONSTRUCTION CORE. 7. THE UCTER COt+PARTUCWT wok SHAD. DC PROVIDED WITH TWO 4'*&' POUSHCO wiRE CLASS WItmetws. b. CABINET SHALL. HAVE AN EXTERIOR WCA111E)I TIGHT RCCCPTACLE. City of Tukwila SERVICE CABINET DATE: 11/20/9a RS-22 FROM: TUKWILA MI1INTENt1NCE TO 206 -62G- 5324 FEB 10, 19E19 5 :21PM 3' ON WITH /STA LESS STEEL' ZREWS� �SE All ookTI1 H) 21' SQUARE EASE ANCHOR BOLT LAYOUT 35-1/ ROLE R�E'CPT UNC P I WI« T E READI1S�� 10 REMOVE POWER '47_1/4-• f b --3/0` ADJUSTABLE FOR 1 -1/4' T1iRU 2" PIPE LUMINAIRE DETAIL (SEE STREET LIGHT DEEION CUIDEUNtS STANDMt1) PUN) 3/4" C ''ER 2 :1 0.6 C d.0. 1'.-8 C S. 1 " -BNC STF.EL ANCHOR BOLTS ASTM MIN 6, A151 i EAN Ut GRADE oal RO004g6'r 0,00D PSI.. D.Op� g11 OUT OF ROUND TOLERANCE K 12 RD D OR icS ( GALY.1Y�11�1W�RS. 8 CURD UNE ALUMINUM ALLOY & STAINLESS sTEEI. HARDWARE TRUSS ARM P. 04 A To TROP or fOUNDATIDN lariailnili ] a tl' l 11 iir 1a' I6' 0 g 1`t n'TO .If#' ii• . $L 23 Ilse i t ' 1 • TD 1a' n' To Ir I 41 M it a 11' 7rtr' H.2E 11• TO 1a' ,s .150 ITT ,1.21 IV TO to IDHOLE 4 "•6" N ' 1 ij f• ■ Fi , '6 OALV. SAL. CONDUIT (PER PU141) 2 3/4-(THREADED) 4" 4 -14 HOOPS 0 CTR's h" 7 OARS E:tNLY FPACED (2'-)x('-6) S0. OR S' DUA. CLASS 30000 CONCRETE, NOTE: FOUNDATION DETAIL In r x• UND R0D 1 BEA NSTAUFD ER� S OICA1T10NS. tON.ILUSH TYPE J1ASE FIANCE ALLOY 3U -T6 W LT COVERS AND STAINLESS STEEL scRF.WS TYPICAL LUMINAIRE POLE DETAIL POLE WA L r REINFORCING FRAME 1/2"-.13N0 TAPPED CROUNOiNO HOLE SECTION THRU HANDHOLE NOTES: 1. BRACKETS SUPPLIED Wmt 2' N.P.S. S(JPfTTTE R. SPECIFY ADO. 140 FOR 1.25" N.P.S. SUPFTTIER. 2. TWIN BRACKETS ARE LOCATED 180 P.C. 3. 10' BASE DIA, POLES REQUIRE 1 `-IINC • 48" LONA ANCHOR BOLTS Wall A 3 1/4" PROJECTION. 4. STREET UDH15 BEHIND S.W. 6. JUNCTION BOX 6` INFO $W. 7. SEE SERVICE CI01NET STANDARD PLAN. STREET LIGHT POLE 30' & 40' MOUNTING IIEIGHT DATE: 11/22/96 RS -2D I:ROM: TUKW I LF1 Mra 1 NTENf1NCE •u•va.r_ea� APPIICATiONS 10: 206 -G26 -5324 ISMIEMEN1 FEES 10, 19 139 M400A2 POWR160OI V 'LUMINAIRE WITH CU OFF OPTICS For cutoff appilccItons, parking kris and highways SPECIFICATION FEATURES PowrlMcduIo bollosl ossosnbiy 0 tH to 2 k►crr lour-bo11 slipfi ter Dl000st olurntnum housing with oloctr0000t piny polnl tlntsll O M)ustoble axsgul bosq tookol O N AS* lInIsh on rol10010r O Ne bol PE r« o oclo O P1up In starting old O R o 90* cored( 0 Stoodllu>+ Mac:honk: bollozi ovolloblo O Exlernol slotniots pool boll totctr MOSY; FREQUENTLY ORDERED 5:22PM P.05 M4'AC 4p_ M y,il c. zv.s oA z Mc3 ORDtRING NUMBER LOGIC PRODUCE ID XXXX r LAC M.d00A2 with Csrintf Optic light LIGHT SOURCE X VOITAGI X MLLASI TYPE X PE {UNCTION X Watlope Source FILTER X Voltage 16 t i50(55V) fl= s s 25 ■ 31 310 AO= app 45 = ` Ordering Nurnbor Wlltr PE R Soo Ballot! Selection lo . A o Hula° -� �� C = Morc Reg E = Sleodlluz H - HPF React °t o► tog K =Hot IZoslurl M= Mpp•Rvp N = NPF Roocinr or log 1= None ^ TT N01Et Recoploclo connected same v°Itot;{o OS unit except os nolod Order PE Control toporototy. G = Glass 1„ Flai 250 UUP$ 1 t r potkel 2 rood oh r A osko! 120 �_ M4AC25S1A2GMC31 600 HPS 1 120 M4ACIOSIA2GMC31 Non -PE R 250 I PS 120 M[AC2SSIAIGMC31 600 HPS 120 i MLAC4OSiA10MC31 M4'AC 4p_ M y,il c. zv.s oA z Mc3 ORDtRING NUMBER LOGIC PRODUCE ID XXXX r LAC M.d00A2 with Csrintf Optic WAIIAGE )01 LIGHT SOURCE X VOITAGI X MLLASI TYPE X PE {UNCTION X LENS TYPE X KS DISIRIB11TION TYPE X X X FILTER X OPTIONS )00( 16 t i50(55V) fl= s s 25 ■ 31 310 AO= app 45 = ` S r. H M - M11 C Moro Slandb►d: lamp not Included. r =12012081 240127) , .utllvoll 1 120 2 = 208 3 _ 240 4 =277 5 = 480 7 :120X140 0 = 2401120 NOIE: 120X240 connected tor 120V..J Soo Ballot! Selection lo . A o Hula° -� �� C = Morc Reg E = Sleodlluz H - HPF React °t o► tog K =Hot IZoslurl M= Mpp•Rvp N = NPF Roocinr or log 1= None ^ TT N01Et Recoploclo connected same v°Itot;{o OS unit except os nolod Order PE Control toporototy. G = Glass 1„ Flai I Soo Soloctlon 1 Pholn loot c loblo i 1 t r potkel 2 rood oh r A osko! F = Ewing (No1 ovall able with mulgvolr 01 dual wllagn) �_ �- M = MedlUrn I I I C k uto11 4 2 a Tv 3= typo Ill A MM-4 A2 -PpWR /DOOR ='.UUM1NAIRE .W. put'Q OPTICS:_ T FROM : TUKW I Lfl MA r N1'ENnNCE 10 IMMIZAZOMIIIMAIdibafthemserawamm 20G- -62G -5324 FEB 1A, 1909 5: 22PM p.06 DIMENSIONS (INCHES): 35.500" PHOTOE(.ECTRIC coNTnot. nECCPrACLE (WIWN PitQUIf1ED) • LEVELING PAD • - 14.000" - 12.000 "_... --. i. MINIMUM DISTANCE REOUIFIED To AEMOvE: DOOR 5.375" 10,125" 23.000" RADIUS POR SWING OF REFRACTOR DOOR :_ PItOTOMETR1C. SEtEC110N-TABLE: NI light sourCos are cloor unless olhorwlse Indic led. ADJUSTABLE FOR 1.114" T$-IRU 2" PIPE 14.000 "RADIUS FOn SWING OF DOOR Wotlogo 1101 Source IES Dlttrlhulloo Photometric Curve Humber All with 11o1 Type 35- 17.... (Socket Position) • loss only,__ SO2 MC3 i5o(55V) 2TX. 250. 310, 400.450 11PS ITS 732918) 7323 (A) NIA 7324 (C) 400 400 Mil MI1(Cooled) NIA NIA 7328 (f lzod) 7325 (F1 400 Merc NIA _1 73771110d) Nolo. WA= Nol AvoflobIo BAItAST SELECTION TABLE`: 215 Approximate Net Weight Os): Effective Projected Area (Sq Ft): Suggosled Mounting ,II©Ight (Fq: REFERENCES...:. 45 1.1 maximum 30 -50 See Page 233 for Distribution Type Classification See Page 229 for Accessories See Page 237 for Pole Selection hallos Typo Dub! Voila Wolto o Source M uIIlLoti 120 208 _ 240 _ 271 400 120X240 1 • 120 PE ft 150(55V) 11PS H.H H,K,M,N K,AI K,M K,M M II, M,N K,M 200.250 RP$ A,M A, E, it, M, N A, E.11, M, N A, E. H, M, N A, E, M A, 1, 1,4 A, M A, E, II, RN 310,400 NPS A,M A, E A. I, N. M, H A. E, N, M, N A, E, M A, E, M A,M A, E, N, M, N 450 tUPS WA E E E E E NIA E 400 MH A A A A A A A A 400 mere C A. C, N A, C A, C, IL N A, C,11, N A, C C A, C, H, N Note. NIA = N01 Avollobto 215 Approximate Net Weight Os): Effective Projected Area (Sq Ft): Suggosled Mounting ,II©Ight (Fq: REFERENCES...:. 45 1.1 maximum 30 -50 See Page 233 for Distribution Type Classification See Page 229 for Accessories See Page 237 for Pole Selection 111212=t Ifo lint Install Pols ✓itioett Ioalos.lra. FEB 10, 1989 othi .$_J...tc, c.t,.t 206- 626 -5324 Nr4p4..to'r/.s. J 3racricil A ^ /.Lyt a4w. r46ajOdF4 1 orAtta -K4G /ro!rdofL _ /amav4.s.% as. c 1. 1taekata suppliad with 2' S.l.t, a.11pfittar. apecity Mod. 140 for 1.25' Ei.f,i. a3.ieittsr. 2. Sarin Drackata are located 1100 0.C, 3. 10' bass di.a. poles tage.ire 1'-Q c x 48' long anchor Dolt■ with a 3}• ptoSactSoa. fa,0t.r'cc edmv. >jvlc f •E- die // 641,644.1.7% arca/A {/vs i 1#a.,c o/ 404 dewce •#81 _:.4. ..Sc/4a41 4 •x 6 r9// G✓ik".1 AlcialA 70 ,a,6L €9 /1-4:41,;74 .� ,Y t� . .t. Jera.au s 'apco 441/=A fC •QdI. Jrlo�t/ of .7so k AO/ .a/v1`d an/ £J# rttJ4 P. O. Box 547 Abirgdon, VA 24210 4 A b Ciall100 RIMER D E E . G H_ Dpi .27rin` c .22'6' 84 317413 32-313 7 4.5.188 19'8` 10.5 ro 10 to 11 10' 31 -016 32 -016 7 4.5 .188 19'8• 10.5 10 to 11 12' 31 -031 32 -031 8 4.5 .188 19'8' 11.25 11 to 12 { 15' 31-035 32-034 8 4.5 .188 19'8' 11.25 11 to 12 25' 8- 31 -181 32 -181. 7 4.5. .188 22'2•• 10.5 10 to 11 10' 31 -184 32 -184 7 4.5 .188 22'2' 10.5 10 to 11 12' 31 -187 7 4.5 .188 22'2' 10.5 10 to 11 12' 31 -199 32 -199 6 4.5 .188 22'2' 11.25 11 to 12 15' 31 -190 7 4.5 .188 22'2" 30.5 10 to 11 15' 31 -202 8 4.5 .108 22'2' 11.25 11 to 12 15' 31 -239 B 6 .188 22'2' 11.25 11 to 12 10' 32 -196 8 4.5 .188 22'2' 11.25 11 to 12 15' 32 -214 8 4.5 .219 22'2' 11.25 11 to 12 2 7'6' 8' 31 -361 32 -361 8 4.5 .188 24`8' 11.25 11 to 12 10' 31 -364 32 -364 8 4.5 .188 24'8' 11.25 11 t0 12 } 12' 31 -367 32 -367 8 4.5 .188 24'6' 11.25 11 to 12 15' 31 -407 8 6 .188 24'8' 11.25 11 to 12 15' 32 -394 8 4.5 .250 24'8- )1.25 1I to 12 O6 ' J B' 31 -529 32 -529 ' 8 4.5 .188 27'2' 11.25 11 to 12 ��,�/ B' 31 -565 8 6 .188 27'2' 11.25 11 to 12 10' 31 -532 32 -532 8 4,5 .130 27.2' 11.25 11 to 12 10' 31 -568 8 6 .188 27'2' 11.25 11 to 12 12' 31 -511 8 4.5 .188 27' ?' 11.25 11 to 12 12' 33 -571 S 6 .108 27'2' 11.25 11 to 12 15' 31 -538 8 4.5 .188 27'2' 11.25 11 to 12 15' 31-575 8 6 .188 27'2' 11.25 11 to 12 10' 32 -544 8 4.5 .219 27'2' 11.25 11 to 12 12' 32 -547 6 4.5 .219 t 27'2' 13.25 11 to 12 15' 32 -635 10 6 .188 27'2' 12.25 14 to 15 32'5' 8' 31-692 32 -697 8 4.5 .188 29'8' 11.,25 11 to 12 8' 31 -713 8 6 .188 29'8' 11.25 Al to 12 10' 31 -700 8 4.5 .188 29'8' 11.25 11 to 12 10' 31 -736 8 6 .188 29'8' 11.25 11 to 12 12' 31 -703 8 4.5 .186 29'8' 11.25 21 to 12 12' 31 -739 1) 6 .188 29'8- 11.25 11 to 12 15' 31 -743 6 6 .180 29.8' 11.25 11 to 12 8' 32 -709 8 4.5 .219 29'8' 11.25 11 to 12 10' 33 -724 8 4.5 .250 29'8' 11.25 11 to 12 12' 32 -799 10 6 .188 29'8` 14 14 to 15 15' 32-815 10 '6 .119 2940' 14 14 to 15 35' 8' 31-853 8 4.5 .188 32.2' 11.25 11 to 12 10' 31-868 8 4.5 .21S 32'2• 11.25 11 to 12 12' 31-907 8 6 .219 32'2' 11.25 11 to 12 15' 31 -923 6 6 .250 37'2' 11.25 11 to 12 E' 32-877 6 4.5 .250 32'2' 11.25 21 to 12 8' , 32 -949. r000I, { 8 .188 32'2' 14 14 to 15 10' 32 -954 6 .188 32'2' 14 14 to 15 12' 32 -955 6 .188 32'2" 14 14 to 15 12' 32 -967 6 .219 32'2' 14 14 to 15 15' 32 -963 6 ..250 i 32'2' _ 14 14 to 25 FROM: lUKW I L(1 MAINTENANCE TO: 206- 626 -5324 FEB 10, 1909 5 :23PM P,08 MAPCO APPLICAT7011 1tEC0MMLNO6TI0N8 - STYLE "30" POLES Mounting N0m.hcm A aght Length S1NGLX ARM - nh ijLW1SE 22' -6" 22' -6" 22' -6" 22' -6" 25' 25' 25' 25' 25' 25' 25' 27'-6" 27'-6" 27' -6" 47'-6" e."'301 30' 30' 30' 30' 30' 30' 30' 0' 10' 12' 1S' 8' 10' 12' 12' 15' 15' 15' 8' 10' 12' 15' 0' 8' 10' 10' 12' 12' 1S' 15' 9uggeote-d le rnineare %L_ Effective e'ected.hroa (,ft2) Weight Wind Vel. (MPIII) Alba.) 80 9Q,. 100 75 75 75 68 75 75 62 .75 43 56 75 75 75 70 75 75 75 75 7S 66 75 47 75 32' -6" 32' -6" 32' -6" 32' -6" 32' -6" 32'-6" 32' -6" 32' -6" 0' 8' 10' 10' 12' 12' 15' 15' 75 75 69 75 53 75 75 75 1.6 1.6 1,6 1.5 1.6 1.6 1.6 1.6 1.5 1.5 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.2 1.6 1.6 1.5 1.6 1.6 1.6 1.6 1.2 1.6 1.6 1.6 1,6 1.6 1.) 1.6 0.6 1.4 0.8 1.0 Lit 1.4 1.5 0.0 1.6 1.0 1.6 1.9 0.6 0.6 1.5 0.7 1.6 1.3 1.6 1.5 1.4 0.0 1.0 0.7 1,.6 1.4 1.6 0.9 1.3 0.8 0.7 1.6 1.0 1.2 0.6 0.6 1.5 1.6 1.4 1.6 0.9 1.3 0.9 0.7 1.5 0.3 1.2 0.8 1.6 1,6 35' 8' 75 1.6 1.6 0.8 35' 10' 75 1.6 1.3 0.8 35' 12' 15 1.6 1.2 35' 15' 75 1.6 1.3 5hett gjlnenslonal bete Well Chteloq »1a'd Thickness Number,_ ,(in,). _ 1.enoth (in,L_„_ 31. -013 31 -016 31 -0)1 33 -034 31 -101 31 -184 31 -187 31 -199 31 -190 31 -202 31 -239 71'361 31 -364 31 -367 31 -407 31 -529 31 -565 31-532 31 -560 31 -535 31 -571 31 -530 31 -575 31 -697 31 -733 31 -700 31 -736 31 -703 31 -739 31 -74) 31 -015 71 -053 31 -060 31 -907 31 -923 7 x 4.5 7 x 4.5 8 x 4.5 8 x 4.5 7 7 7 0 7 8 8 8 8 8 0 x 4.5 x 4.3 x 4.5 x 4.5 x 4.5 x 4.5 6 4.5 4.5 4.5 6 19'_8" 19' -e" 19' -8" 19' -8" 22'-2" 22'-7" 22' -2" 22' -Z" 22' -2" 22' - ?" 24' -0" 24' -8" 24' -0" 8 x 4.5 27'4" 0 x 6 27' -2" 8 x 4.5 27' -2" 8 x 6 27' -2" 8 x 4.5 27' -2" 8 x 6 27' -2" 0 x 4.5 ?7' -2" 9 x 4.5 8 x 6 O x 4.5 8 x 6 0 x 4.5 O x 6 8 x 6 10 x 6 8 0 0 8 x 4.5 x 4.5 x 6 x 6 21'-0" 29' -0" 29' -8" 29' -8" 29'_8" 29.4" 29' -8" 29' -8" 32' -2" 32' -2" 32' -2" 32' -2" 0.108 0.180 0.180 0. 188 0.100 0.180 0.100 0.108 0.188 0.189 0.188 0.180 0.100 0.100 0,109 0.108 0.109 0.189 0.188 0.180 0.180 9.109 0.188 0.108 0.108 0.108 0.198 0.188 0.188 0,219 0.188 o.219 0.219 0.750 12 -28 -1998 15:53:33 R U A D. Ver 3.00 ALADAN(tm) A Lighting Application Design & ANalys:is .General Electric Company • GE Lighting Systems Hendersonville, NC 28739 USA P R O V I D E D B Larry Hobbs TP &E • 2,10.1 1112th Ave . Bellevue, WA, 98004 Phone: 425 -455 -5320 Suite Fax: 110 425. - 453 -7180 ROADWAY D E S C R I P 'I' I O N Project: NORMAL STRAIGHT SECTION :. All Units: of Linear Measure are. in FEET Lane Width 15.0.0 Lane Quantity 2.00 Page 1 of 3 R.: 0 A I) W A Y L A Y 0 U:.T 4 < Curb & Fixture Line Numbers (Note: Curb Line 3; is the Y axis) Pole Configuration: Right Side Only >-- meter array (One fixture cycle > X', axis Approximate, Observer Location(s) for Luminance Calculations (not to scale) 12 -28- 1998 15:53:33 R. 0 A 1) Ver 3.00 Page 2 of 3 L U M I N A I R E D E S C R I P T I O N Luminaire: M -400A2 CUTOFF Lamp: LIPS 200 -400 Photometric ID: 7323 Initial Lumens: 30000 Light Loss Factor: 0.620 Distribution Type: S /M -C -III' Comments: DOUBLE PEAK MAIN BEAM L U M I N A I R E S U M M A R Y Fixture Spacing along Roadway 150.000 Fixtures per Pole (Same Orientation) 1 Fixture Overhang (Outside Curb) 6.50 Line X First Y Cycle Last Y Mounting --- Fixture -- No Qty Offset Fixture Increment Fixture Height Orient Tilt 4 5 23.500 -150.000 150.000 450.000 30.0 270.0 0.0 These computations may be based on specific information that has been supplied by the customer. It is the responsibility of the customer to verify that the actual lighting installation corresponds dimensionally to that on which this data is based. Any deviations in the actual luminaire installation, lighted area geometry, and the introduction of obstructions within the lighted space may produce results that are different from the predicted values. Also, normal tolerances of supply voltage, lamp output, ballast and luminaire manufacture will effect results. Ref: IES LM -61 -1986 Identifying Operating Factors for IIII) Luminaires 1.2-28-1998 15:53:33 Y Coord 135.00 120.00 105.00 90.00 75.00 60.00 45.00 30.00 15.00 0.00 ROAD Ver 3.00 Page 3 of 3 M E T E R A R R A Y F O R 1 0 R I Z O N T AL I L L U M I N A N C E Measurement Units are in FOOTCANDLES - - -X Coordinates - - -> 11.25 26.25 3.75 .18 75 1.76 2.15 2.59 2.85 1.08 1.16 1.20 1.27 . 767 .752 .699 .692 .479 .484 .516 .505 . 383 .388 .418 .425 . 479 .484 .516 .505 .767 .752 .699 .692 1.08 1.16 1.20 1.27 1.762.15 2.59 2.85 1.65 2.62 3.48 3.61 I L L U M J N A N C E S U M 11 Average Illuminance (Footcandles) Minimum Illuminance (Footcandles) Maximum Illuminance (Footcandles) Uniformity (Overall Average/Minimum) Uniformity (Overall Maximum /Minimum) Coefficient of Variance Maximum Gradiant (Parallel to Axis) A R Y 1.27 0.38 3.61 3.32 9.40. 0.72 2..25 tgi i ' rr7 t/ /6, -October-It, 1993 Kyle A. Wong, Plan Review Engineer Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Wa. 98204 1 RE: 52nd Avenue South Office Bldg. (D98 -0300) 15208 52nd Ave. So. Dear Mr. Wong, Attached are revised construction documents for the above referenced project. We have made corrections to the drawings in accordance with your Correction Notice dated October 2, 1998. Specifically the correction and/or comments are as follows: 1. S 1, Inspection, has been revised to indicate the welding of reinforcing steel. 2. S1, Reinforcing Steel, the 10" wall reinforcing indicates #4 @ 16" EF (each face). The each face implies a double curtain which does comply with the minimum reinforcing requirements of UBC 1914.3.3. No revision necessary. 3. Si, Sawn Lumber, the Beam & Post Fc allowable compression stress has been revised to indicate 1000 psi. 4. Response by others. 5. I have reviewed the plans and believe I have clarified the incomplete beam and column information 6. 11/S7 the footing width has been revised to indicate 4' -0". 7. 11 /S7 indicates 114 @ 10 EF which equals 0.48 sq in per foot which is excess of the 0.38 sq in. required. No revision necessary. a =r s 8. It is my understanding that the UBC Appendix 1641 has not been adopted by the City of Tukwilla. And therefore this correction is not applicable. However, I have attached a calculation of the snow drift for your information. I believe Snow Drifting is not a governing load case at this location. 9a, 9b, & 9c. Calculation for the identified drag beams/drag struts are attached. 10a, & 10b. Calculations for the identified beams/drag struts are attached. 11. S4, The W21x beam designation (B2 -20) has been revised to a W24x 55. See the attached calculation. 12. S4, The W16x beam designation (82 -32) has been revised to a W12x19. See the attached calculation. Structural and Civil Engineers 180 Nickerson St. Suite 302 Seattle. WA 98109 (206)285 -4512 Fax: 285 -0618 ctcng @nwlink.con. CITY OFETUEKWItA DEC 3 1 1998 nri PERMIT CENTER Page 2 October 15, 1998 13. S4, The W16x beam designation (B2 -33) has been revised to a W18x35. See the attached calculation. 14 S3, The missing beam designation (B1 -41) has been indicated. 15a. S2, The beam calculation, B1 -8, has been revised. See the attached calculation. 15b. S2, The beam designation (B1 -10) has been revised to W21x44. See the attached calculation. 15c. S2, The beam designation (B1 -19) has been revised to W24x55. See the attached calculation. 15d. S2, The beam designation (B 1 -20) has been revised to W24x55. See the attached calculation 16. The identified beams are part of moment resisting frames. See the previously submitted lateral calculations for Frame P. 17. Beam B1 -34 has been deleted and a column added in its place. 18. Beam B1-40 has been deleted. See the attached partial framing plan over the crawl space and calculations. 19. A calculation for B1-38 is attached 20a. Calculations are attached for details 1 & 2/S6. 20b. I have design the connections per UBC 2213.6 item 2 and therefore the panel zone requirements of UBC 2213.7.2 is not applicable. See 20a. above. 2la. Attached are calculations indicating the diaphragm unit shears complying with the diaphragm connection restrictions. 21b. Attached are calculations indicating the required diaphragm chords and drag struts forces considering independent movement. The entire exterior of the building is ringed with steel beams (diaphragm chords). Page 3. October 15, 1998 22. Attached are calculations for wall 12.8. I believe that this resolves all of your concerns which are necessary to complete the structural plan review. If you have any further questions, please call. Sincerely Yours, CT Engineering Peter J. H. PE Structural E neer cc: R. Preuss December 29, 1998 Kyle A. Wong, Plan Review Engineer Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Wa. 98204 RE: 52nd Avenue South Office Bldg. (D98 -0300) 15208 52nd Ave. So. Dear Mr. Wong, Attached are revised construction documents for the above referenced project. We have made corrections to the drawings in accordance with your Correction Notice dated October 2, 1998. Specifically the correction and/or comments are as follows: 1. S1, Inspection, has been revised to indicate the welding of reinforcing steel. 2. Si, Reinforcing Steel, the 10" wall reinforcing indicates #4 @ 16" EF (each face). The each face implies a double curtain which does comply with the minimum reinforcing requirements of UBC 1914.3.3. No revision necessary. 3. S 1, Sawn Lumber, the Beam & Post Fc allowable compression stress has been revised to indicate 1000 psi. 4. Response by others. 5. I have reviewed the plans and believe I have clarified the incomplete beam and column information 6. 11 /S7 the footing width has been revised to indicate 4' -0 ". 7. 11 /S7 indicates #4 @ 10 EF which equals 0.48 sq in per foot which is excess of the 0.38 sq in. required. No revision necessary. 8. It is my understanding that the UBC Appendix 1641 has not been adopted by the City of Tukwilla. And therefore this correction is not applicable. However, I have attached a calculation of the snow drift for your information. I believe Snow Drifting is not a governing load case at this location. 9a, 9b, & 9c. Calculation for the identified drag beams/drag struts are attached. 10a, & 10b. Calculations for the identified beams /drag struts are attached. 11. S4, The W21x beam designation (B2 -20) has been revised to a W24x 55. See the attached calculation. 12. S4, The W16x beam designation (B2 -32) has been revised to a W12x19. See the attached calculation. Structural and Civil Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285 -4512 Fax: 285 -0618 ctcng@nwlink.com Page 2 December 29, 1998 13. S4, The W16x beam designation (32 -33) has been revised to a W18x35. See the attached calculation. 14 S3, The missing beam designation (B1 -41) has been indicated. 15a. S2, The beam calculation, B 1 -8, has been revised. See the attached calculation. 15b. S2, The beam designation (131 -10) has been revised to W21x44. See the attached calculation. 15c. S2, The beam designation (B1 -19) has been revised to W24x55. See the attached calculation. 15d. S2, The beam designation (131 -20) has been revised to W24x55. See the attached calculation 16. The identified beams are part of moment resisting frames. See the previously submitted lateral calculations for Frame P. 17. Beam B1-34 has been deleted and a column added in its place. 18. Beam 131-40 has been deleted. See the attached partial framing plan over the crawl space and calculations. 19. A calculation for 131 -38 is attached 20a. Calculations are attached for details 1 & 2/S6. 20b. I have design the connections per UBC 2213.6 item 2 and therefore the panel zone requirements of UBC 2213.7.2 is not applicable. See 20a. above. 21a. Attached are calculations indicating the diaphragm unit shears complying with the diaphragm connection restrictions. 21b. Attached are calculations indicating the required diaphragm chords and drag struts forces considering independent movement. The entire exterior of the building is ringed with steel beams (diaphragm chords). Page 3. December 29, 1998 22. Attached are calculations for wall 12.8. I believe that this resolves all of your concerns which are necessary to complete the structural plan review. If you have any further questions, please call. Sincerely Yours, CT Engineering c ' ' /7_77, Peter J. Hart, Jr: / 1 E 1 Structural Enjineer cc: R. Preuss Oct. 08 98 01:07p (4251747-8561 P.1 GEoirEcii :3t Bhon. WA 9005 ?2:16 20t1: twl Suit ei :: 16 tf.! CONSULTANTS. INC. 206447-5618 FAX 747.8561 MEMORANDUM Jr■I P.O. Box 2054 TilComa. WA 9$401 206-627-5990 FAX 627-2114 • ..........M••••■•••■■■••••■■••■•■■•*••■■■•■•••■••••••••••■•■•••■■. TO PAGE of J _ COMPANY ci„ DATE JhJ 2/ //9P ADDRESS 111:51. 5,Tut.,,,d, ?kJ :3(2‘.-, FAX PHONE SUBJECT td4 9sIve. et.V ceA Sej Pen / *IL Ikk k cm T 4e- . ; eirgp,e-A 4nr 1414_ ejJI _ref earl tl r le— tell/ vx, i el kolr rte.. Liap- low...L'4) 4 zL-S3vicT4)c) Lz_stc-06,/,.s(FAx) C T E. N G:.1 N. E E 1- N Project: Client: 180 Nickerson St. Suite 302 Seattle, WA Date /D -L.- -9 98109 (206) 285.4512 FAX: Page Number (206) 285.0618 LC. G /.- 5)! erz,j a : / 6 r CJi I /1; lJ Del, /, -,t,1y / 2 /0 . = 4o, (�w r 6 „1, 1�t � r L d 1,3 l. 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PANELS SHALL BE 10d COMMON OR GALVANIZED BOX, - ALL SHEATHING SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO AND IN A STAGGERED PATTERN OR AS INDICATED ON DRAWINGS. •. NAILING FOR DRAG STRUTS SHALL BE THE SAME AS FOR BOUNDARIES & CONTINOUS EDGES. FOR THE FULL LENGTH OF THE MEMBER. 14, FIELD NAILING: 10"/12" REFERS TO 10n NAILING @ FLOOR, & 12" NAILING 0 ROOF. 5. NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED @ 2 1/2". • •. • • • .• . . . . • . . • " • . ' • • •• . s %a (i4 / /4.0 1) • � Nd N 1 do f Y' N6 PLC/ «—N-- I/6 G Yee—a—& 1& — /vJ . / Teltir d Z /E=e )-7n47Ji Gv 2�Z�LS A' ,))./--r,-?1.„6 ,30 77 i020 , ,.) $ e j= 77 ' S7734u 6-ti ..i0 6/2z-0-7 _ 2 7)411,3 AS 70 t'1-) 5 . 0 •'.) . . . 4/,SG /6 33..1.9, w� / 3.)..C) ¢4.4 Z 0.1(e..34) (r)t (,S t . oo S ■4-sJ •?O ' /70 ,�. 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Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: ('06)285.0618 hS!'>i! vs" I. i P `it)c 4C, G c'" 41/6 L S-2 ' y ' i3 S • ✓ z 2'G 3 O% n1 ri V> G .9 )4. (i�{ i / 3 3, 2,v1 a 3¢..SG K 3 03',.),) /09 (ir ) a 22 a. (4) 1 3.3 �, ( e ( ) c.) �GG.51J Structural and Civil Engineers ✓. o icfr 1 N E. E R. I..N G • P L L C Project: Date. Client: /9 Page Number: s. 1811 Nickerson Si Suite 302 Seattle, %V.- 98109 (2061283-4312 FAX: 1'06) 385 -1618 e.61-L( Av44.4e, Gigs /,G.4. b./ 0. >(e> (6 6Ail-) K.r ( 3.o) z pd.9' 1.. .43‘,J -n-� r e G6 Structural and Civil Engineers CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: `- S CONCRETE SHEAR WALL DESIGN TUKWILA OFFICE BLDG TUKWILA OFFICE BLDG GENERAL DATA LATERAL LOADS VERTICAL LOADS Total Wall Height = 36.00 ft Short Tern Only Short Load Location Concrete Weight = 150.00 pcf Load Height Dead Live Tern Vertical Horiz Live not acting with Short Tern Overburden Wt. = 520.0 psf 10.40k 36.00 ft /1 10.0k 4.5k 24.0 ft 0.0 ft ZICp -or- ZIC /Rw = 0.00 27.40k 24.00 ft 12 10.0k 9.0k 12.0 ft 0.0 ft Seisnic Zone = 3 4.10k 12.00 ft #3 10.0k 9.0k 0.O ft 0.O ft Min Wall As:bending = 0.0000 14 6.0 k 24.0 ft 8.0 ft #5 6.0k 12.0 ft 8,O ft /6 6.Ok 0.O ft 8.Oft 17 18 49 110 WALL DESIGN TABLE - Wall Section Data- Botton of Wall Highest Wall Section Analysis Height 0.00 ft 12.00 ft 24.00 ft 0.00 ft 0.00 ft Wall Offset (datun) 0.00 ft 0.00 ft 0.00 ft 0.00 ft Wall Length : 8.00 ft 8.00 ft 8.00 ft 0.00 ft 0.00 ft Wall Thickness 8.00 in 8.00 in 8.00 in 0.00 in Pc: Concrete 0.00 in 3000 psi 3000 psi 3000 psi 3000 psi 3000 psi Fy: Reinforcing 60000 psi 60000 psi 60000 psi 60000 psi 60000 psi - Shear & Overturning - Vs : Story Shear 41.90k 37.80k 10.40k 0.00k k Ms: Story Overturning Moaents • Lateral Acting Right....: Lateral Acting Left.... Uplift@ Left End of Wall . Uplift @ Rt End of Wall Shear Analysis Effective Depth = .8 *L 6.40 ft 6.40 ft 6.40 ft 0.00 ft 0.00 ft Vu =Vs Load Factor(s) 58.66k 52.92k 14.56k NOT 0.00 k Vu : Applied 95.48 psi 86.13 psi 23.70 psi 0.00 psi 0.00 psi Nu : Axial 85.1k 49.3k 13.4k 0.0k 0.0k Nu : Monent 1558.5k-ft 832.2k-ft 174.7k-ft 0.0k-ft 0.0k-ft Vc *.85 (11.10 &14.3) 55.2 psi 75.1 psi 89.1 psi 0.0 psi 0.0 psi Vn:Max= 10 *f'c ^.2 *.85 328.6 psi 328.6 psi 328.6 psi 0.0 psi 0.0 psi Code Min Horiz As:Horiz % 0.0025 0.0025 0.0020 0.0000 0.0000 ....Horiz Area 0.240 in2 0.240 in2 0.192 in2 0.000 in2 0.000 in2 .Max. Spacing 18.00 in 18.00 in 18.00 in 0.00 in 0.00 in Code Min Vert As:Vert 0.0025 0.0025 0.0012 0.0000 0.0000 ....Vertical Area 0.240 in2 0.240 in2 0.115 in2 0.000 in2 0.000 in2 ...Max. Vertical Spacing : 18.00 in 18.00 in 18.00 in 0.00 in 0.00 in Governing ACI Equation 9 -2 9 -2 9-2 9 -2 9 -2 Bending Analysis Ru= Mu /(thick *dA2 *Phi) 440.4 psi 235.1 psi 49.4 psi 0.0 psi 0.0 psi n = Fy /f'c /Beta 23.53 23.53 23.53 0.00 0.00 As Req'd Each End 4.99 in2 2.531112 0.68 in2 0.00 in2 0.00 in2 Governing ACI Equation 9 -2 9 -2 9 -2 9 -2 9 -2 1049 k -ft 562 k -ft 125 k -ft 0 k -ft 0 k -ft 1049 k -ft -594 k -ft -125 k -ft 0 k -ft 0 k -ft 94k 44k 5k Ok Ok Ok 40k ik Ok Ok (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 •4 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 981d9 CONCRETE SHEAR WALL DESIGN TUKWILA OFFICE BLDG TUKWILA OFFICE BLDG Page: s �S ( continued) FOOTING DATA Ftg. Projection Left = Wall Length @ Base = Ftg. Projection Right = Total Footing Length = f'c Fy Footing Width Footing Thickness = Rebar Cover Kern Distance = ACI Load Factors ACI 9 -1 & 9-2 DL = ACI 9 -1 & 9-2 LL = ACI 9 -1 & 9 -2 ST = . Seismic = ST = ACI 9 -2 Group Factor = ACI 9 -3 Dead Load Fact = ACI 9 -3 Short Tern = UBC 1912.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 8.00 ft 8.00 ft 8.00 ft 24.00 ft 3000 psi 60000 psi 8.00 ft 30 in 3.50in 4.00 ft 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 WALL b F00TEHG STABILITY SWAM Service Loads ACI 9 -1 = 268.4k 382.5k Total Vertical Loads Overturning Moments... No Lateral or Short Tern Loads Applied To Left Loads Applied To Right Resultant Ecc. From Footing No Lateral or Short Term Loads Applied To Left Loads Applied To Right _ -138.0k-ft =-1217.9k-ft = 1153.9 k -ft Centerline.... = -0.51 ft _ -4.54 ft = 4.30 ft -220.2 k -ft -0.58 ft Soil Pressures... Static Soil Press. @ Left = 1577 psf 2279 psf Static Soil Press. @ Right = 1218 psf 1705 psf Soil Pressures w/ Short Tern Load Applied To Left @ Left Side of Footing = 2997 psf @ Right Side of Footing = 0 psf Soil Pressures w/ Short Tern Load Applied To Right @ Left Side of Footing = 0 psf @ Right Side of Footing = 2904 psf OVERTURNING STABILITY Overturning Resisting Lateral Loads Applied to Left = 1185.9 k -ft 2902.4 k-ft Lateral Loads Applied to Right= 1185.9k-ft 2998.4 k -ft ONE WAY SHEAR CHECK Governing Max. Vu /.85 ACI Equation 9 -3 @ Left End of Footing = 81.97 psi 9-3 @ Right End of Footing= 72.98 psi BENDING DESIGN Min. As % = 0.0014 ACI 9 -2 & 9 -3 375.7 k -1853.5 k -ft 1467.1 k -ft -4.93 ft 3.90 ft 4431 psf 47 psf 0 psf 3867 psf Ratio 2.45 2.53 2 *f'c ^.5 109.54 psi 109.54 psi % As Mu /Phi:Actual Ru Req'd ACI Eq. 9 -3 @ Left Edge of Footing 991.6k-ft 196.1 psi 0.0034 9-3 @ Right Edge of Footing 881.3k-ft 174.3 psi 0.0033 Total As:Req'd 8.66 in2 8.48 in2 V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 Oct 08 98 0107p GECrirECH T.: CONSULTANTS, INC. MEMORANDUM TO COMPANY ADDRESS Sr c • ti f (4251747-8561 p ..1 13236 %E 20t1::3tv.:kg Suit:: 1( EidlritIc. \V. 980Q5 206.747-5618 FAX 747-8561 P.O. nox 2054 Taorna. WA W401 206-627-5990 FAX 627-2H4 ..•••■•■■•■■•*•■•■■■■■••••■•■•••••■•••10.•■••11.11.a.............■••••••••••.•1•11•••■■■•■■•■•111 1-6N (.7..d ti k,e). 1,14 9SIQS L 1 SUBJECT P6v_kft.A .CA ;1 Pr,(}/ - )9,7 14 r3 .5 A ye,. 84Twkkiik JN sz7 PAGE of DATE rL4L 2) i )1/C''S FAX PHONE Sc--;) to cp. r eel" ;Pe ciL re- r r P ) CC izsc-o6ics(PA9 _Plenk A16,142/...7_53Z4itA.Az) iLe..1;= 1 C T E..N.�G I N.E.E.R I.N G RETAINING WALL STRUCTURAL CALCULATIONS FOR 52 nd AVENUE SOUTH BUILDING 15208 52nd Ave. So. TUKWILA, WA. Client: ST Corporation 1200 So. 192nd St., Suite 300 Seattle, Wa. 98148 Architect: Rolf Preuss Associates 1809 7th Avenue, Suite 1000 Seattle, Wa. 98101 Structural and Civil Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: (206) 285 -0618 CITY OF TUEKWIIA DEC 3 1 iy98 PERMIT CENTER IY?&'03c0 .•L_....3• SAN:7AR? PER ,JN �l(S5• ry R • , .1` _852 ..__ 81 •4 .x.1 --." . �•�� ._`-+• .i _.. SAN i RIM ,-79.28 • IF F,4. �: �� (• CANTILEVER RETAINING WALL SCHEDULE CONC. DIMENSIONS REINFORCING SIZES 14 A B G D WM*. DAB+ TYPE 'A' %JERT. MAID TYPE 'a' )400l. mace, TYT'L 'G' RT& 5.A.Pa5 TYPE 'D' FTCi. 8APIS fl '3' FM. BARB mat r DC�1fiLt! ce~ _i BM.o1A-V•C (2) '9 LAP 3' -m' -�-. TYPE 'C' BAR i I _t�� j FT 2a. LUEEP HOLES AT 8' -10' O.G. • -. -_. I.. �, DR. DEPTH ON TOE ■ .4 -.+ ' TYPE 'D' BAR BASE - 3' .- TYPE 'A' BARS TO TOP OF WALL r m' SOIL COVER 2'. CLR• C•TYP) !'� °f ',(-1// G'r�, P • G Gt1�:. ry M4144.?C• 1' 0• . FREE DRAINlT G GRANULAR FILL TYPE 'B' BARS TO Ha Dl E1=S-eA1"E" t - SPACMG••A5- :PrPE"° :' R J '' • --6'4' DRAIN T1L^ STD NOOK o • P�i4�� TYPE.-'Ft BAR TOE STE11 I-EEL eASi~ TYPE 'E' .:.J J / CANTILEVER RETAINING WALL WI SCHEDULE ' SCALE: 3/4' . f' - 0' 'a1J it 1 C E_N0I01EERIN.G PLLC LE frif to J n I al le L I 0 —II CU L a .4 A A t iP- aa 'zI 3- a .... 1 RCI 2. cAU (` 43 9 Z A a J v mm It At 4 INI mq t 1 p '. i V - ., z ' v `'3 ' 9 r Structural & Civil Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 208.285.4512 (V) 208.285.0818 (F) ctengenwlink,corn VI P Q 1 t 0 A 4 ..M ,1 v (° a v isn A \‘) 2 j sA 2 A M C1- SCHED8 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height = Wall Ht. above Soil = Toe Width Heel Width Total Footing Width = Footing Thickness Key Depth = Key Width Toe to Key Dist. SLIDING CHECK Ftg /Soil Friction Soil to Neglect = Lateral Pressure - Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding 4.50 ft 0.50 ft 0.50 ft 2.25 ft 2.75 ft 14.00 in 0.00 in 0.00 in 0.00 ft 0.40 0.00 in 562 1 417 # 437 4 0.04 750.8 psf 43.7 psf 3000 psf 4.89 in 0.00 psi - 3.06 psi 93.11 psi 2.02 :1 1.52 :1 Origin of Force... Active Soil Press. Soil over Heel Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe Axial Load on Wall Load @ Proj. Wall Averaged Sten Wts. _ Added Lateral Load Footing Weight Key Weight = Vertical Conponent of Active Pressure Totals VERTICAL LOADS Axial DL on Sten Axial DL on Sten ...Eccentricity Surcharge over Toe = Surcharge over Heel = Note: Toe Surcharge Resists Note: Heel Surcharge Resists SOIL DATA Allowable Bearing = Active Lateral - Max Press. - Slope Press. _ Backfill Slope = Passive Press. - Soil Density = Soil Ht over Toe = LATERAL LOADS 0 plf Lateral Load Acting on 0 plf Sten Above Soil 0.00 in Add']. Lateral Load 0.0 psf Dist to Load Start 0.0 psf Dist to Load End Overturning Overturning Soil Press. Mult. By ACI Eq 9 -1 = Mu- Upward Mu- Downward = Mu- Design = One -Way Shear: Actual Allowable = Cover over Rebar = 'd' Ru = Mu /bdA2 = SUMMARY OF FORCES ADJACENT FOOTING 3000 psf Vertical Load = 35.0 pcf Load Eccentricity = 0.0 pcf Footing Width = 0.0 pcf Ftg. CL to Wall = 0.0 :1 Vert. Position of Ftg. 300.0 pcf ...Above /Below:[ + / -) = 0.0 ft 130.0 pcf Spread Footing ? No 6.00 in FOOTING DESIGN 0.00 psf 0.00 plf 0.00 ft 0.00 ft 0.0 # 0.00 in 0.00 ft 0.00 ft Toe Heel f'c 1051 61 psf Fy 124 232 ft -i Min. As Percent 42 1068 ft -4 Onit SP Under Heel 82 -836 ft -4 Toe i 4 @ 13.61 0.0 3.1 psi 4 5 @ 21.09 93.1 93.1 psi it 6 @ 29.93 3.50 2.50 in 4 7 @ 40.82 10.50 11.50 in 1 8 @ 48.00 0.8 7.0 psi 4 9 @ 48.00 & MOMENTS Overturning Moments # ft ft -4 Resisting Moments ft • 3000 psi • 60000 psi • 0.0014 ? No Heel 12.42 in o/c 19.25 in o/c 27.33 in o/c 37.27 in o/c 48.00 in o/c 48.00 in o/c ft -# 561.9 0 -48.6 0 0.0 0 0.0 0 0.0 0 0.0 0 0 = 513.3 i 1.89 0 0.56 0 0.00 0 0.00 0 0.00 0 0.00 0 0 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 0 1061.5 0 -27.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 0 828.8 32.5 0.0 0.0 0.0 0.0 0.0 0 -250.0 0 481.2 0.0 0.0 1034.4 ft-; 1092.5 1 1092.5 a° 0 2.04 0.25 0.00 0.00 0.00 0.00 0.00 0 1.08 0 1.38 0.00 0.00 0 1692.0 8.1 0.0 0.0 0.0 0.0 0.0 0 -270.8 0 661.7 0.0 0.0 2091.0 ft -# 2091.0 ft-I (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98149 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ( continued) STEM SUNt1ARY Top Sten: From 0.00 ft to Top of Wall 8.00in Concrete w/ 5 @ 16.00in, d= 6.1 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 902.4 <= Mn = 6234.5ft -/ Vu = 6.36 <= Vn = 93.11psi Interaction Value = 0.145 Second Stec From 2.00ft to 0.00ft 10.00in Concrete w/ 6 @ 10.00in, d= 7.6 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 154.9 <= Mn = 16883.4ft -I Vu = 1.13 <= Vn = 93.11psi Interaction Value = 0.009 Third Sten From 4.00ft to 2.00ft 10.00in Concrete w/ 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 1.2 <= Mn = 8327.0ft -i Vu = 0.00 <= Vn = 93.11psi Interaction Value = 0.000 inm O GCONC. 1a" v.., m cn.. "5 @ 18' Hortz 4, ! • 10" CONC. +" 6 10" Vert P Edge "5 a 18" Hortz 10" CONC. " 5 0 16" Vert P Edge In o 18' Horiz Fourth Sten Fron 6.00ft to 4.00ft 10.00in Concrete w/ / 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.0in Mu = 0.0 <= Mn = 8327.0ft -i Vu = 0.00 <= Vn = 93.11psi Interaction Value = 0.000 HEEL (top) : ° 5 " o.c. TOE (bot) : " 5 db " o.c. 4 HORIZ. AS SHOWN V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height = Wall Ht. above Soil = Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Depth = Key Width = Toe to Key Dist. = SLIDING CHECK Ft9 /Soil Friction = Soil to Neglect = Lateral Pressure = - Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning. Sliding 6.50 ft 0.50 ft 1.00 ft 3.50 ft 4.50 ft 14.00 in 0.00 in 0.00 in 0.00 ft 0.40 0.00 in 1029 4 417 # 1222 a 0.0 4 876.6 psf 481.6 psf 3000 psf 2.62 in 0.88 psi -8.03 psi 93.11 psi 3.39 :1 1.59 :1 VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start = Dist to Load End = 0.00 psf 0.00 plf 0.00 ft 0.00 ft ADJACEIIT FOOTING Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below:[ + / -] = 0.0 ft Spread Footing ? No Origin of Force... Soil Press. Mult. Toe Heel f'c By ACI Eg 9 -1 = 1227 674 psf Fy Mu- Upward = 593 2786 ft -1 Min. As Percent Mu- Downward = 168 5077 ft -4 Onit SP Under Heel Mu- Design = 425 -2292 ft -4 Toe One -Way Shear: 4 4 @ 13.61 Actual = 0.9 8.0 psi 4 5 @ 21.09 Allowable = 93.1 93.1 psi 4 6 @ 29.93 Cover over Rebar = 3.50 2.50 in 4 7 @ 40.82 'd' = 10.50 11.50 in 4 8 @ 48.00 Ru = Mu /bd'2 = 4.3 19.3 psi 4 9 @ 48.00 SUMMARY OF FORCES & MOUES Overturning Moments ft ft -4 Resisting Moments ft • 3000 psi • 60000 psi • 0.0014 ? No Heel in o/c in o/c in o/c 37.27 in o/c 48.00 in o/c 48.00 in o/c ft -4 Active Soil Press. = 1028.6 Soil over Heel = 0 Soil over Toe = -48.6 Sloped Soil @ Heel = 0 Adjacent Ftg. Load = 0.0 Surcharge Over Heel = 0 Surcharge over Toe = 0.0 Axial Load on Wall = 0 Load @ Proj. Wall = 0.0 Averaged Sten Wts. = 0 Added Lateral Load = 0.0 Footing Weight = 0 Key Weight = 0 Vertical Conponent of Active Pressure 0 Totals 980.0 4 2.56 0 0.56 0 0.00 0 0.00 0 0.00 0 0.00 0 0 Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Renoved) 0 2628.7 0 -27.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 2253.3 65.0 0.0 0.0 0.0 0.0 0.0 0 -50.0 0 787.5 0.0 0 0.0 2601.7 ft -4 3055.8 3055.8 1 0 3.17 0.50 0.00 0.00 0.00 0.00 0.00 0 2.58 0 2.25 0.00 0 7135.6 32.5 0.0 0.0 0.0 0.0 0.0 0 -129.2 0 1771.9 0.0 0.00 0.0 8810.8 ft -i 8810.8 ft -# (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 9810'9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ( continued) STEN! SUMMARY Top Stem: Frog 0.00 ft to Top of Wall 8.00in Concrete w/ # 5 @ 16.00in, d= 6.1 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Ebbed= 12.Oin Mu = 2722.1 <= Mn = 6234.5ft -# Vu = 14.35 <= Vn = 93.11psi Interaction Value = 0.437 Second Sten Fron 2.00ft to 0.00ft 10.00in Concrete w/ # 6 @ 10.00in, d= 7.6 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 903.7 <= Mn = 16883.4ft -# Vu = 4.86 <= Vn = 93.11psi Interaction Value = 0.054 Third Ste, Fron 4.00ft to 2.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.l'in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Enbed= 12.0in Mu = 154.9 <= Mn = 8327.0ft -# Vu = 1.00 <= Vn = 93.11psi Interaction Value = 0.019 inj a;coNC.„" v....... za .J.r 1V ICI .•e•wya •5 ae i8 ' Horiz 10" CONC. * 6e 10 " Vert e Edge •5x•18 -Horiz 10" CONC. n# 5 4> 16" Vert Q Edge 518 "Hortz Fourth Ste, From 6.00ft to 4.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Enbed= 6.0in Mu = 1.2 <= Mn = 8327.4ft -# Vu = 0.00 <= Vn = 93.11psi Interaction Value = 0.000 HEEL (top) : x 5 " o.c. TOE (bot) : • 5 • 4 HORIZ. AS SHOWN s" IV V4.4D (c) 1983 -96 EUERCALC CT. Engineering, KW0602397 CT Engineering_ Nickerson -St., Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height = 8.50 ft Wall Ht. above Soil = 0.50 ft Toe Width = 1.17 ft Heel Width = 4.34ft Total Footing Width = 5.51 ft Footing Thickness = 15.00 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction = Soil to Neglect = Lateral Pressure = - Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure @ Toe Pressure @ Heel = Allowable Press. Ecc. of resultant Max. Shear @ Toe = Max. Shear @ Heel Allow. Ftg Shear = Factors of Safety: Overturning Sliding 0.40 0.00 in 1664 I 4594 2187 I 0.04 1424.9 psf 559.9 psf 3000 psf 4.80 in 2.48 psi -12.92 psi 93.11 psi 3.40 :1 1.59 :1 Origin of Force... VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN Soil Press. Hult. Toe Heel f'c = 3000 psi By ACI Eg 9 -1 = 1995 784 psf Fy = 60000 psi Mu- Upward = 1307 7104 ft -I Min. As Percent = 0.0014 Mu- Downward = 242 12208 ft-4 Onit SP Under Heel ? No Mu- Design = 1065 -5104 ft-4 Toe Heel One -Way Shear: I 4 @ 12.42 11.43 in o/c Actual = 2.5 12.9 psi I 5 @ 19.25 17.71 in o/c Allowable = 93.1 93.1 psi I 6 @ 27.33 25.14 in o/c Cover over Rebar = 3.50 2.50 in 4 7 @ 37.27 34.29 in o/c 'd' = 11.50 12.50 in 4 8 @ 48.00 45.14 in o/c Ru = Mu /bd ^2 = 8.9 36.3 psi 4 9 @ 48.00 48.00 in o/c SOHHARY OF FORCES & t40OTS LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start = Dist to Load End ADJACENT FOOTING Vertical Load = Load Eccentricity = Footing Width = Ftg. CL to Wall = Vert. Position of Ftg. ...Above/Below:[+/-] = 0.0 ft Spread Footing ? No 0.00 psf 0.00 plf 0.00ft 0.00 ft 0.0 I 0.00 in 0.00 ft 0.00 ft Overturning Moments 1 ft ft-4 Resisting Moments ft ft-# Active Soil Press. = 1663.6 3.25 Soil over Heel = 0 0 Soil over Toe = -53.6 0.58 Sloped Soil @ Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel - 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = 0 0 Load @ Proj. Wall = 0.0 0.00 Averaged Sten Wts. = 0 0 Added Lateral Load = 0.0 0.00 Footing Weight = 0 0 Key Weight = 0 0 Vertical Conponent of Active Pressure 0 0 Totals = 1610.0 I Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 5406.7 0 -31.3 0 0.0 0 0.0 0 0.0 0 0.0 0 0 4059.0 76.1 0.0 0.0 0.0 0.0 0.0 0 300.0 0 1033.1 0.0 0 0.0 5375.4 ft -I 5468.24 5468.24 0 3.67 0.59 0.00 0.00 0.00 0.00 0.00 0 1.50 0 2.76 0.00 0 14910.2 44.5 0.0 0.0 0.0 0.0 0.0 0 451.0 0 2846.2 0.0 0.00 0.0 18251.9 ft-4 18251.9 ft-4 (continued on next page....) V4.4D (c) 1983-96 ENERCALC CT Engineering, KW0602397 CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ( continued) STEM MARRY Top Stem: From 0.00 ft to Top of Wall 8.00in Concrete w/ # 5 @ 12.00in, d= 6.1 in.. 8-NC. f'c= 3000.0psi, Fy= 60000.0ppsi CO Wall Wt.= 100.00psf, Bar Embed= 15.Oin Mu = 6088.8 <= Mn = 8206.3ft -# Vu = 25.54 <= Vn = 93.11psi Interaction Value = 0.742 Second Stec From 2.00ft to 0.00ft 8.00in Concrete w/ # 5 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 2723.4 <= Mn = 6234.5ft -# Vu = 14.35 <= Vn = 93.11psi Interaction Value = 0.437 Third Steal From 4.00ft to 2.00ft 8.00in Concrete w/ # 5 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 903.7 <= Mn = 6234.5ft -1 Vu = 6.36 <= Vn = 93.11psi Interaction Value = 0.145 Fourth Ste' From 6.00ft to 4.00ft 8.00in Concrete w/ # 5 @ 16.00in, d= 6.1 In f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 6.0in Hu = 154.9 <= Mn = 6234.5ft -# Vu = 1.58 <= Vn = 93.11psi Interaction Value = 0.025 12" Vert P Ed •5418 "Horiz 8" CONC. # 5 4 16" Vert a Edge •5418 "Horiz HEEL (top) : x 5 4 " o.c. TOE (bot) : • 5 4 " o.c. 4 HORIZ. AS SHOWN s 16' V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 • • C`r Engineering 180 Nickerson -St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ( col) WALL & FOOTING DATA Retained Height = 10.50 ft Wall Ht. above Soil = 0.50 ft Toe Width = 1.50 ft Heel Width = 5.17 ft Total Footing Width = 6.67 ft Footing Thickness = 17.00 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction = 0.40 Soil to Neglect = 0.00 in Lateral Pressure = 2485 # - Passive Pressure = 551 # - Friction = 3224 # Add'l Force Required = 0.0 # SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding = 1756.2 psf • 660.4 psf • 3000 psf • 6.05 in • 4.69 psi _ -16.62 psi • 93.11 psi • 3.32 :1 = 1.52 :1 Origin of Force... VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ....Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in F0OTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start = Dist to Load End = ADJACENT F00'TING 0.00 psf 0.00 plf 0.00 ft 0.00 ft Vertical Load = 0.0 # Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ..Above /Below:[ + / -) = 0.0 ft Spread Footing ? No Soil Press. Mult. By ACI Eq 9 -1 = Mu- Upward Mu- Downward = Mu- Design One -Way Shear: Actual = 4.7 16.6 psi Allowable = 93.1 93.1 psi Cover over Rebar = 3.50 2.50 in 'd' = 13.50 14.50 in Ru = Mu /bd'2 = 13.4 47.3 psi SMEARY OF FORCES & HOMERS Toe Heel f'c 2459 925 psf Fy 2637 11820 ft -I Min. As Percent 437 20767 ft-/ Onit SP Under Heel 2200 -8947 ft -1 Toe Overturning Moments # ft ft -# # 4 @ 10.58 # 6 @ 23.28 7 @ 31.75 # 8 @ 41.80 # 9 @ 48.00 • 3000 psi • 60000 psi • 0.0014 ? No Heel 9.85 in o/c 45 21) in o/c -21767 in o/c 29.56 in o/c 38.92 in o/c 48.00 in o/c Resisting Moments # ft ft -# Active Soil Press. = 2485.1 3.97 Soil over Heel = 0 0 Soil over Toe = -64.3 0.64 Sloped Soil @ Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = 0 0 Load @ Proj. Wall = 0.0 0.00 Averaged Sten Wts. = 0 0 Added Lateral Load = 0.0 0.00 Footing Weight = 0 0 Key Weight = 0 0 Vertical Component of Active Pressure 0 0 Totals = 2420.8 # Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Removed) 9871.5 0 -41.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 5919.6 97.5 0.0 0.0 0.0 0.0 0.0 0 625.0 0 1417.4 0.0 0 0.0 9830.4 ft-/ 8059.4# 8059.4 # 0 4.50 0.75 0.00 0.00 0.00 0.00 0.00 0 1.92 0 3.34 0.00 0.00 0 26647.8 73.1 0.0 0.0 0.0 0.0 0.0 0 1197.9 0 4726.9 0.0 0.0 32645.8 ft -# 32645.8 ft -# (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering. 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ( continued) STEM MARY Top Stem: From 0.00 ft to Top of Wall 10.00in Concrete w/ # 6 @ 12.00in, d= 7.6 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.O0psf, Bar Embed= 19.6in Hu = 11478.5 <= Mn = 14240.8ft -I Vu = 31.64 <= Vn = 93.11psi Interaction Value = 0.806 Second Step From 2.00ft to 0.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.O0psf, Bar Embed= I4.9in Mu = 6090.1 <= Mn = 8327.0ft -I Vu = 18.51 <= Vn = 93.11psi Interaction Value = 0.731 Third Stem From 4.00ft to 2.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.l'in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.O0psf, Bar Embed= 12.Oin Mu = 2723.4 <= Mn = 8327.Oft -I Vu = 10.25 <= Vn = 93.11psi Interaction Value = 0.327 in 10" CONC. • 60 12 "Y •5 018 "Horiz 10" CONC. • 5 0 16" Vert a Edge in•5 0 18 - Horiz Fourth Sten From 6.00ft to 4.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.0in Mu = 903.7 <= Mn = 8327.0ft -I Vu = 4.41 <= Vn = 93.11psi Interaction Value = 0.109 HEEL (top) : s 5 0 " o.c. TOE (bot) : • 5 Qb " o.c. • 4 HORIZ. AS SHOWN "14 V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 N N HEEL (top) : s 5 0 " o.c. TOE (bot) : • 5 Qb " o.c. • 4 HORIZ. AS SHOWN "14 V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT ENG.INE.ERIN.G PLLC A. Structural d CMS Engineers 180 Nickerson Street Suite 302 Seattle, WA 88108 208.285.4512 (V) 208.285.0818 (F) cteng®nwlink corn • -1% i . i: . ? % SMAt-N Cis tis , i 0.y le 1 c 4 1 ( :. i., on tr- ■1 1 Q SCHED8 REINFORCING SIZES Q ti 0 IEI l aQ o \ Q, ( e) &o al \ . t) • r a ) nu 1, R) o a v pi 2 mla 1 N \ N ; „ Z J % - � 44 0 v 12 4 N It RI 4C. DIMENSIONS Q vn 0 ` n cc - ( - � -A = * VI vl -4- �, ,s ,Nit v A. Structural d CMS Engineers 180 Nickerson Street Suite 302 Seattle, WA 88108 208.285.4512 (V) 208.285.0818 (F) cteng®nwlink corn • -1% i . i: . ? % SMAt-N Cis tis , i 0.y le 1 c 4 1 ( :. i., on tr- ■1 1 Q SCHED8 CANTILEVER RETAINING WALL SCHEDULE CONC. biMENSIONS REINFORCING SIZES C w 4 5 C -..... 0 vtilit 5Ai CS TYPEL!,4* vdivr. SAPS rrre m• ;4011E2. MAIO rrrE C' FteL MAAS Moe 1:0 Mi. SAPIe5 Inset IV Kra 5ARE5 rrre It• . --...... .. s_ ...... ,.. 0.- — --. ___... - - ' • `•-, ..... I - ,.. 0,-- ..,.... ... ... ..-■ 4-''' ' ' . It .... ,t.,.., ' ....0°. 1) to , h .1%.,0 ' • ...--- ,..------- - . ) f '. SAM Corti A434 it 1 in 474- ^If 721 (2) "3 LAP 3'-0' TYPE 'C' MAR 2'. WEEP 1-10LEi AT EV-0' 0.C. 0 WIL DEPTH ON TOE 41"4,70 TYPE IDI E3A SASE - 3' TYPE 'A' f5AF2S TO TOP OF LUALL F sot. c,ovEied 2.4.cuR. (rfp) / sm 1. 0' FREE DRAINING C.TRANULAR FILL TYPE '13' BARS Te1117, /• 7;144 ,e.,, I —DeSWELS--SAME--SIZE..-4. WACING....A&IXES..A.BARJ 0/."1/4..:A) 5t/ 5 r;T HOOK • ":*.-' 5AR- BAeE S2 r • (4!•i! j * •,;,1 3, / 1' CANTILEVER RETAINING WALL W/ SCHEDULE ,A.3 SCALE: 3/4' 0' .0.2. gift, et, lot les I ij • C T E N G :1; N E E_ R .1 . N G. P L L C Project: Client: Date: /" //S /9 e. Page Number: 180 Nickerson " Suite 3(12 Seattle, WA 98109 12061 283-4512 FAX: 0116) 285.0618 pit, 3 S e %JJ o �C�f Gt% -sr 0(74:: Z / h s. 3 0 d,� Go D!J . G ,34-44/ ,34-44/ � T7' —7 —7 ---7 / ';-7. 6' A' c-- W 1- 2 2 "4P i° , ./ / ze 8G (v O 1 /7. 7 (�, / / • ) - - S e.t7n -, (G•) SJ (3) .¢o , Structural and Civil Engineers 1 -N:G P L L C Project: Client: Date: /9 6 180 Nickerson S! Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Page Number: 1'06) 285.0618 4-?-0‘ 60 oo �a h Zo z 2�a / x. 7,, = /7So h'ike" 05)z)(S.z eP Scv $ .c.S / .. /0 S • ? 7 Y 1 ,e,/ r:t '4 Os)/‘.'sft .s ..) .11- ./4. ! ...C‘i 1. / o-C . • i/ 4 ¢ .41-1 o Th-j s 737 ?1. -96' 4.1-1, e4„ /Iv) 4.9 z 04. 0 , 7 z, r e- 0.3 3 J v S ( /3o) C ' ') Z ��9.43. , z.' C S/ P.9 37.6., 1199.6 5. Au/ . t: 2 4-71J tYLC Gtjo A-v 7-0 _L-. - -- -1= J I / 41, '5' i 6. /4 r .01./0 c;- /o / 'f 4-49 Cep / o / /. 55/ /.7 Shuot.4 1.40 / S.),3 . 0//.9), /. S 6)'3'. o ,L. /' 1 f 3.5 e lPr. % i wit. if T p .e( /o' 1 /p'/ - ,/ +/ /0 /i.9 y.i %/ /?,M / /A •••••/A • Structural and Civil Engineers CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ¢ %p " WALL & FOOTINNG DATA Retained Height Wall Ht. above Soil = Toe Width Heel Width = Total Footing Width = • Footing Thickness =l Key Depth = Key Width Toe to Key Dist. _ SLIDING CHECK Ftg /Soil Friction = Soil to Neglect = Lateral Pressure = - Passive Pressure = - Friction = Add'l Force Required = SUMMARY VERTICAL LOADS 4.50 ft Axial DL on Stem = 0 plf 2.00 ft Axial DL on Sten = 0 plf 0.33 ft ....Eccentricity = 0.00 in 4.00 ft Surcharge over Toe = 0.0 psf 4.33 ft Surcharge over Heel = 0.0 psf sn Note: Toe Surcharge Resists Overturning 0.00 in Note: Heel Surcharge Resists Overturning 0.00 in SOIL DATA 0.00 ft Allowable Bearing = Active Lateral 0.40 Max Press. 0.00 in Slope Press. 11274 Backfill Slope 04 Passive Press. 1352 4 Soil Density 0.04 Soil Ht over Toe Pressure @ Toe = 2 Pressure @ Heel Allowable Press. _ Ecc. of resultant = Max. Shear @ Toe = Max. Shear @ Heel = - Allow. Ftg Shear = Factors of Safety: Overturning = Sliding Origin of Force... Active Soil Press. = Soil over Heel = Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Sten Wts. _ Added Lateral Load = Footing Weight = Key Weight = Vertical Conponent of Active Pressure LATERAL LOADS Lateral Load Acting on Sten Above Soil = 125.00 psf Add'l Lateral Load = 70.00 plf Dist to Load Start 0.00 ft Dist to Load End = 4.50 ft ADJACENT FOOTING 3000 psf Vertical Load = 0.0 3 35.0 pcf Load Eccentricity = 0.00 in 0.0 pcf Footing Width = 0.00 ft 0.0 pcf Ftg. CL to Wall = 0.00 ft 0.0 :1 Vert. Position of Ftg. 0.0 pcf ...Above /Below:[+ / -] = 0.0 ft 130.0 pcf Spread Footing ? No 6.00 in FOOTING DESIGN 180.4 psf Soil Press. Mult. Toe Heel f'c = 3000 psi 0.0 psf By ACI Eq 9 -1 = 3053 0 psf Fy = 60000 psi 3000 psf Mu- Upward = 160 1526 ft-4 Min. As Percent = _0O 13.58 in Mu- Downward = 18 5911 ft -4 Onit SP Under Heel • ? No 0 0 /4' 0.00 psi Mu- Design = 142 -4385 ft -4 Toe Heel 13.64 psi One -Way Shear: 3 4 @ 15.87 14.49 /n o/c 93.11 psi Actual = 0.0 13.6 psi 4_.5 @ 24.60 22.46 in o/c y S roe" Allowable = 93.1 93.1 psi # 6 @ •34.92 31.88 in o/c �,/ 1.92 :1 Cover over Rebar = 3.50 2.50 in x 7 @ 47.62 43.48 in o/c 1.20 :1 'd' = 10.50 11.50 in 3 8 @ 48.00 48.00 in o/c S� Ru = Mu /bd ^2 = 1.4 36.8 psi 4 9 @ 48.00 48.00 in o/c SUMMARY OF FORCES & MEETS - Overturning f }o�� ft- J ft-4 Resisting Moments . ft 561.9 1.89 0 0 -48.6 0.56 0 0 0.0 0.00 0 0 0.0 0.00 0 0 250.0 6.67 0 0 315.0 3.42 0 0 0 0 0 0 Totals = 1078.3 3 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 1061.5 0 -27.0 0 0.0 0 0.0 0 1666.7 0 1076.3 0 0 0 1950.0 21.5 0.0 0.0 0.0 0.0 0.0 0 650.0 0 757.7 0.0 0 2.66 0.17 0,00 0.00 0.00 0.00 0.00 0 0.66 0 2.17 0.00 0 5193.5 3.5 0.0 0.0 0.0 0.0 0.0 0 431.2 0 1640.5 0.0 0.0 0.00 0.0 3777.4 ft-, 3379.2 4 3379.2 1 7268.7 ft-1 7268.7 ft -4 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Eggineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg 4'',19 " ( continued) STEN SMIARY Top Sten: From 0.00 ft to Top of Wall 8.00in Concrete w/ i 5 @ 16.00in, d= 6.19in f'c= 3000.Opsi, Fy= 60000.0ppsi Wall Wt.= 100.00psf, Bar Enbed= 6.6in Hu = 4338.5 <= Hn = 6234.5ft -I Vu = 18.16 <= Vn = 93.11psi Interaction Value = 0.696 8" CONC. Ir q +m 714" Y +a FNe• 05 a 18 " Horiz HEEL (top) : TOE (bot) : • 4 HORIZ. AS SHOWN 5¢1. o.c. 5 o.c. m m O 10, 4" 3 3J 16" O V4.4D (c) 1983 -96 EHERCALC CT Engineering, )W0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg 6;k, WALL & FOOTING DATA Retained Height = 6.50 ft Wall Ht. above Soil = 2,00 ft Toe Width = 0.33 ft Heel Width = 6.00 ft Total Footing Width = ► 6.33 ft Footing Thickness =1 i 14 n ,' Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction = 0.40 Soil to Neglect = 0.00 in Lateral Pressure = 1484 1 - Passive Pressure = 0 3 - Friction = 2594 1 Add'l Force Required = 0.0 1 SUMMARY Pressure 0 Toe Pressure 0 Heel Allowable Press. Ecc. of resultant Max. Shear 0 Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding Origin of Force... VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0,0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 0.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start Dist to Load End = ADJACENT FOOTING Vertical Load = Load Eccentricity = Footing Width Ftg. CL to Wall Vert. Position of Ftg. ...Above /Below:[ + / -] = Spread Footing = 1706.9 psf Soil Press. Mult. Toe = 342.4 psf By ACI Eg 9-1 = 2390 = 3000 psf Mu- Upward = 128 = 8.43 in Mu- Downward = 18 = 0.00 psi Mu- Design = 110 = -9.15 psi One -Way Shear: = 93.11 psi Actual = 0.0 9.1 psi Allowable = 93.1 93.1 psi = 4.46 :1 Cover over Rebar = 3.50 2.50 in = 1.75 :1 'd' = 10.50 11.50 in Ru = Mu /bd ^2 = 1.1 49.3 psi SUMMARY OF FORCES & MOMENTS 0.00 psf 70.00 plf 0.00 ft 6.50 ft 0.0 1 0,00 in 0.00 ft 0.00 ft 0.0 ft No Heel f'c 479 psf Fy 14447 ft -1 Min. As Percent 20309 ft -I Onit SP Under Heel -5862 ft-1 Toe 1 5@ 1 60 180 4 90 Overturning Moments ft ft -# 15.87 24.60 34.92 47.62 48.00 48.00 3000 psi 60000 psi = .0 001r4f, Di /g' ? No Heel 14.49 in o/c 22.46 in o/c rtseia, 31.88 in o/c _ 43.48 in o/c 48.00 in o/c 48.00 in o/c Resisting moments ft ft -# Active Soil Press. = 1028.6 Soil over Heel = 0 Soil over Toe = -48.6 Sloped Soil 0 Heel = 0 Adjacent Ftg. Load = 0.0 Surcharge Over Heel = 0 Surcharge over Toe = 0.0 Axial Load on Wall = 0 Load 0 Proj. Wall = 0.0 Averaged Sten Wts. = 0 Added Lateral Load = 455.0 Footing Weight = 0 Key Weight = 0 Vertical Conponent of Active Pressure 0 Totals = 1435.0 2.56 0 0.56 0 0.00 0 0.00 0 0.00 0 4.42 0 0 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 0 2628,7 0 -27.0 0 0.0 0 0.0 0 0.0 0 2009.6 0 0 4506.7 21.5 0.0 0.0 0.0 0.0 0.0 0 850.0 0 1107.7 0.0 0 0.0 4611.3 ft-# 6485.91 6485.91 0 3.66 0.17 0.00 0.00 0.00 0.00 0.00 0 0.66 0 3.17 0.00 0.00 0 16509.4 3.5 0.0 0.0 0.0 0.0 0.0 0 563.8 0 3506.0 0.0 0.0 20582.8 ft -1 20582.8 ft -I (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg G o N ( continued) STET! SUMMARY Top Stec Fron 0.00 ft to Top of Wall 8,00in Concrete w/ 1 5 @ 10.00in, d= 6.19in. f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Enbed= 6.Oin Mu = 5014.2 <= Mn = 9745.5ft -1 Vu = 23.85 <= Vn = 93.11psi Interaction Value = 0.515 • .5 a Sif“ 1-10 HEElAtoP) s •5 u. . - o.c.• • TOE (Dot) :'« ' 5 0 ' o.c. • s • ' 4 • . . . . . . . . . . yf 6 _ L . . . . . . . . . .3'. "1¢ " . . . . . V4.4D (c) 1983 -96 EIIERCA.LC CT Engineering, KW0602397 CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ; o " WALL & FOOTING DATA Retained Height = 8.50 ft Wall Ht. above Soil = 2.00 ft Toe Width = 0.33 ft Heel Width = 8.00 ft Total Footing Width = h 8.33 ft Footing Thickness =11 14-00 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction = Soil to Neglect = Lateral Pressure = - Passive Pressure = - Friction = Add'. Force Required = SUMMARY Pressure @ Toe = 1730.9 psf Pressure @ Heel = 677.9 psf Allowable Press. = 3000 psf Ecc. of resultant = 7.28 in Max. Shear @ Toe = 0.00 psi Max. Shear @ Heel = -12.88 psi Allow. Ftg Shear = 93.11 psi Factors of Safety: Overturning = 5.22 :1 Sliding = 1.80 :1 0.40 0.00 in 2230 0$ 4013 # 0.0 I Origin of Force... Active Soil Press. Soil over Heel = Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load @ Proj. Wall Averaged Sten Wts. _ Added Lateral Load Footing Weight = Key Weight Vertical Conponent of Active Pressure VERTICAL LOADS Axial DL on Sten = 0 pif Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 0.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start Dist to Load End ADJACENT FOOTING 0.00 psf 70.00 plf 0.00 ft 8.50 ft Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below :[ + / -] = 0.0 ft Spread Footing ? No Soil Press. Fault. By ACI Eg 9 -1 = Mu- Upward Mu- Downward = Mu- Design One -Way Shear: Actual = 0.0 12.9 psi Allowable = 93.1 93.1 psi Cover over Rebar = -3.50 2.50 in 'd' = 10.50 11.50 in Ru = Mu /bdA2 = 1.1 92.7 psi SUMMARY OF FORCES & M40MEBTS Toe 2423 131 18 113 Heel f'c 949 psf Fy 37151 ft -# Min. 48185 ft -# Omit -11034 ft -# Overturning Moments ft ft -# = 3000 psi = 60000 psi As Percent = SP Under Heel ? "• 14% O � Toe Heel 1 4 € 1 6 @ 1 7 @ 1 9€ 15.87• 8.31 24.60/ 12.88 34.92 47.62 24.92 48.00 32.81 48.00 41.53 in o/c in 0/C Z &�,4 in o/c °.-- in o/c in o/c in o/c ResistingfMMoments ft -1 1635.3 3.22 0 0 -48.6 0.56 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 595.0 5.42 0 0 0 0 0 0 Totals = 2181.7 # Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 5269.2 0 -27.0 0 0.0 0 0.0 0 0.0 0 3222.9 0 0 8103.3 21.5 0.0 0.0 0.0 0.0 0.0 0 450.0 0 1457.7 0.0 0 0.0 8465.1 ft -# 10032.5 # 10032.5 1 0 0 4.66 37788.5 0.17 3.5 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0 0 0.66 298.5 0 0 4.17 6071.5 0.00 0.0 0.00 0.0 44162.1 ft -1 44162.1 ft -1 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 ti CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg continued) STEM SUMMARY Top Sten: From 0.00 ft to Top of Wall 8.00in Concrete w/ 6 @ 10.00in, d= 5.6 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.O0psf, Bar Enbed= Hu = 10008.4 <= Mn = 12131.4ft -, Vu = 42.09 <= Vn = 93.11psi Interaction Value = 0.825 Second Sten Fron 2.00ft to 0.00ft 8.00in Concrete w ? 5 00in, d= 6.1 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= Mu = 5015.4 <= Mn = 6234.5ft -$ Vu = 23.85 <= Vn = 93.11psi Interaction Value = 0.804 Third Stet From 4.00ft to 2.00ft 8.00in Concrete u7-5 @T6 0Oin, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.O0psf, Bar Enbed =42.01 Mu = 2002.2 <= Mn = 6234.5ft -I Vu = 12.94 <= Vn = 93.11psi Interaction Value = 0.321 in 8• CONC. x 6a 10"V 05 4118 " Horiz 8- CONC. 5 0 16" Vert a Edge inx5018-Horiz Fourth Sten From 6.n t to 4.00ft 8.00in Concrete w/ 5 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0 ?si Wall Wt.= 100.00psf, Bar Ea ed= 6.0in Mu = 494.0 <= Mn = 6234.5ft -I Vu = 5.23 <= Vn = 93.11psi Interaction Value = 0.079 HEEL (top) : x 5 P " o.c. TOE (bot) : x 5 0 " o.c. x 4 HORIZ, AS SHOWN 11 _)� to b •. 1-:i 1 0 m • h q. :I .r t 3 1 Zi i 2 2/ 3/ ' 4" 16" ' • • . ,U N a N •1 6 6/ E L 6'- 3 3/ 16" V4.4D (c) 1983 -96 EIIERCALC CT Engineering, KW0602397 .* r CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING W L DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height = 10.50 ft Wall Ht. above Soil = 2.00 ft Toe Width = 0.67 ft Heel Width = 10.00 ft Total Footing Width = 10.67 ft Footing Thickness ri 1645 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction = 0.40 Soil to Neglect = 0.00 in Lateral Pressure = 3185 - Passive Pressure = 0 3 - Friction = 6201 1 Add'l Force Required = 0.0 1 SUMMARY Pressure @ Toe = 1913.1 psf Pressure @ Heel = 992.7 psf Allowable Press. = 3000 psf Ecc. of resultant = 6.76 in Max. Shear @ Toe = 0.00 psi Max. Shear @ Heel = -15.67 psi Allow. Ftg Shear = 93.11 psi Factors of Safety: Overturning = 6.11 :1 Sliding = 1.95 :1 Origin of Force... Active Soil Press. Soil over Heel = Soil over Toe Sloped Soil @ Heel = Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe = Axial Load on Wall Load @ Proj. Wall = Averaged Sten Wts. Added Lateral Load Footing Weight Key Weight = Vertical Conponent of Active Pressure VERTICAL LOADS Axial DL on Sten = Axial DL on Sten = ...Eccentricity = Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. 0.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN Soil Press. Mult. Toe Heel f'c By ACI Eq 9 -1 = 2678 1390 psf Fy Mu- Upward = 595 73893 ft -t Min. As Mu- Downward = 83 92052 ft -# Onit SP Mu- Design = 512 -18160 ft -# LATERAL LOADS 0 pif Lateral Load Acting on 0 plf Sten Above Soil = 0.00 in Add'l Lateral Load = Dist to Load Start = Dist to Load End = ADJACENT FOOTING 0.00 psf 70.00 plf 0.00 ft 10.50 ft Vertical Load = 0.0 i Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below:[ + / -) = 0.0 ft Spread Footing ? No One -Way Shear: Actual = 0.0 15.7 psi Allowable = 93.1 93.1 psi Cover over Rebar = 3.50 2.50 in 'd' = 12.50 13.50 in Ru = Mu /bdA2 = 3.6 110.7 psi SUMMARY OF FORCES & 440NERTS Overturning foments 1 ft ft -1 3000 psi 60000 psi Percent = 0.0012 Under Heel ? No Toe Heel 13.33 5.90 in o/c 20.67 ✓ 9.15 in o/c 29.33 ,12 99 in o/c 40.00 17.71 in o/c 48.00 23.32 in o/c 48.00 29.51 in o/c Resisting Moments 1 ft ft -1 2450.5 3.94 0 0 -58.8 0.61 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 735.0 6.58 0 0 0 0 0 0 Totals = 3126.7f Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 9665.8 0 -35.9 0 0.0 0 0.0 0 0.0 0 4838.8 0 0 12512.5 43.6 0.0 0.0 0.0 0.0 0.0 0 812.5 0 2134.0 0.0 0 0.0 14468.6 ft -# 15502.5 1 15502.5 1 0 6.09 0.34 0.00 0.00 0.00 0.00 0.00 0 1.09 0 5.34 0.00 0.00 0 76159.4 14.6 0.0 0.0 0.0 0.0 0.0 0 882.9 0 11384.8 0.0 0.0 88441.7 ft -1 88441.7 ft -i (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineerin 180 Nickerson -St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN / Tukwila Office Bldg /0 , o ( continued) STEM SUMMARY Top Stem: Fron 0.00 ft to Top of Wall 10.00in Concrete w/ # 7 @ 10.00in, d= 7.5 in, to�cgoNC.,,," Star* a f'c= 3000.0psi, Fy= 60000.0psi �-- Wall Wt.= 125.00psf, Bar Embed = 22.11 Hu = 17459.6 <= Mn = 22208.6ft- Vu = 44.49 <= Vn = 93.11psi Interaction Value = 0.786 Second Sten From 2.00ft to 0.00ft 10.00in Concrete w/ 4 6 @ 10.00in, d= 7.6 in f'c= 3000.0psi, Fy= 60000.0psi 10" CONC. Wall Wt.= 125.00psf, Bar Embed- .2in #s 5a Horiz Vert P Ed Mu = 10009.6 <= Hn = 16883.4ft- Vu = 30.19 <= Vn = 93.11psi Interaction Value = 0.593 Y IV 101.r 4.N90 =5 QD 18 " Horiz 10" CONC. m 6 P 10" Vert P Edge 05018- Horiz Third Stem Fron 4.00ft to 2.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed - Mu = 5015.4 <= Mn = 8327.0ft -I Vu = 17.43 <= Vn = 93.11psi Interaction Value = 0.602 Fourth Stem Fron 6.00ft to 4.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= Hu = 2002.2 <= Mn = 8327.0ft -# Vu = 9.38 <= Vn = 93.11psi Interaction Value = 0.240 to HEEL (top) : a 5 a " o.c. TOE (bot) : a 5 a " o.c. # 4 HORIZ. AS SHOWN 11" L 10`- T m 1� V4.4D (c) 1983 -96 EIIERCALC CT Engineering, KW0602397 - Iv a to HEEL (top) : a 5 a " o.c. TOE (bot) : a 5 a " o.c. # 4 HORIZ. AS SHOWN 11" L 10`- T m 1� V4.4D (c) 1983 -96 EIIERCALC CT Engineering, KW0602397 TUKWILA BUILDING DIVISION PLAN REVIEW COMMENTS DATE: September 25, 1998 PROJECT NAME: Fifty - second Avenue South Building PLAN CHECK NO: D98 -0300 PLAN REVIEWER: Contact Bob Benedicto at (206) 431 -3670 if you have questions regarding the following comments. 1. The proposed building will be classified as a mixed occupancy building consisting of a Group B, office use over a Group S, Division 3, parking garage. A one hour occupancy separation is required between the two uses. Openings in this separation must be protected by a fire assembly having a one -hour fire protection rating. Designate on the plans the proposed listed assembly to be used for the floor /ceiling assembly between the garage and office area. In addition, show how the protection of opening requirement will be accomplished for the crawl -space vents that open into the garage area. UBC 301, Table 3 -B & 302.3. 2. Designate the proposed listed assembly (on the plans) for the one hour fire resistive floor /ceiling and roof/ceiling construction at the office levels. 3. Designate the proposed listed assembly (on the plans) for the one hour fire resistive protection of the tube steel columns at the parking garage level and the columns at each of the office floor levels. 4. Note or otherwise detail the proposed construction of the interior partitions including walls of stair enclosures on all floors. 5. Provide dimensions on the plans to show the proposed width of each stair run. 6. Accessible means of egress shall be provided in the same number as required for exits by UBC Chapter 10. When an exit required by Chapter 10 is not accessible, an area for evacuation assistance shall be provided. At least one area of evacuation assistance is required on the first office level, and at least two are required for the second office level. Locate,'dimension size, and indicate two way communications system and signage identification as prescribed in UBC Section 1104. 7. Stair design at Lobby 100 must comply with UBC 1106.9.2. 1 8. One of the barrier free parking stalls must be designated as a van accessible parking stall. Such van accessible parking must have an agacent access aisle of not less than 96 inches in width and the parking stall must have a vertical clearance of not less than 114 inches. Designate (on the plans) the van accessible parking stall. 9. Barrier free parking stalls are required to be identified by a sign, centered between 3 and 5 feet above the parking surface, at the head of the parking space. The sign shall include the international symbol of access and the phrase "State Disabled Parking Permit Required ". Van accessible parking shall have an additional sign mounted below the international symbol of access identifying the space as "Van Accessible ". Note or otherwise detail signage requirements on the plans. 10. The entry storefront system indicates glazing panels that will not be supported on all four edges. Consequently, a specific design will be required for the anchorage and support of this glazing. UBC 2404.1. 11. Re: Washington State Energy Code requirements: Glazing area calculations are determined using the gross exterior wall area that form the envelope for conditioned space (including plenums). A glazing area calculation determined in this manner shows that the proposed vertical and overhead glazing area is at 42% of the exterior wall area. In order to show compliance by the prescriptive option of the energy code show the following: Proposed glazing area is 40% of gross exterior wall area, single glazing is not more than 1% of the gross exterior wall area, and revise energy code data on cover sheet to reflect the applicable requirements of Table 13 -1. 12. Provide information to document compliance with the lighting and controls regquirements of the Washington State Nonresidential Energy Code. 13. Provide an inspection and observation program per UBC 106.3.5. End of initial plan review comments. 2 City of Tukwila Department of Public Works John W. Rants, Mayor PUBLIC WORKS DEPARTMENT COMMENTS Ross A. Eamst, P. E., Director DATE: November 16, 1998 PROJECT NAME: 52 Ave S Office Building PERMIT NUMBER: D98 -0300 (Traffic Analysis Requirements) PLAN REVIEWED; Contact Gary Barnett at (206) 433 -0179 if you have any questions regarding the following comments. The proposed project has received SEPA clearance and BAR approval for an office building at this location. A two page letter report summarizing traffic generation was prepared at that time. The applicant now seeks a City of Tukwila building permit. Building permits are subject to compliance with the City Traffic Concurrency Ordinance. A detailed traffic analysis to meet the requirements of the Traffic Concurrency Ordinance is required. Contents of the analysis shall include the following: 1. Trip Generation 2. Trip Distribution 3. Distribution of trips through any intersection that receives five or more peak hour trips. 4. Determination of traffic mitigation fee bases on City's traffic mitigation fee schedule. 5. Calculation of total fee mitigation required for traffic mitigation. 6. Evaluation of pedestrian and transit facilities in and adjacent to the proposed site. 7. Analysis of on site circulation and driveway operation. 8. Identification of any potentially hazardous or unsafe traffic conditions in the vicinity of the project. 9. Any recommended improvements, design requirements or mitigations proposed to comply with the City's-Traffic Concurrency Ordinance. The Concurrency Ordinance specifically requires development to meet level of service standards and also not create unsafe traffic conditions. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax (206) 4313665 An intersection requiring specific level of service analysis that is not on the City's Traffic Concurrency List is the intersection of 52nd Ave S and S 154th Street. The analysis should indicate the current level of service, future level of service with the project, and future level of service with vicinity build out to current zoning conditions. The area that contributes traffic to S 52nd Ave. intersection currently operates at a poor level of service. The additional traffic from this project and other developments in the vicinity will potentially cause a degradation in level of service, poor operational characteristics, or unsafe operation. The analysis should consider the installation of a traffic signal and revision to channelization on both the through and /or side street. The expected outcome of this intersection analysis will be the schematic design of additional turn or refuge lanes on both the through and side streets to improve individual movement level of service, reduce delay to the majority of movements, and increase opportunities for safe gap acceptance. If geometric improvements do not result in an acceptable intersection operation, a traffic signal may be needed. Regardless of which scenario provides an acceptable level of service, operations, and safety, the analysis should identify the additional parcels that would be benefiting from the improvements at the intersection of S 154th and 52 Ave S. This information will be used to determine a mitigation program that meets short term and long term traffic needs at the intersection while providing for equitable sharing of traffic improvements that will benefit several developable parcels. Please contact Gary Barnett, Senior Engineer Development, at 206 -433 -0179 if the analyst has any questions. Additionally, Mr. Barnett can provide data on current and available land uses for the "traffic shed" in the vicinity of the proposed office building. 2 OFf City of Tukwila John W. Rants, Mayor Department of Public Works Ross A. Earnst, P. E., Director PUBLIC WORKS DEPARTMENT COMMENTS DATE: November 16, 1998 PROJECT NAME: 52 Ave S Office Building PERMIT NUMBER: D98 -0300 S PLAN REVIEWER: ``' Contact Joanna Spencer at (206) 433 -0179 if you have any questions regarding the following comments. 1. Dimension driveways width. Maximum commercial driveway width is 35 feet and we suggest 30 feet. Show C.O.T. commercial driveway detail on plans for each driveway. 2. Retaining walls over 4 feet high require a separate permit - please add a note on sheet Al and C2 for both retaining walls. 3. Show retaining walls cross - sections. Where does the retaining walls storm drainage system tie into? 4. Sheet C2 calls for a three foot sanitary sewer easement per AFN 5867175, please submit a copy of the above easement for Public Works information. 5. Maximum rockery height shall be 4 feet. Sheet C2 calls for maximum 11 feet high rockery around the proposed bio- swale. Please use an engineered wall in lieu of rockery. 6. Any broken sections of existing curb /gutter shall be replaced by new as directed by the Utility Inspector. 7. Sheet C2 calls for installation of new A.C. pavement per section A -A. Please specify on what sheet as no section A -A can be found. 8. Storm drainage pipe between CB #3 and CB #2 shall be located outside the building perimeter. The strip drain can be extended to the building corner at the NE corner and the new stretch of storm 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone.- (206) 433 -0179 • Fax (206) 431 -3665 drain pipe can be connected directly to CBMH #4, therefore eliminating CB #2. Use KCSWDM criteria for locating pipes near structures. 9. Show location of the closest fire hydrants to the north and to the south of subject property to comply with TMC required spacing. 10. Sheet C1 and C2 calls for grading work and rebuilding the existing steps on the adjacent property to the north. Please submit a license to construct or a written agreement from the adjacent property owner allowing these construction activities to take place. Show detail of how existing steps shall be rebuilt and where the steps landing tie into. Sheet C2 shows the existing steps connecting into a proposed planting strip. 11. Sheet C2 calls for existing power vault to remain. in place. Please add a note: power vault shall be adjusted to grade, top of the vault shall be flush with proposed sidewalk. 12. Per City of Tukwila Undergrounding Ordinance, existing overhead power /communication service shall be placed underground. Please revise existing power pole call -out to reflect required undergrounding. 13. Street lighting shall be installed as part of required frontal improvements. Please submit a street lighting plan and street lighting calculations. Applicant shall coordinate street lighting design with Public Works Operation Manager, Mr. Ted Freemire @ 206 -433 -1860. Provide 2 - 2" schedule 40 conduits. Identify power source. 14. Specify earthwork quantities (cubic yards for cut and cubic yards for fill) on plan for land altering activity. Is there a geotech/soils report associated with this development? If yes, please state title and date of the report along with name and phone number of the geotech firm on the plan and provide copy for Public Works review. 15. Sheet C -3, add note - separate demo permit required for removing the existing home and garage. Applicant shall contact the City of Tukwila permit center at 206 -431 -3670 to obtain demo permit. Applicant shall contact Val Vue Sewer District at 206 - 242 -3236 for sewer capping and WD #125 at 206 - 242 -9547 for water capping associated with the demolition. 16. Sheet C4, the proposed 6" sanitary side sewer shall be connected to the existing sewer manhole. 1 1/2" type K copper tubing or high molecular weight black polyethylene pipe with tracewire shall be used for water service. Water pipe to be bedded in pea gravel, sand, or crushed rock (3/4" minus or smaller). The proposed building requires a detector double check valve assembly on the fire sprinkler suppression line. Please specify on the plan if DDCVA will be located in the fire vault outside the building or inside the building, include the size, manufacturer and model number. 17. Sheet C5, delete City of SeaTac and King County Public Works references from WD #125 standard notes. 18. Sheet C7, maximum rockery height shall be 4 feet, please revise detail 6, Public Works rockery standard enclosed. 19. Sheet C8, proposed CMP detention tank requires 2 access risers, specify treatment type of corrugated metal pipe. Revise the lift rod call -out on detail 1 to read 1" diameter solid rod, variable length. (See TPWIDCS detail DS -19) 20. Planning Department requires all landscaped areas to be irrigated. Please submit a landscape irrigation plan with backflow prevention. Show location of proposed street lights on planting plan to avoid conflicts. Plantings when mature shall not obstruct street lights or cause sight distance restrictions. 21. Provide a copy of revised civil sheets, utility plans for serving districts, landscape plans and architectural site plan together with original redline plan sheets. 22. Please revise drainage report as noted and associated drainage plan. Provide copy of City's markup report with resubmitted. 23. Refer to separate memo for traffic analysis requirements. 24. Contact Tukwila's Fire Department for water main looping requirements in S 151 street. cc: Gary Barnett, Public Works Senior Engineer Nick Olivas, Fire Department Michael Jenkins, Planning OF 5' i — 10' Min. Utility Easement 2% 2% Right —of —Way Pavement Width 2% -�-- --. r2,o ,O s0 o '216 0 020 077,773 --- Class B Asphalt Concrete Crushed Surfacing Thickness as required by Engineer's design. Class B Gravel J Storm Sewer a Catch Basin Cement Concrete Curb and Gutter Cement Concrete Sidewalk 2" of 5/8" Minus Crushed Rock 2% See Tukwila Standard Plans TYPE OF STREET RIGHT —OF —WAY (FEET) PAVEMENT WIDTH (FEET) ARTERIAL_ PRINCIPAL 80 -100 48 -84 MINOR 60-80 36 -64 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL 60 24 -36 ACCESS STREET COMMERCIAL 60 36 RESIDENTIAL 50 28 CUL —DE —SAC TURNAROUND 80(diam) 60(diam) PRIVATE 30 20 ALLEY 20 15 NOTES: 10' — Min. Utility Easement 1. All specifications shall be as per the combined specifications prepared by the Washington State Department of Transportation and the American Public Works Association, Washington State Chapter entitled "(Present) Standard Specifications for Roads, Bridge, and Municipal Construction ". 2. See Detail R -11 for the sidewalk width. 3. Street classifications are designated by Ordinance. 4. Private streets may serve up to 8 lots, and must be less than 200' In length, use of private streets is subject to approval by the Public Works Director. 5. Pavement section must be designed for a minimum of HS20 loading. City of Tukwila TYPICAL ROADWAY SECTION DATE: 11/15/96 RS -1 Asphalt Concrete or Bituminous Plant Mix Replacement Patch Cut with Pneumatic Pavement Cutter Existing Asphalt Pavement Concrete 150X of Existing Depth — Saw Cut Existing Concrete Pavement Existing Rigid Base 5/8' Minus Compacted Crushed Rock unless otherwise Ordered by The City. Existing Oil Mat TYPICAL PATCH FOR RIGID PAVEMENT Asphalt Concrete or Bituminous Plant Mix Replacement Patch 150X of Existing Depth 5/8' Minus Compacted Crushed Rock unless otherwise Ordered by The City. Saw Cut Existing Asphalt Pavement 5/8' Minus Compacted Crushed Rock unless otherwise Ordered by The City. TYPICAL PATCH FOR FLEXIBLE PAVEMENT 5/8' Minue Compacted Crushed Rock unless otherwise Ordered by The City. NOTES: 1. All work to conform to the current Standard Specifications for Road, Bridge, and Municipal Construction. 2. A minimum of a one year guarantee is required on all pavement patching and overlays. 3. Controlled density fill in place of crushed rock material may be required in cases of recent pavement overlay, or as directed by City Engineer. City of Tukwila PAVEMENT PATCHING Not. to sow„ DATE: 11/15/96 RS -3 i No structures, roadways, or parking lots in this area. • No footinge of structures (including ther rockeries 1 4' Max Height 6 connect to catch basin, or -- to — daylight Outlet Pi e to ditch P Undisturbed sail 1' Min. 2 "0 Standard Steel Pipe Rolling with Welded Joint= Hot— ip Galvanized. Astma 3. Ornamental Iron Handrail may also be permitted with City Engineer Approval. 10' poet to post spacing with slip fit expansion joints. Non —Shrink Grout 4" Diam Galy Steel Sleave i • 17" 1 2% Free — draining backfill; min.12" wide layer of 2 "-4' quarry spoils adjacent to rockery. Stable cut face in native material 1' diameter washed gravel; min. 8" cover over pipe; min. 2" gravel under pipe, 12" wide. Min. 6" dia. pert. PVC, SDR 35 pipe /MSHTO 1.4278 /ASTM 3034; min. 1X continuous slope to outlet; pipe wraped in filter fabric(Mirafi or equiv.) SEE ABOVE FOR ROCKERY DETAILS Place pipe between rocks to avoid weight. VIEW FACING ROCKERY AND OLITI FT PIRF NOTES: 1. Rock shall be sound and have minimum density of 160 pounds per cubic foot 2. The long dimension of all rocks shall be placed perpendicular to the wall. Each rock should bear on two rocks in the tier below. 3. Rockeries are erosion — control structures, not retaining wolfs. Native material must be stable and free— standing in cut face. 4. Improved walking surfaces above and adjacent to rockeries over 30' in height shall be protected by a rail conforming to UBC 1711. 5. Base rock is 2 —man minimum. (2 man rock - 200 -700 lb 18 " -281 6. Shop drawing for all roiling must be city approved prior to fabrication. City of Tukwila ROCKERY & SIDEWALK WITH SAFETY RAIL ?ill tef 1.1074. DATE: 11/15/96 RS -5 i Q. L v) Local CBD Access Arterial (See Note 1) Sidewalk Widths P- O /CP /CM C -1 /C -2 M -1 /M -2 All Others 5' 6' 6' 6' 8' 6' 5' 6' 5' 5' 5' 5' Curb Ramp (See Detail R -12) Score Joints Every 5' 3/8' Full Depth Expansion Joint Type 'A' Curb L. Gutter —� 3' Wide Edger Finish 2% Max, 1% Mln r2• 5/8' Minus Crushed Rock Expansion Joints Every 15' 1' Wide x 3/8' Deep Score Joints Thickened Edge On Radius Section A -A 3/8' x 3,5' Expansion Joint NOTES: 1, Sidewalks shall be a minimum of 8 feet wide at bus stops and pullouts, or where the speed limit Is over 35 MPH, or where a trail and sidewalk are combined, 2, Expansion Joints shall be placed every 15', score joints every 5', 3, Cement concrete shall be placed on 2' of 5/8' minus crushed rock, and as otherwise specified in the current APWA /WSDOT Standard Specifications 4, Removal of existing concrete curb, gutter or sidewalk shall be to the nearest joInti score joints must be saw cut and replaced with new, A. *IL so tst yJ City of Tukwila SIDEWALK DETAIL Not to goals. DATE: 11/15/96 RS -11 /IL nvwnw.o1M ■1,.01.1 KWILA OFFICE Tukwila, Washington Storm Drainage Report Prepared For: S.T. Corporation Prepared By: David Bockrath & Greg Diener, P.E. Pacific Engineering Design, Inc. PRE 154- o5o August 26, 1998 1)13 03C0 rrnA,1 RECEIVED CITY OF TUKWILA EP _ 199 PERMIT CENTER PEDI Job No. 95064 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director PLANNING DIVISION COMMENTS DATE: September 23, 1998 RE: 52nd Ave Office Building ADDRESS: 15208 - 52nd Ave S. FILE: D98 -0300 If you have any questions about the comments detailed below, please contact Michael Jenkins at (206) 431 -3685. A copy of the September 19, 1996 staff report and Notice of Decision are attached for your review. 1. Landscaping between the edge of the parking lot and the main walkway from 52nd Ave. should be re- established to match what was approved by the Board of Architectural Review. 2. The exterior two- directional wall mount lighting along the first floor should be re- established to match what was approved by the Board of Architectural Review. Please re- submit the color board and material samples originally submitted and approved by the Board of Architectural Review. 4. Prior to the issuance of a Land Altering Permit, A Tree Permit must be approved for all trees in Plan Sheet L -1 to be removed that are located in a sensitive area. A copy of the Tree Permit Ordinance (TMC 18.45) and application is attached. 5. As required by the Board of Architectural Review, all glass tint used on the building must be reviewed and approved by the Director of Community Development prior to the issuance of a Development Permit. 6. If there is a formal Shared Parking Agreement between this property and the owner of the north adjacent parcel, as referenced in your plan materials, a Shared Parking Agreement (TMC 18.56) must be reviewed and approved by the Director of Community Development prior to the issuance of a Development Permit. A copy of these requirements are attached. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 September 23, 1998 D98 -0300 52nd Ave S. Office Building 7. To avoid potential conflicts between autos and pedestrians, the walkway between the parking along the north property line and the building should be painted 8. The columns on the building do not show a defined base or a capital or other design element that ensures a good transition between the column and the building. This concept was discussed during the design review process. Please revise the drawings to add these features. Page 3 of 13 NER -148 (305 mm) on center in the field (intermediate framing members) and 8 inches (203 mm) on center at the butt joints. Additional Type G screws, 11/2 inches (38 mm) long, shall be spaced 8 inches (203 mm) on center at 6 inches (152 mm) each side of the butt joint. The second layer shall be finished with joint tape and compound. Resilient channels at 16 inches (406 mm) on center [24 inches (610 mm) if trusses are 16 inches (406 mm) on center] are permitted to be fastened perpendicular to trusses, with 1- inch -long (25.4 mm), case - hardened steel, 0.15- inch - diameter (3.8 mm) shank, self -dril- ling and self- tapping Phillips -head screws. The ceiling is attached to the resilient channels as described above. When used as a roof /ceiling assembly, the decking shall be as pro- vided in the applicable building code and the truss spacing is per- mitted to exceed 24 inches (610 mm) on center. When trusses are spaced more than 24 inches (610 mm) on center, the ceiling mem- brane shall be applied to stripping spaced a maximum of 24 inches (610 mm) on center. The attachment to the stripping is similar to the attachment to the trusses described above. The stripping shall be minimum 2- inch -by -4 -inch (51 mm by 102 mm) construction - grade Douglas fir lumber of spans up to 5 feet (1524 mm), attached to the bottom chord with 10d nails. 3.9.3 A single -layer floor, consisting of 3/4 -inch (19.1 mm) tongue- and - groove plywood, or 23/32 -inch (18.3 mm) tongue -and- groove APA rated structural -use panel (Exposure 1 or exterior glue), shall be attached to trusses spaced up to 24 inches (610 mm) on center. A ceiling consisting of a single layer of 1/2- inch -thick (12.7 mm) Type X gypsum wallboard shall be attached to the trusses, or to stripping spaced 24 inches (51 mm) on center, fas- tened with 15/8- inch -long (41.3 mm) Type S drywall screws located 6 inches (152 mm) on center at end joints and 8 inches (203 mm) on center in the field. All butt joints of the 3/4 -inch (19.1 mm) ply- wood or 23/32 -inch (18.3 mm) APA rated structural -use panel (Ex- posure 1 or exterior glue), shall fall on framing members. In addi- tion, an approved exposed fire -rated suspension system, as described in Section 3.9.7, shall be installed beneath the gypsum wallboard ceiling at a minimum distance of 12 inches (305 mm). The gird system is suspended with No. 12 SWG galvanized steel wire fastened to the furring or trusses with 3- inch -long (76 mm) flathead hanger screws. Light - fixture protection consists of 6 -inch- wide (152 mm) pieces of ceiling grid panels, 4 feet (1219 mm) long for the sides and 2 feet (610 mm) long for the ends, with a full grid No. 18 SWG steel wire. A galvanized steel duct with a maximum 12- inch - diameter (152 mm) steel diffuser opening without damper and a maximum 6- inch -by -12 -inch (152 mm by 305 mm) return air opening are permitted for each 200 square feet (18.4 m2) of ceiling. Ceiling panels shall be 5/8 -inch (15.9 mm) USG FIRECODE AURA - TONE. Only noncombustible insulation, rated at R -30 or less, is per- mitted to be installed above the gypsum wallboard. When used as a roof /ceiling assembly, square -edge plywood, com- plying with the applicable code, is permitted to be used for roof sheathing, and trusses are permitted to be spaced up to 48 inches (1219 mm) on center. Framing perpendicular to the joists, at 24 inches (610 mm) on center, shall be installed to support the ceiling. 3.9.4 A single -layer floor, consisting of 3/4 -inch (19.1 mm) tongue- and - groove plywood, shall be attached to trusses up to 24 inches (610 mm) on center. A ceiling consisting of 1/2 -inch (12.7 mm) USG Type C FIRECODE`e gypsum wallboard, shall be screw - attached to steel furring channels at 24 inches (610 mm) on center, and suspended from the trusses by a specially designed No. 24 gage Simpson Company ceiling support clip (CSC). One inch (25.4 mm) of [6 pcf (96 kg /m3), minimum] THERMAFIBER or Fiberex FBX mineral wool fireproofing is placed between the bottom chord of the trusses and the top of the furring channel. All butt joints of the 3/4 -inch (19.1 mm) plywood shall fall on fram- ing members. 3.9.5 A double wood floor as described in Section 3.9.1 of this report or a single layer of 3/4 -inch (19.1 mm) tongue- and - groove plywood floor sheathing or plywood roof sheathing, meeting the structural requirements of the applicable building code, shall be ap- plied over trusses spaced a maximum of 24 inches (610 mm) on center. The ceiling is permitted to be any approved ceiling system which will provide a 40- minute finish rating. When used as a roof/ ceiling assembly, square -edge plywood meeting the requirements of the applicable building code is permitted to be used for roof sheathing, and trusses are permitted to be spaced up to 48 inches (1219 mm) on center. Substantiating data, which includes results of fire - endurance tests conducted in accordance with ASTM E 119, shall be furnished to the building official, verifying that a particular ceiling system meets the 40- minute finish rating requirements. 3.9.6 A 5/8 -inch (15.9 mm) plywood floor, attached to trusses spaced at a maximum of 24 inches (610 mm) on center, and cov- ered with either 11/2 inches (38 mm) of lightweight concrete or 1 inch (25.4 mm) of GYP - CRETE'"', is permitted to be used as an alternative deck for the five systems described above. When the trusses are limited to a maximum spacing of 20 inches (508 mm) on center, a 3/4- inch -thick (19.1 mm) topping of GYP -CRETE is permitted to be used. GYP -CRETE is produced by the Maxxon Cor- poration. 3.9.7 The suspension system shall reflect the fire- resistance- rated assembly tested. The suspension system shall be installec following general requirements listed below: • The suspension system shall be installed such that a gar of 1/10 inch per foot (2.5 mm per 305 mm) of the lengtt of the assembly is included, for thermal expansion. • If angled wall molding is used to support the suspensior system, then the minimum thickness of the molding shal be 0.017 inch (0.43 mm), and the molding shall be a mini. mum of 7/8 inch (22 mm) long with a 0.115 -inch (2.9 mm, hemmed edge. • Cross tees that are parallel and adjacent to walls, spacer 12 inches (305 mm) or less from the wall, shall be sup ported by a hanger at the midpoint. • Ceilings supported by structural members are permitter to be lowered by intermediate supports if that system pro vides an equivalent in -place stiffness. 4.0 INSTALLATION Sealed drawings and /or specifications for the erection and installa tion of the Trus Joist MacMillan Open -Web Trusses for each jot shall be strictly adhered to and a copy of these instructions shall bi available at all times on the jobsite during installation. 5.0 IDENTIFICATION Each truss shall be stamped with the Trus Joist MacMillan logo, till National Evaluation Service report number and the name of the quality control agency (PFS Corporation, NER- QA251). 6.0 EVIDENCE SUBMITTED 6.1 Results of load tests and descriptive details under the cove of an application dated September 18, 1980. 6.2 Results of a fire test, File R5492 -2, dated October 6,1981 test conducted by Underwriters Laboratories Inc., in accordanc with ASTM E 119. 6.3 Evaluation of Proposed Revisions to Fire Resistive Construe tion Sections, prepared by Don Sharp, P.E., Trus Joist Corporatior dated December 1979. 52nd AVE. S. BUILDING STREET ILLUMINATION SYSTEM SPECIAL PROVISIONS Prepared for ST CORPORATION 1200 S. 192ND St., Suite 300 Seattle, Washington 98148 Prepared by TRANSPORTATION PLANNING & ENGINEERING, INC. 2101 -112th Ave. N.E., Suite 110 Bellevue, Washington 98004 Telephone (425) 455 -5320 Fax (425) 453 -7180 May 6, 1999 1EXPIRES 9/15/00 Dq5av D �o CITY OF TUKWILA MAY i1 6 1999 PERMIT CENTER RECEIVED MAY 6 1999 TUKW1LA PUBLIC WORKS 52 "d. AVE. S. BUILDING Street Illumination System Special Provisions SECTION 8 -20 ILLUMINATION, TRAFFIC SINGAL SYSTEMS, AND ELECTRICAL SECTION 8 -20.1 DESCRIPTION SHALL BE DELETED AND REPLACED WITH THE FOLLOWING: The work to be performed shall consist of the installation of an illumination system for the 52nd Ave. S. office building on the east side of 52nd Ave. South. The Contractor shall furnish all labor, materials and equipment necessary to complete the work, and shall provide an operational illumination system as intended by these Specifications and the Plans. Work to be performed shall include, but not be limited to the following items: ♦ Provide and install conduit, wiring, and junction boxes. ♦ Provide and install luminaires. ♦ Provide and install electrical service load center cabinet and equipment. ♦ Construct service cabinet foundation. ♦ All other work indicated in the Plans and these Special Provisions. SECTION 8 -20.2 EQUIPMENT LIST AND DRAWINGS IS DELETED AND REPLACED WITH THE FOLLOWING: The Contractor shall submit to the Engineer, within fourteen (14) calendar days after notice to proceed, a list of all material to be furnished. Six (6) copies of pre- approved shop drawings of poles, fixtures and other major equipment shall be furnished to the Engineer for approval before ordering. SECTION 8 -20.3 (4) FOUNDATIONS IS AMENDED BY ADDING THE FOLLOWING: Paragraphs two and four shall be deleted. All foundations shall be Class 3000 reinforced concrete and shall be constructed in accordance with the luminaire pole details in the Plans and these Special Provisions. The top of all bases shall be flush with the surrounding or adjacent sidewalk. Foundations shall accommodate conduit as required in the Plans. Ground wires shall lead from a ground rod in the vicinity of the pole base, to the steel pole through a one - half inch conduit (not shown on the Plans), also in the foundation. Anchor bolts shall have leveling nuts and washers. SECTION 8 -20.3 (5) CONDUIT IS AMENDED BY ADDING THE FOLLOWING: Where shown on the plans, conduit shall be installed under roadways using the open trench method. All conduit shall be schedule 80 polyvinyl chloride (PVC) conduit. All spare conduits shall be capped with an appropriately sized plastic cap. All conduit trenches shall be straight and as narrow in width as is practical to provide a minimum of disturbance. Conduit shall be installed 18 to 24 inches below finished grade. Trench backfill shall be compacted to 95% of maximum density, and landscaping and irrigation systems shall be restored to their original condition, or as directed by the Engineer. SECTION 8 -20.3 (6) JUNCTION BOXES, IS AMENDED BY ADDING THE FOLLOWING: Junction boxes shall be provided as detailed on Standard Plan J -11 a included herein. Alternative A or B may be used for type 1 boxes. The legend on the lid of the boxes shall have the words "Lighting" as appropriate. Type 1 junction boxes shall be installed where shown on the Plans. Junction boxes shall be located entirely within the sidewalk abutting the back of the sidewalk where sidewalks will be installed. Junction boxes shall be placed on a six -inch cushion of crushed surfacing top course. SECTION 8 -20.3 (9) BONDING, GROUNDING IS AMENDING BY ADDING THE FOLLOWING: The conduit system shall include an equipment grounding conductor as noted in the Standard Plan J -9a, GSC -only application, in addition to the conductors called for in the Plans. SECTION 8 -20.3 (10) SERVICE IS DELETED AND REPLACED WITH THE FOLLOWING: A three -wire 120/240 VAC, 60 Hz electrical service shall be furnished and installed at the location shown in the plans. The Contractor shall coordinate with the power company to have the service wiring connected at the transformer. The service cabinet shall be pad mounted. The underground electrical service shall feed from a transformer located in an electrical vault located. The Contractor shall coordinate with Seattle City Light throughout the project. FROM: TtRGI I LA MAINTENONCE WIRE cVss ti SEC DOOR OVA Ha Ei AL HOLDER E R vARINC RtAGRALI r^ F�^ .. - -- PANEL USING 1/4 TURN rASTCNLRS .TO: 206-626 -5324 HAEIER MSC • -IPlTt tAL HARRIER ^DRENtE1t PANEL HIHO fl DEADMOHY$ PER CODE ,r— THERMOSTAT , ,.— Tt t SWITCH i^- DPX RCCEV1 CLE a-- Ntt/TRAI. RUSS CONIACTt1RS (A5 REQUIRED) TT -- STRIn ITL11T(R SH GRADE s✓ ItNI / l J TO Powtf SOURCE -- -- cftOu o ct YEW rep, rO DIGIRI©UT1oN CrRCUrr s ro CONTROL CADINET FEB 10r 1989 5:20PM P,03 t!I1r1 l G' T'rP J r.Cp }- IL —lt;r _""� br 6¢_ std fa_ '_�t ' IjT0 x. CONTINUOUS DEAD — or SILICONE stAv,NT AROUND RASE FRONT VIEW SIDE VIEW rt:ODlntt or Ponei Waft Iv0 \--114' 1t Sir CtWlrif DMLUETAIL ■ e&X r PLASTIC DRNN TuHE NOTE'S: S. iNE CAAINCI SHALL BE FABRICATED MD P JUT1 IN ACCOric QJCC WITH STANDARD SPECIFICATIONS MO DE RATED NE/AA JR. I. DILIENSIO►t5 5I1OWN ARE NOUIKV. AND SIRAU. t1E ADJUSTED TO A .C" O wot 1E THE VAktOUS SIZES Or EOuIPUENT WS1AIJ„fb Of THE CONrAAC1OR. J, NE CABINET SHALL INCLUDE 1Vr0 fW ,11)01 f. SCREENED ANO CtiSKETED VENTS. 4, ALT. DOORS ,tWJ. DE FULLY CASKETCU, ATTArHCD al Euu LENGTH STNNLESS STEt(. MMM HINCCS AND PROVIDED WITH PAAIDCKADLL VwLT. HaANOLLS, S. HINCES swu. WAVE p11ASS PINS, 6. THC BREAXCA PANEL COHAPARTHENT DOOR SWILL BC rUANISHED WITH A THREE-POINT, SPRING -LawED HITCN AND A QCST Cg CONSTRUCTION CORE: 7, ii4E METER CONPARIULm DOOR SHAD. DC PROVIDED WT1N 1W0 1'r6' POUSHCD NnRE CLASS WIIDOwS. D, CA91NCi SHALL. HAVE AN E1r1ERIOR W A1NE1i TIC►Ti ACCT; '1><& tt } 0 0 Ctity of Tukwila SERVICE CABINET k ►mow.).. DATE: 1 1 /2o /90 RS-22 PROM t TUKW I LA MA I NTEN(t•C:F_ TO: 20G -62G -5324 FEB 10, 1989 W117I /STAtNIFSS S1EEi 4CRtWSy I" 3' INN l5� 3' DIA f9�SF D IiOAu L H) 2'0' SOUARE BASE ANCHOR DOLT UIYOUT 35 -1/ ROL. ECPI UNG P REAR TS�MOVE A --3/0" ADJUSTABLE FOR 1 -1/4' TIIRU 21' PLPE LUMINAIRE DETAIL (5EE STREET UGITT DESIGN GUIDELINES STANDARD PLAN) 3/4" C FER 2:1 C Q.D. c A576, A151 GRADE 102110 10 6L W WOOD PIA- MIN D 1(F IA Or R0O snick YIE'I, 0.9o4 LQ11 OVT 0 OR OF RR�OUN{DD AN TOLERCE K IAEA '�5 ASS � 1 GAL ,�STLVIt 1w RS. DALY, STL. CONDUIT (PER PLATY) 2 3 /4'(THREADE0) 4" 4 -'#4 1100PS 0 1' -0- MR'S " 7 BARS EVENLY SPACED (2'- 11-)x`z• -61 S0. OR 3' 04A. CLASS 3000 CONCRETE. A FOUNDATION DETAIL_ NOTE: D D EN DR. SPE TON5. N F I MNA c CURD UNE ALUMINUM ALLOY & STAINLESIS '3T EEL HARDWARE TRUSS ARU 5= 21PM A 1T) TOP or FOUNDATION HOLE 4 "•5" N• _ QQ REIN • . NLEsat H0N- ,USSFI CASE SI A1F5 ENL COVERS AND 3TA/NLSTELSCREWS TYPICAL LUMINAIRE POLE DETAIL City of Tukwila 1 2 " -13NC TAPPED I ROUNDIN4 HOLE SECTION THRU HANDHOLE 1. BRACKETS SUPPLIED WITH 2" N.P,S. SUPSITER. SPECIFY_ MOO. 140 FOR 1.25" N.P.S. SUPPITTER. 2. TWIN BRACKETS ARE WCATED 180 O.C. 3. ID' BASE DNA. POLES REQUIRE 1" -ONO • 48" L.ON() ANCHOR BOLTS WITTI A 3 1/4" PROJECTION. 4. STREET UVHT$ BEHIND SW. 5, JUNCTION BOX S" INT) SW. 7. SEE SERVICE CABINET STANDARD PLAN. STREET LIGHT POLE 30' & 40' MOUNTING HEIGHT DATE: 11/22/96 lan . ramming , icicasianzdaigla • ILAII r Limpwa ERIC 11.16• 11 nu 11' to 1r 1r TO tr w• Oj;;, 11-23- 1 • To 12' ILIBIIIME-911M. H 131 .sieo wry , 11.2*' tr 10 1>r" um .150" WE 11.2* 11' TO t3 HOLE 4 "•5" N• _ QQ REIN • . NLEsat H0N- ,USSFI CASE SI A1F5 ENL COVERS AND 3TA/NLSTELSCREWS TYPICAL LUMINAIRE POLE DETAIL City of Tukwila 1 2 " -13NC TAPPED I ROUNDIN4 HOLE SECTION THRU HANDHOLE 1. BRACKETS SUPPLIED WITH 2" N.P,S. SUPSITER. SPECIFY_ MOO. 140 FOR 1.25" N.P.S. SUPPITTER. 2. TWIN BRACKETS ARE WCATED 180 O.C. 3. ID' BASE DNA. POLES REQUIRE 1" -ONO • 48" L.ON() ANCHOR BOLTS WITTI A 3 1/4" PROJECTION. 4. STREET UVHT$ BEHIND SW. 5, JUNCTION BOX S" INT) SW. 7. SEE SERVICE CABINET STANDARD PLAN. STREET LIGHT POLE 30' & 40' MOUNTING HEIGHT DATE: 11/22/96 FROM: TM.) I I_A M( I NTF_Nf?NCE APPLICATIONS, 10: 21aG- 626 -5324 SlaStallatala FE13 10, 1989 M q pA2 POWR/ DOOR'-. t:UMINAIRE.WITH=CUTOFE.OP'iICS. FOT cu1oN1 oppllcalia>!s, parking )(As and highways SPECIFICATION FEATURES ❑ PowrtMcdule ball& assembly Ea 11/2 to 24nch fourboti sl p(1rter 0 Dl000rl aluminum ho sing with oroclr0000l pray polnl Mesh n Ad)ustoble mopui bolo sookol 0 ALMS* Mlsh on rof1001or 0 Noted PE ro :ot�iocb O Plug In srarlino old Cl Boo 00• cusott CT Sloodtlux' otoclronk: bolrosl ovolloblo D Exletnol slolnlop pool ball latch 5 :22PM P.05 MOST FREQUENTLY ORDERED. %liar Wllh Pf R ltghi Source Volla9e Ordering Number . BALLAST TYPE x 250 d00 j HPS LIPS 120 120 M4AC2SSIA2GMC31 M4AC40S1A20MC31 Non•PE R 250 ADO IMPS HPS 120 120 M4AC25S1A1GMC34 M4AC4OSiA1GMC3i �f4AC 40 S 1 • My4c2050AzqMc3( ORDERING NUMBER L001C.. A 2 G M03 1 F PRODUCT ID xxxx WATTAGE xx LIGHT SOURCE x VOLTAGE x . BALLAST TYPE x PE FUNCTION x LENS TYPE x TES DISTRIBUTION TYPE x x x • FILTER x OPTION'S )00( 4AC= M -400A2 %on C�rloti Optics 45 a 150(55V) .r r " r I 25' I 31 M 310 40 7:400 45 _ 450 M -1 11 C More Standard: lamp not Included. =120120811 240 ultivotl Soo Bollosl Solocilon To A -Au1. °rah C c Mora Reg E c Sleodllux N = HPF Reveler or la g g , Hof Reslurl M= Ma17. u N =NPf Reactor or log 1= None apE_O NOTE: Receptacle connected same voila o as g unit er<cop► as nolod. Order PE Control sopororoly. _ G =Glass Flo' .1 Soo Wootton 1 I I Pholomoltic Table r I } I FE�xr gdAel 2 =Lriarooal w11h Olpriomor gasket F =Fusing ENo1 omit able with mblt)vall os duel wltoQa) 1 i20 2 , 208 3 = 240 4 c 277 $ d80 7 =120X240 8 = 24UI120 PE R NOTE: i20x240 connected Tor 120v I • r _ M = Medium I 1 I • - ..-- -- I t~ k ..uloll 6. 3 a typo Ili ' � 944 : N4c1OA2 POWR /QOOW> LUMINAtRE NITH:OUTO1F:OPTICS .. FRCOM s TUkW I LR MA I NTEMNCE TO: 206-626-5324 FEB 10, 1989 5r22PM P.06 DIMENSIONS :(INCHES) 10.1175" 35.500" -» PHOTOELECTnIc CONTROL. RECEPTACLE (Wt1EN REQUIRED) LE:VCLINO PAD 4 14.000 ". 2.000 --- MINIMUM DISTANCE REQUIRED TO REMOVE DOOR 5.375" 23.000" RADIUS POR SWINC3 OF REFRACTOR DOOR PHOTOMETRIC SELECTION TAW.. All ;Oil sources are clear unless otherwise Indicoled. ADJUSTABLE FOR 1.114" THIRD 2" PIPE 14.00 " RADIUS FOR SWING OF DOOR 1ht► light Source IES DIstrlbutlon Type Photometric Curvo Number 1517•••• (Socket Position] MullMOl1 Muhl All w11h fl010ss only Wotlopo SWIM _ MC3 SC2 150(55V) III'S 7329(8) N/A 2V0. 250. 310, 400, 450 HPS 7.323 (A) 7324 (C) 400 MI1 NIA 7328 (fixed) 400 Mil (Copied) N/A 73251FIxed) 400 M erc N/A 7327 (Fixed) Nolo: N/A = Not Available IIPS 1ht► light Source w 8oilast Typo WI. , MullMOl1 120 208 240 277 480 120X240 7 1 120 PE R I50(55V) TIPS H,N H,K,M,N K,M X,M X,M M H, fit N K, !A 200.250 HPS A.M A, E, H, M, N A, E, N, M, N A, E. H, M, N A, E, M A, E, M A,M A, E, ILIA, N 310.4(X) IIPS A, M , Al A,1, H,141, N A. E, H, M, N A,1, M A, E, M A. M A, I, H, M, N 450 IIPS NIA E E t 1 1 N/A E 400 MN A A A A A A A CIIIIIII 400 Metc C A, C, N A, C A, C, H. N A, C. H, N A, C nil A, 0,11,N Note• NlA = Nol AvaRoWe 215 Aperoxlmole Net Weight (Lbs); Effective Projected Area (Sq Ft): Suggested Mounting 11e1 0ht (F 45 1.1 maximum 30 -50 See Page 233 for Distribution Type Classification See Page 229 for Accessories See Page 2.37 for Pole Selection T .4.4.4..4.4 M 1J N Q 4 00.4 - 4000.10 .1 .4 .4 a•1 r.4 O L O 4M .1 .4 .4 •4 .4 N 04 .4 .1 .4 N y Q N '.4.• N rf r4 r4 rf . .4 .4 64 4 n ♦1Q 3 O .4 r4 .4 .4 N M .i 1•4 N r1 .• N.4 .1 r O U N 1 0 1 .4.4•-4 .4 .1 r{ 41 -1 .4 -4 4 H .4 '. .4.4. N N O H Y o .4 r4 .4 -4 01 40 04 1.4 r4 4.4 .1 .4 14 .+. 4 .4 .1 N V 4 N V aJ .4 4.4.4.4.- 4 .4 •4 .4 H .4 h .4 vi -.4 r4 .. 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AA N • • 1 W ( nrW4er- .r.ONalEDmmm000 4W000011MW 0MMMW0to W MCCIWM WMMOOOMMW W 000H ..tt U 44 U-4 �• M.A.4 4 4M M co p.9 1 1 1 1 {�1 N N N r1MhMMH .f Q• W O1 r4 1 1 1 N N N M y•-Iq 0.4000 .4NMMM ! 1 N0404444,4 MMM1'1 n v ON ' 1 1 1 1 t`1 I'1 MM 01 N 1'1 O A 1 1 N N h - .I I•• nn q•OMP •f1 Yr •d 1 1 f N N N MM MM O r�V OU1M .a n1�Fop 1` 1 1 1 1 N N r`1 N 1Y M M Mn hM W Ma•P1 ofrl M OMr �p r• F /� F h r 1 1 1( 1 1 1 1 r4 .4 r --4 .-1 .-r 014.11 Mm011.1 n044'8 �p 1 N MMn n M N Q� OI 1 1 .4.4.4.4 MM•`ar1 M AO1 MQ1 dI 1 1 1 1/ N A N (�.44 et Mr11'1 ri yjxllyq� U\ .►+1 1Im0IMM 0A 661-1E £BN-t£ 99T-Tt lat-tc 5 E0 7 Tto -tt 910 -1£ £ Q- ;E 04464 4/10r4 --1 N el 1 1 1 .4 .-4 .-4 MMM 444thh W W O rl M ••1 V ( 1 1 1 •1 r .4 .4 r0000 ANN N•'44 n M MIME 1A 1O V• 41 N 1 1 1 1 1 .1 .4 H .-4 .4 MMMMMrsmM In M A y0 1 6 1 44 .4 -4 f) c• • rp OhntatIN N .4 o-1 .-1 .1 .4 • A N '.4 A00mOi4OWI .4 r1 r4 r+ .1 .1 r4 .4 a'4 ' w h N Cti) MMOOr• .4 r1 .4 NO0ON1nAw4:1 .4 .1 r1 r4 .4 .4 O NN. -ItQON A rl .4 .f .1 .4 .1 r4 9s O'. 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PPLI • • FEB 10, 1989 ) CATION 3iECOMMENoA ?IONS - STYLE "30" POLES FROM :TUKWILA MAINTENANCE TO: 206- 626 -5324 lidelememeriellealeembe■Mel■m"w IIM CO laUg4eete4 rinaire .j,ign • Effectiv• £•ejected 1roa a[t?l Mounting Nom•Arm Weight Wind vel.(MPIII) _ Wight i.enntli Jibe.) 00 00 /00 .51.80 0 ARM - PIAjN_bASE 22P-6" 22' -6" 22'"'6" 22'6" 23' 25' 25' 25' 25' 25' 25' 0' 10' 12' 15' 8' 10' 12' 12' 15' 15' 15' 27' -6" 8' 27' -6" 10' 27'4" 12' 27' -6" 15' 30 8' 30' 30' 30' 30' 30' 10' 30' e' 10' 10' 12' 12' 15' 1S' 73 75 75 69 75 75 62 75 43 56 75 1.6 1.6 1.6 1.5 1.6 1.6 1.6 1.6 1.5 1.5 1.6 1.6 1.3 1.6 0,6 1,4 0.8 1.0 1.0 1.4 1.5 0.0 1.6 1,0 1.6 1.0 0.6 0.6 1.5 0.7 75 1.6 1.6 1.4 75 1.6 1.3 0.0 70 1.6 1.6 1.0 75 1.6 1.5 0.7 5 :23PM P.08 5hait Din+ensi0n>al p Wn 11 ChtAloy Dlr'n ThIClzness Number, iin, l..__ Lsnljth WILL- 31-013 31 -016 31 -031 31.034 31 -101 31184 31 -187 31 -199 31 -190 31 -202 31 -239 31 -561 31 -364 31 -369 31 -407 1 7 13 D x 7 x 7 x 7 x 0 x 7 x 8 x .8 x e 8 8 0 75 1.6 1.6 1.4 31 -529 8 75 1.6 1.6 0.9 31-565 0 75 1.6 1.3 0.8 31 -332 9 73 1.2 0.7 31 -569 8 66 1.6 1.6 1.0 31-535 8 75 1.6 1.2 3.6 31 -571 g 47 1.5 0.6 31 -538 8 75 1.6 1.5 31 -575 8 •• . • • •• • M • •• • • 32' -6" 8' 75 1.6 1,6 1.4 32' -6" 8' 75 3.6 1.6 0.9 72' -6" 10' 69 1.6 1.3 0.13 32' -6" 10' 75 1.2 0.1 32' -6" 12' 53 1.6 1.5 0.3 32' -6" 12' 75 1.6 1.2 32' -6" 15' 75 1,6 0.8 32' -6" 15' 75 1.6 1.6 1,6 35' 8' 75 1.6 1.6 0.8 35' 10' 75 1.6 1.3 0.8 35' 12' 75 •1.6 1.2 35' 15' 75 1.6 1.3 31 -697 31 -733 31 -700 31 -736 31 -703 31 -739 31 -743 31 -815 71 -053 51 -860 31 -907 31 -923 n 4.5 4.5 4.5 4.5 4.5 4.3 4.5 4.5 4.5 4.5 6 4.5 4.5 4.5 6 19'-8" 19' -D" 19' -a" 19' -a" 22'-2" 22' -2" 22' -2" 22' -2" 22' -2" 27'-2° z2' -2" 241-0", 24•-e" 24' -8" 21' -8" 0. 198 0.180 0.188 0.188 0.188 0.181 0.1813 0.180 0.198 0.188 0.188 0.188 0.180 0.180 0,180 x 4.5 27' -2" 0.10e X 6 27' -2" 0.109 x 4.5 27' -2" 0.180 x 6 27' -2" 0.188 N 4.5 27' -2" 0.108 x 6 27' -2" 0.180 x 4.5 27' -2" 0.188 8 x 4.5 8 x 6 O x 4.5 8 x 6 8 x 4.5 8 x 6 8 x 6 10 x 6 8 x 4.5 8 x 4.5 O x 6 8 x 6 29'-8" 29'-0" 29' -e" 29' -8" 29'-0" 29' -8" 32'-2" 32'-2" 32' -2" 0.100 0.108 0.108 0.100 0.188 0.180 0.188 0,219 0.189 0.219 0.219 0.250 L2 -28 -31998 15:53:33 R 0 A D Ver 3.00 A L A DAN (Lm) A Lighting Application Design & ANalysis General Electric Company GE Lighting Systems Hendersonville, NC 28739 USA P R O V J D E D Larry. Hobbs TP &E 2101 112th Ave. N.E., Bellevue, WA, 98004 Phone: 425- 455 -5320 Fax: 425 -453 -7].80 Suite 110 Projec R O A D W A Y NORMAL STRAIGHT SECTION. All Units of Linear Measure D E` S C R I P T .I O N Lane Width Lane Quantity 2.00' are in FEET 15.00 Page 1 of 3 R'O A D W A Y L A Y O U F 4 < Curb & Fixture Line Numbers ' . (Note: Curb Line. 3; is the Y axis) Pole Configuration: Right Side .Only. >--meter array (One fixture cycle) > X axis Approximate Observer Locations) :for 0 Luminance Calcul.a t• ions (not to `scale ) 12 -28 -1998 15:53:33 Line No Qty Offset 4 5 23.50.0 R 0 A D Ver 3.00 L U M I N A I R E D E S C R I P T I O N Luminaire: M -400A2 CUTOFF Lamp: HPS 200 -400 Photometric ID: 7323 Initial Lumens: 30000 Light Loss Factor: 0.620, Distribution Type: S /M -C -III Comments: DOUBLE PEAK MAIN BEAM X L U M I N A I R E S U M M A R Y Fixture Spacing along Roadway 150.000 Fixtures:per Pole (Same Orientation). 1 . Fixture Overhang (Outside Curb) 6.50 Cycle; .-Last_ Y Increment Fixture 150.000: :450.000- Page 2 of 3 Mounting -- .- Fix.ture -- Height . Orient :Tilt 30.0 270.0 .0.0 These computations may be based on specific information that has been supplied by the customer. It is the responsibility of the customer to verify that the actual lighting installation corresponds dimensionally to that on which this data is based. Any deviations in the actual luminaire installation, lighted area geometry, and the introduction of obstructions within the lighted space may produce results that are different from the predicted values. Also, normal tolerances of supply voltage, lamp output, ballast and luminaire manufacture will effect results. Ref: IES LM -61 -1986 Identifying Operating Factors for HID Luminaires • 12 -28 -1998 15:53:33 Y Coord 135.00 120.00 105.00 90.00 75.00 60.00 45.00 30.00 15.00 0.00 R O A D Ver 3.00 Page 3 of 3 METER A R R A Y F O R H O R I Z O N T A L I L L U M I N A N C E Measurement Units are in FOOTCANDLES • - - -X • Coordinates - - -> 11.25 26.25 3.75 18.75 1.76 2.15 2.592.85 1.08 1.16 1.•20 1.27 .767 .752 .699 .692. . 479 .484 .516 .505 . 383 .388 .418 .425 .479 .484 .516 .505 .767 .752 .699 .692 1.08 1.16 1.20 1.27 1.76 2.15 2.59 2.85 1.65 2.62 3.48 3.61 I L L U M I N.AN CE S U M M AR Average Illuminance (FooLcandles) Minimum Illuminance (rooLcandles)' Maximum Illuminance (FooLcandles): Uniformity (Overall.Average /Minimum) Uniformity (Overall Maximum /Minimum) Coefficient of. Variance Maximum Gradiant (Parallel to Axis) 1.27. 0.38 3.61 3.32 9.40 0.72 2.25 OEOTECH CONSULTANTS, INC_ 13256 N.E. 20th St. (Northup Way), Suite 16 Bellevue, WA 98005 (206) 747 -5618 FAX 747 -8561 ST Corporation 1200 South 192nd Street, Suite 300 Seattle, Washington 98148 Attention: William Van Geelkerken Subject: Geotechnical Engineering Study Proposed Office Building 15208 - 52nd Avenue South Tukwila, Washington Dear Mr. Van Geelkerken: August 10,1995 JN 95267 We are pleased to present this geotechnical engineering report for the office building to be constructed at 15208 - 52nd Avenue South in Tukwila. The scope of our work consisted of exploring site surface and subsurface conditions and then developing this report to provide design criteria for foundations, retaining walls, and pavements and recommendations for general earthwork. You authorized our work by accepting our proposal, P -3637, dated July 19, 1995. The subsurface conditions of the proposed building site were explored with seven test pits and one boring that generally encountered loose to medium - dense, native sands and silts beneath 1 to 3 feet of topsoil and fill. The native soils are suitable to support relatively conventional footings. The footing excavations encountering the native sands will need to be wetted and compacted with a hoe -pack prior to placing forms. Where the native silts are exposed in the foundation excavations, the subgrade should be protected with a layer of crushed rock. Some groundwater seepage could be encountered in the deeper excavations for the lower floor, particularly during the wet season. This would require some dewatering of the excavations. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or if we can be of further assistance during the design and construction phases of this project. Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Associate FR.515i-05o RECEIVED CITY OF TUKWILA SEP .- if 1998 PERMIT CENTER GEOTECHNICAL ENGINEERING STUDY Proposed Office Building 15208 - 52nd Avenue South Tukwila, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed office building to be constructed at 15208 - 52nd Avenue South in Tukwila. The general location of the site is illustrated on the Vicinity Map, Plate 1. We were provided with conceptual plans showing the proposed building footprint and finish floor elevations. Rolf Preuss Associates developed these plans. The property dimensions, the existing topography, and the locations of the existing structures on the site were indicated on the site plan. Based on these plans, we anticipate that the proposed building will consist of two floors over a basement parking garage that will daylight toward the east and south. The finish floor elevation for the parking garage is to be 70 feet, which will result in maximum cuts of approximately 18 feet below the existing grade for the foundation construction at the garage's northwestern corner. The footings for the first and second floors will step up toward the north and west from the parking garage wall. On -grade paved parking will be located east and north of the building. A drive ramp will slope up toward 52nd Avenue South along the southern side of the building for access to the garage and eastern parking. SITE CONDITIONS Surface The irregularly shaped site is located between an Interstate 5 right -of -way and 52nd Avenue South. An off-ramp for southbound Interstate 5 abuts the eastern property line. At the time of our field work, the site was developed on its northern half with a residence 'and a detached garage. With the exception of a gravelled driveway north of the house and a grass yard close to the residence, the remainder of the site was covered with blackberry vines. Shrubs and medium -sized trees were scattered around the property. An abandoned wooden shed was located on the southern portion of the site. The ground surface on the site and in the general vicinity is characterized by gentle slopes dropping toward the southeast. The northern approximately one -third of the property is relatively level, Slopes on the southern portion of the site have inclinations of Tess than 20 percent. No indications of slope instability, near - surface soil creep, or seepage at the ground surface were observed during our site visits. Development around the site is a mixture of commercial and residential buildings. Office buildings are located immediately to the north, west, and south of the property. Single - family and multifamily housing exists further to the north and northeast of the site. A OEM -ECU CONSULTANTS, INC ST Corporation August 10, 1995 Subsurface i JN 95267 Page 2 The subsurface conditions were explored by excavating seven test pits and drilling one boring at the approximate locations shown on the Site Exploration Plan, Plate 2. The field exploration program was based upon the proposed construction and required design criteria, the site topography and access, the subsurface conditions revealed during excavation, the scope of work outlined in our proposal, and the time and budget constraints. The test pits were excavated on August 1, 1995 with a rubber -tired backhoe. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soils encountered. "Grab" samples of selected subsurface soils were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 through 6. The single boring was drilled on July 31, 1995, using a truck - mounted, hollow -stem auger drill. Samples were taken at 5 -foot intervals with a standard penetration sampler. This split - spoon sampler, which has a 2 -inch outside diameter, is driven into the soil with a 140 -pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soils encountered. The Test Boring Log is attached as Plate 7. In the explorations, we encountered a 1- to 3 -foot layer of loose, silty sand topsoil and fill below the surface vegetation. Below this surficial layer, the test pits and boring revealed loose to medium -dense sands with low silt contents. Thin layers of stiff silt were observed in these sands in several of the test pits. In the boring and Test Pit 1, we encountered dense, glacially consolidated sands and silty sands. These dense soils were found at a depth of 11 feet in Test Pit 1 and a depth of about 26 feet in Boring 1. The native sands that underlie the loose topsoil and fill appear to be recessional deposits resulting from streams flowing off glaciers and hillsides after the last glaciation. The silt layers found within the recessional sands resulted from small lakes or ponds that would allow these fine sediments to settle out. The glacially consolidated soils that underlie these recessional deposits slope down toward the east or southeast, based on the results of Test Pit 1 and Boring 1. The final logs represent our interpretations of the field Togs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. If a transition in soil type occurred GEOT CI I CONSULTANTS, INC. ST Corporation August 10, 1995 JN 95267 Page 3 between samples in the boring, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the logs are interpretive descriptions based on the conditions observed during excavation and drilling. The compaction of backfill was not in the scope of our services. Loose soils will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. Groundwater Groundwater seepage was observed in Boring 1 at a depth of about 20 feet and in Test Pit 6 at a depth of 11 feet. The explorations were left open for only a short time period and were conducted during summer months. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater levels could be higher during winter and spring months. CONCLUSIONS AND RECOMMENDATIONS General The subsurface explorations conducted for this study indicate that the site is underlain by loose to medium -dense sands containing occasional layers of stiff silt. These native soils are suitable to support the proposed building on conventional foundations. Prior to placing concrete, the footing subgrades comprised of native sands will need to be wetted and compacted with a hoe -pack. We recommend accomplishing the footing excavation with a smooth backhoe bucket to limit disturbance. A layer of crushed rock can be laid in footing excavations that encounter silts in order to limit subgrade softening under worker foot traffic. The footings for the upper two floors will be located behind the foundation walls for the floors below them. To prevent the upper footings from surcharging the lower walls, the upper footings must be bottomed , below a 1.5 :1 (Horizontal:Vertical) imaginary zone extending up from the base of the lower walls. This will likely require lowering the footing elevations for the upper two floors in areas. Grade beams may be required for continuous footings to span the basement backfill. The temporary cuts should be possible without shoring. If excessive groundwater is encountered in the excavations, which is most likely to occur in the deep excavations for the parking garage's northwestern corner, it will be necessary to cut the temporary slopes at a flatter inclination. Additional temporary slope protection and temporary dewatering could be required where significant seepage is encountered. OI1O11 :CI I CONSULTANTS, INC ST Corporation August 10, 1995 JN 95267 Page 4 The native sand soils should be suitable for structural fill and general wall backfill, if they are placed and compacted during dry weather. Wet weather placement will generally be unfeasible due to the fine - grained nature of the sands. It may not be possible to compact the sands to 95 percent of the maximum density without repeated compaction and moisture conditioning. We have encountered this problem with similar sands on other sites. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, develop- ment, and geotechnical constraints that become more evident during the review process. Conventional Foundations The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, native sands, or on structural fill placed above these competent, native soils. The native sands must be compacted prior to placing concrete or structural fill. See the later sub - section entitled General Earthwork and Structural Fill for recom- mendations regarding the placement and compaction of structural fill beneath structures. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. They should be bottomed at least 12 inches below the lowest adjacent finish ground surface for frost protection. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. The footing subgrade must be cleaned of loose or disturbed soil prior to pouring compacting the subgrade. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand or simply excavating the footings using a smooth bucket on the backhoe. Some overexcavation may be required below the shallower footings to expose competent, native soils. Unless lean concrete is used to fill the overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 3- foot -wide footing must be at least 5 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings constructed according to the above recommendations and placed directly on competent, native soils or structural fill. A one -third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post- construction settlement of footings founded on C;IioThc11 CONSULTANTS, INC. ST Corporation August 10, 1995 JN 95267 Page 5 competent, native soils, or on structural fill up to 5 feet in thickness, will be about 1 inch, with differential settlements on the order of one -half inch in a distance of 50 feet along a continuous footing. Lateral loads due to wind or seismic forces may be resisted by friction between the founda- tion and the bearing soils, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil, or surrounded by level, structural fill. We recommend the following design values for the foundation's resistance to lateral loading: Parameter Design Value Coefficient of Friction 0.40 Passive Earth Pressure 300 pcf Where: (1) pcf is pounds per cubic foot. (2) Passive earth pressure is computed using the equivalent fluid density. If the ground in front of the foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. Seismic Considerations The site is located within Seismic Zone 3 as illustrated on Figure No. 23 -2 of the 1991 Uniform Building Code (UBC). In accordance with Table 23 -J of the 1991 UBC, the site soil profile is best represented by Profile Type S2. The native sands below the site have a low potential for liquefaction due to the absence of a near- surface water table. This is confirmed by our review of the geologic map entitled Liquefaction Susceptibility of the Des Moines Quadrang'e (Palmer et al., 1994), which designates the site to have a low liquefaction susceptibility. Slabs -on- Grade The building floors may be constructed as slabs -on -grade atop the native sands. The subgrade soils must be in a firm, non - yielding condition at the time of slab construction or underslab fill placement. We recommend compacting the slab subgrade with a vibratory roller prior to placing concrete. Any soft . areas encountered should be excavated and replaced with select, imported, structural fill. 017.011:C1 I CONSULTANTS, INC ST Corporation August 10, 1995 JN 95267 Page 6 All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of coarse, free - draining, structural fill with a gradation similar to that discussed later in Permanent Foundation and Retaining Walls. In areas where the passage of moisture through the slab is undesirable, a vapor barrier, such as a 6 -mil plastic membrane, should be placed beneath the slab. Additionally, sand should be used in the fine - grading process to reduce damage to the vapor barrier, to provide uniform support under the slab, and to reduce shrinkage cracking by improving the concrete curing process. permanent Foundation_and Retaining Walls Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soils they retain. The following recommended design parameters are for walls that restrain level backfill: Parameter Design Value Active Earth Pressure* Passive Earth Pressure Coefficient of Friction Soil Unit Weight 35 pcf 300 pcf 0.40 130 pcf Where: (1) pcf is pounds per cubic foot. (2) Active and passive earth pressures are computed using the equivalent fluid densities. * For restrained walls that cannot deflect at least 0.002 times their height, a uniform lateral pressure of 25H psf should be used for the active earth pressure. H is the effective design height of a wall. The values given above are to be used to design permanent foundation and retaining walls only. The passive pressure given is appropriate for the depth of level, structural fill placed in front of a retaining or foundation wall only. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above recommended values to design walls. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or Toads, such as vehicles, will be placed behind the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Also, if sloping backfill is desired behind the walls, we will need G1EOT1 CII CONSULTANTS, INC ST Corporation August 10, 1995 JN 95267 Page 7 to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic bads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the. equipment. The compaction of backfill near the walls should be accomplished with hand- operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Retaining Wall Backfiil Backfill placed behind retaining or foundation walls should be coarse, free - draining, structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand soils are used as backfill, a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. Where seepage is encountered in the excavations, the wall backfill should consist entirely of free - draining gravel. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build -up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a relatively impermeable soil or topsoil, or the surface should be paved. The sub - section entitled General Earthwork. and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof the below -grade walls. If moist conditions or some seepage through the walls are not acceptable, damp - proofing or waterproofing should be provided. This could include limiting cold - joints and wall penetrations, and possibly using bentonite panels or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion is not considered waterproofing, but it will help to prevent moisture, generated from water vapor or capillary action, from seeping through the concrete. Excavations and Slopes Excavation slopes should not exceed the limits specified in local, state, and national govern- ment safety regulations. Temporary cuts to a depth of about 4 feet may be attempted G1lO113C1I CONSULTANTS, INC ST Corporation August 10, 1995 JN 95267 Page 8 vertically in unsaturated soils. Based upon Washington Administrative Code (WAC) 296, Part N, the unsaturated, native soils at the subject site would be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated in these soils at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. Flatter cut slopes or shoring will be necessary where excessive groundwater seepage is encountered. The above recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsup- ported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. It will be important to protect the temporary cut slopes with plastic sheeting. This will prevent erosion during wet weather and reduce the drying of the near - surface sands during dry weather. The native sands will experience more ravelling, if they are allowed to loose their moisture. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sands can cave suddenly and without warning. Contractors should be made especially aware of this potential danger. We anticipate that some shallow ravelling of the cut slopes may occur. AU permanent cuts into native soils should be inclined no steeper than 2:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This could be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Drainage Considerations We recommend the use of footing drains at the base of all foundation and retaining walls. These drains should be surrounded by at least 6 inches of 1- inch - minus, washed rock and then wrapped in non - woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, the perforated pipe invert should be at least as low as the bottom of the footing, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 8. For the best long -term performance, perforated PVC pipe is recommended for the footing drains. GEO11iCII CONSULTANTS, INC. ST Corporation August 10, 1995 JN 95267 Page 9 Groundwater was observed during our field work. If seepage is encountered in the excavations, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottoms of the excavations. The excavations and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building should slope away at least 2 percent, except where the area is paved. Pavemenl Areas All pavement sections may be supported on competent, native soils provided these soils can be compacted to a 95 percent density and are in a stable, non - yielding condition at the time of paving. Structural fill or fabric may be needed to stabilize soft, wet, or unstable areas. We recommend using Supac 5NP, manufactured by Phillips Petroleum Company, or a non -woven fabric with equivalent strength and permeability characteristics. In most instances where unstable subgrade conditions are encountered, 12 inches of granular, structural fill will stabilize the subgrade, except for very soft areas where additional fill could be required. The subgrade should be evpluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in a later sub - section entitled General Earthwork and Structural Fill. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. The pavement for lightly loaded traffic and parking areas should consist of 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt - treated base (ATB). We recommend providing heavily loaded areas with 3 inches of AC over 6 inches of CRB or 4 inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with truck traffic. The pavement section recommendations and guidelines presented in this report are based on our experience in the area and on what has been successful in similar situations. Some maintenance and repair of limited areas can be expected. To provide for a design without the need for any repair would be uneconomical. General Earthwork and Stictural Fill All building and pavement areas should be stripped of surface vegetation, topsoil, organic soils, and other deleterious material. It is extremely important that the foundations and slabs GI'sO'II:C'I I CONSULTANTS, INC. ST Corporation August 10, 1995 JN 95267 Page 10 for the existing structure also be removed. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non - structural areas, such as landscape beds. Structural fill is defined as any fill placed under a building, behind permanent retaining or foundation walls, or in other areas where the underlying soils need to support Toads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill soils is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compac- tion equipment used, and the number of .passes made to compact the lift. The loose lift thickness should not exceed 12 inches. The following table presents recommended relative compactions for structural fill: Minimum Relative ocation of Fill Placement Compaction Beneath footings, slabs, or 95% walkways Behind retaining walls 90% Beneath pavements 95% for upper 12 inches of subgrade, 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557 -78 (Modified Proctor). Use of On -Site Soils If grading activities take place during wet weather, or when the silty, on -site soils are wet, site preparation costs may be higher because of delays due to rains and the potential need to import granular fill. The on -site soils are generally silty and thus moisture - sensitive. Grading operations will be difficult during wet weather, or when the moisture content of these soils exceeds the optimum moisture content. OF.0111CI I CONSULTANTS, INC ST Corporation August 10, 1995 JN 95267 Page 11 The moisture content of the siltier on -site soils must be at, or near, the optimum moisture content, as they cannot be consistently compacted to the required density when the moisture content is significantly greater than optimum. The moisture content of the on -site soils was generally near, or below, the estimated optimum moisture content at the time of our explorations. The on -site sand soils underlying the topsoil could be used as structural fill, if grading operations are conducted during hot, dry weather, when drying the wetter soils by aeration is possible. Due to the fine - grained nature of the on -site sands, adequate compaction could require repeated efforts and close monitoring of the moisture content. We have experienced problems in obtaining the required compaction with similar soils on other sites. Moisture - sensitive soils may also be susceptible to excessive softening and "pumping" from construction equipment, or even foot traffic, when the moisture content is greater than the optimum moisture content. It may be beneficial to protect subgrades with a layer of imported sand or crushed rock to limit disturbance from traffic. Ideally, structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three - quarter -inch sieve. LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soils encoun- tered in the test pits and boring are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits and borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of ST Corporation and its representa- tives for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in GEOTlhC!! CONSULTANTS, INC ST Corporation August 10, 1995 JN 95267 Page 12 accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. We recommend including this report, in its entirety, in the project contract documents so the contractor may be aware of our findings. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the intent of contract plans and specifications, and to provide recommendations for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. The following plates are attached and complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 6 Test Pit Logs Plate 7 Boring Log Plate 8 Footing Drain Detail GEO'l]iCII CONSULTANTS, INC. ST Corporation August 10, 1995 JN 95267 Page 13 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. MRM /JRF:jcv cc: Rolf Preuss Associates Respectfully submitted, GEOTECH CONSULTANTS, INC. [EXPIRES 10125 /Ms Marc R. McGinnis, P.E. Associate lef44,441 James R. Finley, Jr., P.E. Principal CI:O'I1 CI I CONSULTANTS, INC. 5 127TH sTn�Jy —.. 111 SI r MID I, 144TH S 158TH S ISIS S ST 162ND ST ,IxCx1Lr(x " 46TH "P ST 27 168TH HE S 167111 ST PKWY BAKER BL BLVD 5 168 ST 1 < 172ND ST S'^ 172ND PL 177TH ST S 1 7TH v, A] S f 178TH ST GEOTECH CONSULTANTS - PAWN r PLAL BLVD VICINITY MAP 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON .lob No. + Date: 95267 AUG 1995 TP-2 Gi EXISTING 1 I GA RAG -^I I \ 1 I EXIS ING HOUSE \ . jal TP-3 \ EXISTING \ \ SHED \ \ r -- i \\ \ I I \ \‘1 -_J \ fit TP-4 \\ GET ■ \ \ PROPOSED BUILDjNG \ ®B �1 \ ___.I I \ LOWER PARKING I \ ELEV ±TO' I GROUND FLOOR ELEVt9O' \ i \ LEGEND: APPROXIMATE TEST BORING LOCATION ® APPROXIMATE TEST PIT LOCATION u TP-5 \\ 52nd AVENUE SOUTH TP GEOTEC CONSULTAN ■ Q TP -3 EXISTING \ SHED r- \ i I \ i \ \ Q TP -4 \ \ Q TP -6 \ \ PROPOSED BUILDING -. -. \ S B -1 \ _I LOWER PARKING \ ELEV ± 70' GROUND FLOOR ELEV ±90' TP-5 id AVENUE SOUTH TP -7 GEOTECH CONSULTANTS SITE EXPLORATION PLAN 15208 a 52nd AVENUE SOUTH TUKWILA, WASHINGTON 'Job No.: 96267 10oto: AUG 1996 'Note: Stole: 1 N.T.S. TEST PIT 1 C.) Description Elevation ±90' 10 15__ 0 5 10 ``1 J�¢r oc G SP Brown, slightly silty SAND with roots and trace gravel, fine- grained, dry to moist, medium -dense (topsoil) Brown SAND with trace silt, fine- to medium- grained, moist, medium - dense Brown /gray, silty SAND with gravel, moist, dense (glacial till) - becomes stained sandstone USCS Test pit terminated at 13.5 feet below grade on 8 -1 -95. No groundwater encountered during excavation. No caving. TEST PIT 2 15_ Sod and roots (topsoil) Description Elevations ±82' Light brown SAND with occasional thin, silty sand layers, fine- grained, dry, loose to medium -dense SP Test pit terminated at 11 feet below grade on 8 -1 -95. No groundwater encountered during excavation. No caving. GEOTECH CONSULTANTS, INC. TEST PIT LOGS 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No: Date: Logged by: Plate: 95267 AUG 1995 I DBG 3 e o`�c� C,°c uscs TEST PIT 3 Description Elevation ±74' 10 15 _ 10 Fill Slightly silty SAND with roots, fine- grained, dry, loose (fill) -clay pipe SP SM Light brown, slightly silty SAND, fine- grained, dry, loose to medium - dense SP Light brown SAND, fine - grained, dry, medium -dense 111.1 ML Brown /gray, sandy, clayey SILT, moist, stiff CL 4. q61 *:`3% ���� C.1 USCS Test pit terminated at 12 feet below grade on 8 -1 -95. No groundwater encountered during excavation. No caving. TEST PIT 4 15 _ Description Elevation ±78' Sand with roots and some gravel, dry, loose (topsoil) SP SM SP Tan SAND with occasional thin layers of silt, fine- grained, dry, loose to medium -dense Light brown SAND, fine- to medium- grained, dry, to slightly moist medium -dense Test pit terminated at 11.5 feet below grade on 8 -1 -95. No groundwater encountered during excavation. No caving. GEOTECH CONSULTANTS, INC. TEST PIT LOGS 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No: Date: Logged by: Plate: 95267 AUG 1995 DBG 4 TEST PIT 5 l• eDs c' Goc uscs Description Elevation ±84' 5 10 15 _ 10 �, mac. oc G Brown SAND with roots and some silt and gravel (topsoil) Light brown, gravelly SAND, fine- to medium- grained, dry, medium - dense Tan, sandy SILT, low plasticity, dry, stiff USCS Gray/brown SAND, fine- to medium- grained, dry, medium -dense Test pit terminated at 11 feet below grade on 8 -1 -95. No groundwater encountered during excavation. No caving. TEST PIT 6 Description Elevation ±68' 15_ Topsoil Light brown SAND, fine- grained, dry, medium- dense. SP ML 11111 Gray and orange mottled SILT, low plasticity, moist, stiff , SP Gray SAND, fine- to medium- grained, moist to wet, medium -dense Test pit terminated at 12 feet below grade on 8 -1 -95. Minor groundwater encountered at 10.5 feet during excavation. No caving. GEOTECH CONSULTANTS, INC. TEST PIT LOGS 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No: Date: Logged by: 95267 AUG 1995 DBG Plate: 5 • co ••• Lo• _41 USCS TEST PIT 7 Description Elevation ±76' 10 5 _ Brown, silty SAND with roots (topsoil) SP Light brown SAND with trace gravel, fine-grained, dry, loose to medium- dense Gray, sandy SILT, low plasticity, moist, stiff SP Brown/gray SAND, fine- to medium-grained, moist, medium-dense Test pit terminated at 10.5 feet below grade on 8-1-95. No groundwater encountered during excavation. No caving. GEOTECH CONSULTANTS. INC. -1...1"1=``""•-'°""" • TEST PIT. LOGS 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No: 'Date: 'Logged by: 'Plate: 95267 AUG 1995 DBG 6 o� .<, .0 ���� 4`e „�S 4 oo� N,1` G 4 USCS BORING 1 5 13 16 10 51 50/4" Elevation ±86' Description Dark brown, slightly silty SAND with organics, moist, loose (topsoil and fill) SP SM Brown, slightly silty SAND, fine- to medium - grained, moist, loose - becomes grayish brown with iron stains and occasional gravel, medium -dense - becomes less silty, very moist - becomes wet and silty SM Black, silty SAND with occasional organics, fine- to inedium- grained, wet Grayish brown, silty SAND with gravel, moist, dense (glacial till) SP SM Brown, medium- to coarse - grained SAND with silt, wet, dense GEOTECH CONSULTANTS, INC. Test boring was terminated at 31 feet below grade on 7- 31 -95. Slight groundwater seepage was encountered at 20 feet during drilling. TEST BORING LOG 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No: Date: 95267 AUG 1995 Logged by: ✓HS Plate: 7 TIGHT- LINE ROOF DRAIN Do not connec/ to footing drain. BACKF /L L See text for requirements. WASHED ROCK • > `.., 4 min. /IA, ♦ i FREE - DRA /N /NG SAND /GRAVEL 4" PERFORATED HARD PVC P /PE Invert at /east os /ow as footing and /or crow / space. S /ope to drain. P /oce weepho /es downward. FOOTING DRAIN DETAIL 15208 e 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No.: lOote: 95287 AUG 1995 15cole: N.T.S. Sent by: SIDER & BYERS ASSOCIATES, INC. 2062851045; 994 Washi • on S _ to Nonres'denti - Eller. :EnveLop::S.um:ma.ry 1294 w *sninptan state NonroaWe i aI Enemy Cale Camplrrrna erns 08/27/98 3:44PM;JetFax #2; Page 2/3 Code Co •Iia ce Form Project Info Project Address l 5 2 0 52 ' AVENUE 50 N Date 9 26 NO V For Budding Department use �CHKW 1 to hJ>� (see over for definitions) Applicant Name: 110 RE U S5 A SSO�IATES Applicant Address' 1 goy 7 }' .AVENUE , S+ 1000 5E/OM' Applicant Phone: 24 (0 — &Z4 16 0 Proiect Descri ption ow Building Cl Addition 1 Alteration Q change of use Compliance Option Prescriptive I] Component Performance Q ENVSTP- 0 Systeme (See Decision Flowchart (over) for qualifications) Anatyeis Space Heat Type O Electric resistance pPAho4Eb ..4 All other (see over for definitions) Glazing Area Calculation Nola: Bellow grade walls may be include! in the Gross E lane War area it they are insulated to the level acquired for opaque wale. Total Glazing Area (rough opening) (vertical & overt•id) divided by Gross Exterior Wall Area times 100 equals % Glazing ^1 �--. +7 6 �1 r c , 4c12- X 100 = 122,1 / a Conc>COtP Iasonry Opt on Q Check hare of using MI* option and if proied meets all requirements (or the Concrete/14m try Option. See Decision Flowchan (over) for qualificallona. Enter requirements for each qualifying awmbk in the tale below. Envelops Requirements (enter values as applicable) Fully bearred/cooled apace GoD pPAho4Eb lnsrdadan R -vaues iRoo(sOvarAtuc R`30 (Z -30 All Other Roots — Opaque Walls 12.1 I R.- I 1 Below Grade Walls •- — Floors Over Unconditioned Space E —1 q g- -19 Slats -on- Grade -- — Radiant Floors — — �� Maximum U4ictars Opaque Doors 0 , GO 0 . 60 Vertical Glazing Q . 75 04 55 Overhead Glazing 1 . 40 I . 4.0 Maximum SHGC (or SC) Vert calfOverhwid Glazing I. OO I 1. 3 0 Semi- heated space' Maim= Insulation R- values Roofs Over Semi - Heated Spt l -- 'Refer to Suction 1310 for qualifications and requirements Notes: • N. que Cenci. encrefe/Marwnry Wall Requircmcnta Iritr • anon on intenor - maximum U- racoor Is 0.19 Insula • on exterior or integral - maximum U- factor is ;.25 If prof • • alifies for Concreta%iasonry Option. with HC _ -.0 Btulrt'•'F below (outer wails must net Opaque We requirements). Use descripllon.: . values f r o m Table a ,bin the Cade. Wall Description (including insulation - .. lue & position U- tactar FiZe 415' 040 D'?b QGQO;SCI RECEIVED CITY OF TUKW LA SEP •- 4 1998 PERMIT CENTER Sent by: SIDER & BYERS ASSOCIATES, INC. 2062851045; 08/27/98 3:45PM;Jetrax 1 /2; Page 3/3 1�u•-% yv1�O1II$lyi,via aLCL 1 •1Vr 11Q OILI01 I �I4ii LI IGI r,I �• J' '.4. vvl r Ir/IlbIr rw•w yri1 .E.uildirag..Pert.r.ri :` ; 0. i.1�.:Ghecklist :::.:',, :::. :.:.. : ..:: : ::::.:.: ' = ..:: ENV: -CHK 1gpjWa 'moon 8tiM.norgyCocoComorsnufame oW - Apol.I Pr*ctAdaress 15Zo$ 52" AVENvE SouTH TukVaILA WA p {tO 8 26 q The following information is necessary to cneck a building permit application for compliance with trio building envelope requirements in ma Washington State Nonresidential Ensrgy Code. • Applicability circle onet code Section Com • • nent • . Information R • uired Location on Plana 6uifding Department Motes GENERAL. REQUIREMENTS Sections 1301 -1314 1301 Soo • Unconditioned s • • ces identified on • •. • If allowed 1302 S••f ce haat j- es no :�Q! Elecine resistance - IMMONI t `ti no n.a. Other Indicate on plans that electnc resistance twat is not allowed EMI' no 1310.2 „a• i •�•atr ME Semi- neaten spaces identified an • .' ns if allowed 1311 Insulation 1111111111111111111111111•111111111 /_'(�� ( Inc n.a. 1311.1 lnsul. installation indicate densities and clearances WI 1311.2 Roof /ceiling instil. Indicate R•vatue on roof sections for attics and other roofs; Indicate clearances for attic Insulation: Indicate baffles it eave venta inetalkd; Indicate fad staplin• of faced batts AO C5 1311.3 Wail insulauan Indicate R -value on wall secborta: Indicate face stapling of faced batts: indicate above grace exterior insulation is protected; Indicate loose -all core insulation for masonry walls as necers; Indicate heat capacity of masonry walls if mason o•tton is used or if credit taken In ENVSTD; Al G 5 • ( i.. no n.a. 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not mora than 24" o.c.: Indicale that insulation does not Nock airflow trim • h foundation vents - A • 1311.5 Slab -on -grade floor Indicate R•value on wall section or foundation detail; Indicate slab insulation extends down vnRicaliy 24" tram top; Indicate =ova •rade exterior insulation is • •tested yes no a 1311.6 Radiant floor Indicate R•vaiue on wall section or foundation detail; Indicate stab insulation extends down vertically 30" from the top; Indicate above grade exterior insulation iz protected; Indicate mutation also under entire stab where r -•'d. • Official no n.a. 1312 Glazing and doors Provide calculation of glazing area {ind(tdhng both vertical vertical and overhead) aapercent of grass wall area -4r7r C.1./c) yes no n.a. 1312.1 U- factors Indicate glazing and door U- factors on glazing and door scneaule {provide area-weignted calculations as necessary): Indicale it values are NFRC or default. ll values are def41411 then specify frame type, glazing layers. gapwidth. k w-o caa1In ..as 11111n 410,/5- no n.a. 13122 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area-weighted calculations as necessary) 1313 Moisture control no n.a. 1313.1 Va • • r retarders Indicate vapor retarders on warm side ; no n.a. 1313.2 Roofrceiting vap.ret. Indicate vapor rotator on roof section: ' Indicate vap. retard. with seated seams for non -wood struc. • n.a. 1313.3 Wall va • • retarder Indicate vapor retarder on wall section M'� • no n.a. PmEreti 1313.4 Floor vapor retarder Indicate vapor retarder on Roar section SC.: FAIN 1313.5 Crawl s- •ceva•.ret. Indicate six mil black ••t h eneaverts• pad 12•on,•mod 1314 Air teaka•e IIIIMIII no n.a. no n.a. 1314.1 1314.2 eidg. envel. sealing indicate Glazi • door seal • Indicate sealing, caulking, gasketing, and weauteraatrtpping weatnerstn,•in• /115 es no 1,a 1314.3 Aasemb. as ducts Indicate seating, caulking and gatsketins, PRESCRIPTIVE/COMPONENT PERFORMANCE Sections 1320 -23 or 133044 anvclnpc Sum. Form CompicicO and en . Provide component performance worksnmet if necessary Provide ENVSTD screen 1 out •td if necessa 'JP provtQe explanation: RECEIVED CITY OF TUKWILA 1996 PERMIT CENTER • Sent by: SIDER & BYERS ASSOCIATES, INC. 2062851045; 994 Washin.ton State Nonresidential Ener 08/27/98 1:36PM;Jeff #994;Page 3/5 Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. if nat, either the Component Performance or Systems Analysis Options mud he used. 1342 Space Nat Type: For me puepo• d data nnminp WM/NI 041.40 0* requwwn•nts. Pro ronvwmg , eala9on.a oompnee ell ewe boatuvg typos: Other: AN Omer space Marine syatnma including gee, sold Orel. au, srld prvpans space hos5ng *yawns and those systems /stag In gee esespoon to .learn ftWU ca (CO b u4d at fight) Ad watts R -11 _+trnrlabon? 40% • Masonry • --a -Wail Cn6c OK?:• no �. (Nstdw), yes Aft Insurabon Instial11C? Opaque Walla R -11 Beta* greoe walls fua) R -10 Below grads walls (otter) R -11 Rods over an c R•30 All other tools R -21 Floors over uncond.eo. R -19 Slabs- anyrwse R.1Q Bedlam floors R -IQ Opaque doors U -0.60 Glaung Cretan Mar? Glwang Vert. 011 Area % U U 5IIGC 00.155 0.80 1.45 1.00 1520% 0.75 1 40 1.00 20.3064 0.00 1.90 0.65 30-401i 050 6.25 0.45 av< Raolstsnw wane 11441a ,faucet 13g4c4I.eang eylsmewncn tie* Clacinc roewtance slatnoms as tiro ptlmary Iwatlnp system r1du41ne assaborma rediaat and frayed alt unit' wtltara file total rlecbro resuasnoo twat ctpsalty sestets 1.0 W/R' r4 me gross condrbgn ea {mar afea. tom: Heal pump. sod Mallow .lccelG resistance lwabng in Willis our Yoll■M• d11trtbwbon systems. rue How? a ya M inwiamon iflcta,a9 Opagt a Wags R -1 t Masonry vale (1a13 U-.1a MMdrcywalls (adman U-0.25 8e1e0 grads was (aril R.10 Belay vvalb (cell R•11 Roofs owe at6o! R•90 Al 00wr roots R•21 Floors dyer unconQ.113- R -19 tlg6 c.oRyts4o R.10 Rlk4llkrltfloors R•10 Opaque doors 1,/-0 60 Glamg edam Mat? Glrmp Vs t OH Arta `i U U SHGC 00.1564 0130 1.45 1.00 15-20% 013 140 100 20.306 0.60 1.30 0.65 30.4064 0.50 1.25 0.45 I4a1ofl ly `• ae Critorta 0K ?>--K • Webb R•19 J Yolk (baby), -• 60 '�,,vlagon/ <20%**•., 4 Insutom In lJad? Maiva Yeettle Cut) u-0.10 Macorvy wails tome) U41.25 Bala* grade wane Ow) R•10 Bolaw ora4e wows tow) R -19 Roofs mew M$ 16-38 ) czar rods R-30 • •.• . rnitrunean4 R-30 Staba-on-flrsde R -10 Wale floors R•10 Op8qus doors U41.80 C 2lfl0 Cnralla Meg Glaann Vort 01.1 Area % U U SHOC 00-20% 0.40 0.60 100 Au Ineula00n Inetaliero Opequa Walls R -10 0114w Q(I4s walls (erg R -10 0410w amps %•1U (01x) R -19 Rags swot .kcal R -38 All mbar roots R-30 Floors own uncond. R30 86ib at-gRlda R•10 Ra4rant eaors R.10 Opaque Moro U460 Glazing Cf iolIl Met? Glaring Vert 011 Atai) % U U 51100 00 -2014 0.40 010 1.00 1r v te/Masonry Option* Assembly pesct1 Component Performance or 9yabms Mslyxs Required Itmetw Asry.Tag fl0 Wall Heat Capacity (HC) _ •If the a ed heat HC- Area (51) HC x A r• capacity (HC) of the total atx ve grade wag is a ml(smtmt Of 8.0, the Concrete Masonry Option maybe used. For framed walls, assume HCA1.0 omens calcu cakut>rtials are provided; for a0 `left ' 43f1E CEIVED 'Y OP TUKWILA Er .- ' '998 Totals Area weighted HC: divide total of (HC x area) by Total Area PERMIT CENTER Sent by: SIDER & BYERS ASSOCIATES, INC. 2062851045; 08/27/98 1:37PM;JetFax #994;Page 5/5 1994 Washington State Nonresidential Energy Code Compliance Form Permit .Plan Chec . Envelope - General Requirements 1311 insulation 1311 -1 Installation Requirements: An insulation materials shall be imtaged according to the manufacturers instructors to achieve proper donsiti.s, mauwin clesranco. and maintain uniform R•vslues. To the maximum extern possible. insulation shall extend over the full component was to the intended R•velue. 1311.2 RoofrCelling Insulation: Caen -Mown or poured loosafIll insulation may be used in atto spaces where the sbpe of the coiling is not more than 3/12 and triers is at feast thirty inches of Near distance from the top of the bottom chord of the truss a ceiling joist to the underside of the sheathing at the roof ridge. When lave vents ors installed, baffling of the vent openings shad be provided so as to deflect the incoming au above the surface of the insulation. Where flghang fixates are tacessed into a suspended or axposed )grid ailing, the roat/cading assembly shag be msutatect in a bcatron other than directly en me suspended ceiling. Excaption: Typo IC rated rec:assed lighting fixtures. Where natalied in wood framing. faced bats insulation shall be far. stapled. 1311.3 Wall Insulation: Exterior wag cavities isolated during framing shall be fully Insulated to tiro hovels of tits surrounding walls. When meddled in wood framing. faced bang insulation *hall be face stapled. Above grsdo ast*nor insulation shall be protocted. 13111 Floor Insulation: Floor Insulation snag be instated in a permanent manor in substantial contact with the surface being insulated. Insulation supports shall be installed so spacing a not more than twenty - four Inches en cams. Installed insulation snaii not blocklhe tirtbw through foundation vents. 1311.5 Slab -On -Grade Floor. Slab -on -grade insulation installed inside the foundation wall shag extend downward from the top of the slab a minimum distance of twantydaur inches or to the top of the footing, whi:hover is less. Insulation installed outaids the foundation shall extend downward a minimum of tvwonty -four inches or to Mc froogina, whichever is greater. Above grade insulation shall be protected. Exception: For monolithic slabs. the insutation shall extend downward from ins top of fns slab to the bottom of Imo footing. 1311.4 Radiant Floors (on or below grad.): Slab- on-grade insulation snag extend downward from the top of the stab a minimum distance of thisy.slx Inches or downward to the top of the footing and horizontal for an aggregate of not lass than thirty -3a inches. If required byte building official where soil conditions warrant such insulation. the enure area of a radiant floor shall b. thermally isolated from trio soil. Whets a soil as control system is provided below rho radiant floor, which results in increased convective flow below the radiant floor, the radiant floor shall be thermally isolated from the sub -floor gravel layer. 1812 Glazing and Doors 1312.1 Standard Procedure for Determination of Glazing and Door U- Factors: Li-factors for glazing and doors shall be determined. certified and labeled in accordance with Standard RS -31 by a certified independent agency licensed by the National Fenestration Rating Councl (NFRC). Compliance shall be based on Modal Size AA or BB. Product samples used for U4actor determinations shall be production line units or representative of units as purchased by the consumer of contractor. Unlabeled grazing and doors shaft be assigned the default U- factor in Section 2006. 1312.2 Solar Meat Gain Coafilclenr and Shading Goefflctent: Solar Neat Gain Coefficient (SHGC). snail b. determined. certified end labeled ' In accordance with 1110 National Fenestration Rating Courted (NFRC) Standard bye certified. independent agency, punned by the NFRC. Exception: Shading coefficients (SC) shall be an acceptable alternate far compliance with alob1 hat gam coefficient requirements. Shading coefficients for glazing shall be taken from Chapter 27 of Standard RS -27 or from to manufacture's fast data. 1313 Moisture Control 1313.1 Vapor Retarders: Vapor reburies shall be imtalt*d an the WAWA side (In wjntar) of insulation as requited by this section, • Eltceptton: Vapor retarder Installed with not more than 1/3 of the nominal R -value ttotwean it and the conditioned spec*. 13133 RoofiCeiling lissomtsliee; Reallc.ding ass.mbG.s where the ventilation space above the insukttion is less than in avenge of twoty. Inches snail be providod with a vapor retarder. RooQcsding ess.mbIMa without a vented siirapaco, where neither the root deck nor ma roof ante ure are made of wood, shall provide a continuous vapor retarder with taped mama. Esc.pthn: Vapor retarders need not be provides, where al) at the insulation is instaged between the roof membrane and the structural roof deck. 1313.3 Walls: Wads separating conditioned space front unco:11/d0ned spade shall bo provided with a vapor retsrdor. 131.3.4 Floor,: Floors sapareting condtioned spate from unconditioned apace shall be provided with a vapor retarder. 1313.5 Crawl Spacer: A ground cover of sbc mil (0.OQS inch thick) black polyethyiono or approved equal shag be laid oww the ground within crawl spaces. Inc ground cover 311011 Do overtopped twelve inches minimum at the Joints and shall extend to the foundation wall. Exception: The ground cover may be omitted in crawl spaces if tho crawl specs has a concrete slab floor with a minittsum thickness of three and one -half inches. 1314 Air Leakage 1314.1 auiidlng Envelop*: The raqutremottts of this section shag apply to building elements separating conditioned from uncondidaMd spaces. Exterior joints around windows and door frames. opening, bepw.an walk+ and foundation. between walls and roof snd wall panels: openings at penetrations Qf utility services through wafts, floors, and roofs: and d other oponingo in the building onvebpe than be sesl.d, caulked, imitated. or waatherstripped to limit air leakage. - 1314.2 Glazing and Doors: Doors and oparable glazing Separating conditioned from unconditioned space shell be waatharstrippsd. Fowl windows shali bo tight fitting with glass retained by stops with sealant or caulking all around. Exception: Openings that are required to be fire resistant. 1314.3 Building Assemblies Used as ducts or Plenums: Building assemblies Wed as ducts or plenums shag be sealed, caulked, and gasket.d to limit air leakage. RECEIVED , CITY OF TUKWILA SEP 19 PERMIT CENTER i GtA4 ;6/4 4 G -� 7� f UU WALL (3, (6,2_741 !fittw,e 64A- Xtm Pru.ocoatic ; fs c zt,Polga : V502)(0,01:7 l v \% -43(7 O 3 2f 67 z 81 f Washington State ®® Department of Transportation Sid Morrison Secretary of Transportation RECEIVED MAY 0 3 RECO PACIFIC ENGINEERING Mr. Bill Orth Pacific Engineering Design, Inc. 4800 S. 188th St., Suite 360 Seattle, WA 98188 Northwest Region 15700 Dayton Avenue North P.O. Box 330310 Seattle, WA 98133 -9710 (206) 440-4000 April 30, 1999 SR 5 CS 1727 S.T. Corporation PERMIT 17391 In response to your request, we are enclosing the referenced permit. It will be necessary to hold a preconstruction conference prior to beginning construction. Please call Mr. Mike Katzer, Bellevue, at (425) 822 -4161 to arrange the preconstruction conference prior to "on- site" construction. We have revised the bottom orifice diameter on Plan Sheet C8 from 2" to the 1 5/16" (1.28 ") listed on page 24 of the hydraulic report. We have enclosed two copies of the permit signed by us. Please have both copies signed by the applicant and return one signed copy to us for oyr records. The permit is not valid until the signed copy is received in this office. Please contact me at 440 -4434 if additional information is needed. DMHM Enclosures Sincerely, TIMOTHY C. WICKS Permit/Franchise Engineer Tettimui? RECEIVED CITY OF TUKWILA MAY 0 6 1999 PERMIT CENTER Adak V7; Washington State Department of Transportation Northwest Region, Utilities M:' 113 vIT gtsiaM Application for Utility Permit or Franchise Seattle WA 98133 -9710 Permit/Franchise No. 17391 Applicant - Please print or type all information Application is Hereby Made For. ® Permit ❑ Category 1 $500.00 ❑ Franchise ❑ Amendment J] Category 2 $300.00 . ❑ Franchise Consolidation $300.00 ❑ Category 3 $150.00 ❑ Franchise Renewal $250.00 Intended Use of State Right of Way is to Construct, Operate, and Maintain a: • Storm Dra i nacre Connection on a portion of State Route s R 5 (at/from) MilePost 1 5 4. 6 £1 to Mile Post in King County, to begin in the NW 1 /4 of SW 1 / 2 Section 23 Township 23 North: Range 4 West/East W.M. and end in the Section Township North: Range West/East W.M. Fees in the amount of $ 3 0 0 . 0 0 are paid to defray the basic administrative expense incident to the processing of this • The applicant further promises to pay additional State Department of Transportation." application according to WAC 468 -34 and RCW 47.44 and amendments. costs incurred by the Department on the behalf of the applicant. Checks or Money Orders are to be made payable to " shington via a4 S.T. Corporation .:=_�;-_� ..,.. ._. • Applicant (Referred to as Utility) Applicant Autho ► ec gnature • 1200 S. 192nd St., Suite 300 Dan R. Hanson Address Print or Type Name Seattle WA 98148 Project Mager City State Zip Code Title (206) -241 -6241 Dated this 22nd daYo( March . 1999 Telephone 52nd Ave - South Office Building 911516419 • Applicant Reference (WO) Number Federal Tax ID Number or Social Security Number tf,.::�L.: ry4:v % }k<:-. £,�w�,. > ^. ;,,,"'Y.`Y;Y•.;�n.f?�i: �> i�•"r L' ^�::.t'�%.iY ��.< , , ,ij2;;; .z.:,.-i.:4.,;,;2:::,-4-.51. Authorization to Occupy Only If Approved Below r `. ,.;; = �, a ,y;Z -= .fi t The Washington State Department of Transportation referred to as the 'Department," hereby grants this document (Permit or Franchise as applicable) subject to the terms and conditions stated in the General Provisions, Special Provisions, and Exhibits attached hereto and by this reference made a part hereof: Construction facilities proposed under this application shall begin within one year and must be completed within three years from date of approval. •`YSAIt: ^S YN'.,4Tv%^It; ::S„ k. ^. r':>. :.:t.• :.r�:'N't:<a Z: �•F.$� 1f: ".•.� For Department Use Only ; ..i.'A . sd ':. `..A'S. :4 Exhibits Attached EXHIBIT "A ". Special Provisions for Permits and Franchises, pages 1 -3. EXHIBIT "B". Utility aFacility Description form EX HIBIT "C ". Plan details, pages 1 -6. Departme By: Title: ' -.' Approval ' �,`'Tifirillilliftii . .. . .e„.! .._'..- . � Date: 30 " l Qf it l Expiration Date: • Mba CC STRIP ORNH SEE OILS SHT C -7 TNO CWICRRC uONUU(Nr INV,(ini - 62.35. OISCHARCE INTO SPLASHPAO, 10' • 10' H.0' DEPTH OF 4 -6' QUARRY SPALLS. C8 /3, (TYPE R - 72'4) )4TH 5000. 24'6. LOCKING UO AN0 Flow RESTRICTION OENCE. (SEE DETAIL /6. SHEET 06) RtM. 74.8.3 EMERGENCY 0.F. ELEV.. 60.42 INV,(6• w) - 71.50 INV,(17' N) - 71.00 INV,(24• w 6, I7' Our M)- 62.42 711! 12' H -12 5- 0.0831 4A SEE SECOCN C -C. 5Hr c0. 1271! CF 0I0- •FILTRAnCN S'WAI.E. S. 0.0706. SEE DETAIL 15. SHEET C7. c 64 ID k 7 810- T1LTRAION SCALE 1 C TO E%151146 POINT OF S 45' PIPE SEE 44.5.0.0.1. PEAU1T / CB /2, (TYPE I) W/ 6' NCN CN•w -uNA 7E.CE 50120, LOCKING 120. 441M■ 79.90 INV.(12' w, 51 - 76.90 TN0 CONCRETE uC7uuENt 81! 12' N -12 5- 0.1375 i 1.01 5'1 ;. ,. ° •rte:- - \ n \ \ .•,., �, '•:+::• - , 6' FoOnNC °RAPP ANO +•• \ +tl �''. I;�i:::\ /: ' • 1 `P'r - OITUNE CONNECUC44 ( \o • . ty \c) \ Tea '\I STRIP GRAIN .4, 4.:$ \M .76.00 77.0 ••••. 74,9 , BUILDING \ FF -91.0. , ',,,, Lu1TS oF:PARgiN n.„- . • As 1 wU ' " `� 1 -,i - T; i'•9M". I Ote\ BENEA LOIN .16 +E:i 13F'l�NL01NC1'� E.7 W ,• . ..( '• {'• �>�+ \'AB•oiE y \4 \16• f\ '.\it 'nl A•ea9.`Yp�Y��i2L• e� -\ T)J \ NA \. \ • Q 4:i°t. •• G Il3fl1 \ \ \ ,\ Y •.... .. • '••69.2 •;'}15-22.1..., \ \ \\ 76 2 ,` 7• ..Rt762, 1\ - .. •:'` "•:.: •..,, 90.5 1 1: A• \t f•.N f I 1• \ O I t i"'• �OOWNSPQUT CONNECTION UNE +. (. \ ,,� •'; ...- 2(', =i \.. &R0UN0 BUILDING (TIP). ^r \ \ 4. , 4 E..4 •- • ' ... "'A 1.!..- -�;• \ \ e .6 .rte IS 4;T f ?...: (• ( 773'\ \ 7r 5 \, j`ri • ■ {{ . J e r .1' 11! •=�•:. ] 64•: 1 ' 1 \ P SEE SECnoN D -0, SIT C7 EXISTING STEPS TO BE RESULT. APPUCANr ALSO OWNS 1H45 PROPERTY CB /1. (TYPE 4) Rim. 69.32 INV,(12' SA) - 66,32 441! 12' N -12 S. 0.0050 36'4 CLIP ACCESS R4SE1 50120, 24'4. LOCKING Ui RIM- 73.85 • (SEE DETAIL P. SHEET C8 /4, (TYPE 8 - 54'4' SCUD. 24'4. LC0(174G Ui RIM. 7.3,42 INV.(12' NE) - 66.10 INV,(2.' N). 62.42 SEE OE7u1. 15, SHEET C 901! OF 78'4 CUP (N04 DETENTION TANK. 5- 0.0000. SEE OETAIL 3001! OF CONCRETE RETAINING WALL NO PO 45 ALLOWED 44114N 5E141 4' FOOTING DRAIN ANO AR0UN0 BUILDING (TYPI 30.0' W10E CONCRETE DRIVEWAY ENTRANCE. PER TUKMCLA 01_ R5 -9 ADJUST WATER VALVE TO GRADE sa.. 5C4C •o7oC1.E Rtu.94 22 ENO NEW 6.0' W40E CONCRETE SIDEWALK, HATCH EXISTING -P 'NO PARXwC•�•(aJ SEE SECTION 13-8. 5HEE 444! OF CONCRETE RETAINING WALL 3 S .r.Rr SCAER 34566311 PER ANN 5667175 30.0' WOE 01244CRETE 0441VEWAY ENTRANCE. •PER TUKWII.A On. RS -9 8EC4N NEw 6.0' *IOC CC SOEwAU(. MATCH 6X157 3REMP 6740 44P /5328 is t cuIIC.4 7, ,;44 S. L SAN 5C44 'A.#0L3 S1..34 41 C.7. 31 ((2•' Et 4.744. (2: 41 4.76.1. 1110' N) SEE SECTION A -A 5647 9,.� 9- CASTING POWfR POLE TO BE Rf510)E0 ANO EX15111340 OVERHEAD POWER /COuuUNICTION S E R y _ i c 3 5 SHALL eta 070_up!Q( 8c*J PER art OF 1UK'MtA UNOERCROUNOINC ORDINANCE. SAWCUT 1.0' BACK FROM EXISTING EOC£ OF PAVEMENT TO PRONOE A CLEAN. STRAICI1T HATCH UNE 7044 NEW A.0. PAVEMENT 52nd Avenue So th 14 Q 1 TEL3P40#E MAN.OL • C•176 BASIN M/ LO' P114•8) 42 4.3142 ((1rco6c . 4E.5362 (4J 0060 4. 6.46.42 l(6 CON( 6•85.22 6'CONC Na INSTALL APPROX. 17515 OF NEW CONC. CURB ANC) CUTTER EXISTING 6' FENCE I SECTION E -E SCALE :10' VERT -10 HOR1Z. (HATCH NEW CURS ANO CUTTER TO EXISTING) SECTION F -F scALE:10' VERT -10 4474411. 60 58 ; EXISTING POWER VAULT TO RE14A1N. ADJUST TOP cr VAULT UO TO BE FLUSH 441164 PROPOSED SIOEWAUC. e 5E PROPERTY UNE CORNER 35 54 52 50I• REMOVE APPROX. 501! OF EX. CURS /CUTTER AVERAGE SICPE -5.402 SAN. SE4CR,uNK 100.79 26 13.4455( 4'45 1(•6428 (1e '6 LE GIG. 06Sw 448.1) 53 ( .77.73 (6'CCNC 6) 6.45.41 1t`ItCGC 3.1646 4rt04C 5 ( O. 14 6.76.95 6 CCNI: C 3) • • OFF -SITE DITCH PROFILE 5.:ALE: 10' VER7 -20 4404447. • P• ACIFIC ENGINEERING DE 1271.! CF al0- FILTRAnCr4 SWALE. 5. 0.0106. SEE OETAII 15, (NUT C7. 4" G. uo 3, 34 4 BIG- FILTRATION S'NALE TO DISCHARGE C ?rE TO EXISTING POINT Of STORM RELEASE. Y SEE w.S.0.0.T. PERMIT /17391 64 'I ♦O \•\�\ \ } r:•`1 74 `3 ,\1''. 17s,i I\ •'O -,\\.J 1 ,� ■ 3: 414\ 1' „' ( ) \ \ \ .`x'763 \ n3 \,3Y 4 _-\L.1 $O\ Ca II. (TYPE 1) RIM. 69.32 WV.(42' 3.) ■ 66.32 4445 12' N -12 5- 0.0050 36'4 040 ACCESS RISER W/ 504.30. 24'I. L000I10 U0. RIM- 73.83 (SEE DETAIL /7. FLEET C8) CB /4, (TYPE 6 - 54'4) YAM 50U0, 24.4, 40042110 U0. RIM- 73.42 WV,(12' M) - 66.10 WV•0.' 4) - 62.42 SEE OCTAL /5. SNCET C7. 90)5 OF 78'. CLAP (NON - GALVANIZED) DETENTION TANK, S. 0.0000. SEE OETAR. /O, SHEET Ca 3004! Or CONCRETE RETAININC WALL. NO PORTION Oi WALL 15 ALLOWED WITHIN SEWER CASEMENT 4' FOOTING DRAIN ANO 6' 11C1TUNC ARCING BUILDING. (TYPICAL) SEC SECTION 8 -8, SHEET C6 4441 OF CONCRETE RETAINING WALL 3' SvNRf W8 4 TASC4U1t P R 0,1 seamy 30.0' WOE CONCRETE ORIVEWAY ENTRANCE. • PER TUKWILA 011- RS -9 BEGIN NEW 6.0' WIDE CONC. S20EwALK. MATCH EXISTING. 3 4661R 440 AAP 91326 a C POWER VAULT TO ADJUST TOP Cr UO TO BE RUSH ROPOSEO SDEwAU(. 'ERTY UNE CORNER REMOVE APPROX. 5015 OF EX. CURB /CUTTER AVERACE SLCPE -5.4+ Son. SC•CR `u4�4[ Pm .74 16 I6•64 53 '1\ 5) (.4419 (2..1.4) CUD. 041.4 RAM. 79 33 K.7723 e'CC4C 4) ( -73.45 1TC0C ' ( l . 1. 44 I T CC4x (.77.12 11'Wh: w ¢ .76.93 6'CGI.: 61 Southcenter Blvd OFF -SITE DITCH PROFILE S.:ALE10' VERT -20 NORIZ. • 60 56 -- 56 54 32 GRAPHIC SCALE ( IK ruT I Lodi - 20 M1 LEGEND 90 66 76.p u 0 •0S0•0SB PROPERTY LINE EXISTING CONTOUR FIN1544E0 GRADE FINISHED SPOT C3EVA1101 (3051)140 WATER MAIN NEW WATER UNE w/ METER EXISTING SANITARY SEWER UNE NEW SANITARY 330E SER9CE NEw 5TCRU PIPE w/ CATCNBASN ROCKERY RETAINING WALL 91/HEIGHT • e" EXISTING TREE TO BE SAVE0 ROW 01RECTICN ARROW W/ SLOPE BIOFILTRATICN SWAL£ EXISTING A.C. PAVEMENT NE'N A.C. PAVEMENT NEW CONCRETE BALDING NEW CONCRETE SIDEWALK BUILDING ACCESS PONT5 f • NOTE: 1. CGICPETE RETAINING WALLS OVER 4.0' IN HEIGHT REQUIRE A SEPARATE PERMIT, OEFON BY OTHERS 2. MAXIMUM ROCKERY HEUCNT SNAIL BE 101.13 (4) FEET. 3. ANY 8ROKEN SECTIONS Cf EXISTING CURB ANC Q/TTER 10 BE REPLACED Y6T)1 NEW, AS DIRECTED BY THE unUTY wSPECTOR. 4, EARTHWORK: CUT: 2002 C.Y. FILL• 3325 C.Y. STRIPPING: 920 C.Y. SCLS ENGINEER: CE7TEC21 CONSULTING INC. 13256 NE 20TH Sr_ SUITE 16 BELLEWE WA 96005 REPORT DATE: REPORT NUMBER ENGINEER: AUGUST 10. 1995 .r4 95267 UARC ucGNNIS CITY OF TUKWILA MAY 0 6 1999 PERMIT CENTER EXHIBIT "C" PAGE 1 PERMIT 17391 LeA A4,11i ., , 1 ,• (I, -•IY wr 4, MO 1 Y 0' 0 1 3 • 8 5 0 D0) • W z 1-- ZQg < GNO ¢R 0 < 0 68k rLLr 95 -64 PROJECT NO. M01( 0RAMN BY 08 -26 -98 ISSUE DATE 03 -26 -99 5.602 14C915.0N SEATTLE. WA • 98 lee PHONE: (206) 431 -7970 rut: 431 -7975 "W- 0 n PACIFIC ENGINEERING DESIGN INC CIVIL ENGINEERING AND PLANNING CONSULTANTS CONSTRUCTION SEOUENCE, THE CEHERAUZEO SEQUENCE FOR THE CONSTRUCTION LIFE OF THE PROJECT IS AS FOU.OWS: 1. SCHEDULE ANO ATTENO PRCCONSTRUCTION C0NFTRENCC W1TN OFFICALS OF KING COUNTY, CITY OF TUK'MLA. FRANCHISED UTILITIES I.E., TELEPHONE. POWER, CAS. CABLE M CONTRACTOR ANO OWNER'S REPRESENTATIVE 2. MG THE QUITS CF CLEARING ANO /0R WORK AREA. 3. INSTALL ROCKED CONSTRUCTION ENTRANCE ANO PERD4ETER SILT FENCING. 4. PROVIDE INTERIM CATCH BASH PROTECTION FOR AU. EXISTING DRAINAGE STRUCTURES ON-SITE ANO ADJACENT TO WORK AREA. S. CLEAR AND GRUB SEDIMENT PCNOS AREA. 6. CONSTRUCT SEDIMENT POND INCLUDING EUERCENCY SPILLWAY. STANO PIPE AHO BERM. 7. CONSTRUCT INTERCEPTOR SWALES TO DIRECT RUNOFF TO SEDIMENT PONDS. 6. CRAOE SITE PER APPROVED GRADING PLAN. PRONOE ADDITIONAL 01TERCEPTOR SWALES TO DIRECT SITE RUNOFF TO SEDIu(Nr POND. RENEW PERIMETER EROSION CONTRA. AND A00 A004TI0NAL PROTECTION AS RECUIRED. 9. INSTALL 72'' CUP 10. VISTALL SANITARY SIDE SEWER STUBS 11. INSTALL 5T01141 DRAINAGE SYSTEM INCLUDING DOWNSPOUT, ROOFING ANO ROCKERY DRAINS. 12. INSTALL WATER SYSTEM IN0.U01740 STUBS FOR WATER METERS ANO FIRE PROTECTION LINES. 13. MAINTAIN EROSION CONTROL ELEMENTS. INSPECT ALL S1L.T FENCES WEEKLY. 14. CONSTRUCT BUIIONG FOUNOATION ANO RETAINING WALLS. 15. (INC GRADE ROADWAYS FOR CURB, CUTTER AND 90EWAUCS. 16. INSTALL CURB ANO CUTTER. COMPLETE ROADWAYS 17. PAVE ROADWAYS. INSTALL 90EWAUCS. 16. U4STALL BIOS44ALE UP TO 5CH ACHT PCk4D. 19. RELIOV£ INC TEMPORARY EROSION/SEOIUENT POND AHO DIVERT FLOW FROM V- DITCHES TO 72'0 CuP TANK 20. COUPIETE INSTALLATION Of BIOSWALE. 21. MEAN ALL STORM ORNHACE SYSTEMS. DO NOT P4454 11410 EXISTING DOWNSTREAM SYSTEM. 22. CLEAN ANO TEST ALL SANITARY SEWER. WATER ANO STOR4 ORAINAOE ONES. 00 NOT FLUSH INTO EXISTING UTILITY UNES 23. SEPARATE OEucUTION PERMIT REWIRED FOR REUOVING INC EXISTTNC HOVE AND GARAGE. APPUCANT SHALL CONTACT THE OTY CF TUK'4L4 PERMIT CENTER (206) 431 -3670 TO OBTAIN OEUOURON PERMIT. APPUCANT SMALL CONTACT VAL WE SEWER DISTRICT AT (206) 242 -3236 FOR SEWER CAPPING ANO WO !I25 AY(206) 242 -9547 FOR WATER CAPPING ASSOOATED IMTH DEMOLITION. EXISTING TREES TO BE SAVED (TYP). f 7740 CONCRETE / 10MU44EN1 \\ \ 1,,� C, w t1 BASS OF BEARING NORM LINE OF BROOKVALE GARDEN SMORt 1141 110. 7942050555 IE 56613'07 "E BENCHMARK DATUM OTT CF TUKW4LA BENCNUAR% • 5W BOLT ON UCH t 5TAN0AR0 0 NW CORNER OF INTERSECTION OF 5294 64 SCUTHCENIER BLVD ELEV•7267 FEET (METRO 0ATU14) 2904! 57.? FENCE (TTP.) 20047 V -DITCH (7YP.) 5.0.01 41144. TOP OF BERM- 67.5 TOP OF RISER., 65.5 OUTLET IE 4• RCN 0.M4 -I4Nl 7U 'C 1 .d :� �� � • \ 1:'• \ \\ \ \Q .r \�, .-- lN� \ \ \ \ \ • J I \ Off\ \\ N \\ ` �I \ ` 11' \ \� \ \\ \� \,f \ \ o \ 90 r4' 4 l \ ROCK CHEOC\OAM (7.) /a1 \. \ \ \ I �/ 1 s..?, y l' n \\ �\ 4 S4\0•C• \ �, \ PROROSE0 0(1ENT10N TAtili \ \ Y.l , ,..: � \ Sr "'Y r:\ \ 'r \ \`4F� \�•As \\ To \ �! Y 14' !WOVE EXOSIU(Cr'�OUSC 1 \? A•{> 7F ^��X ANO■C\.1AACE .a. I. Ic A"C\ a'C "\p w▪ %• ''� '-∎ �\\ \\ \\ \ .w 0..4c� .c ,� .Nc � \\ \\ \�$ \� \ u• fY NCUSC �\ \ \ \��\\\ �� \ \\ \\ \ \ \ \`,\ \\ \ \\ \\ \\\��. \ •. '• �� \\ \..3601Y- \ \` `\ O N \01'30.54• (NO CV. ?OTC 440■1).01 -G \ l\ r I \ \ • 11 TEMPORARY CCNTRUCBOH ENTRANCE ■ 5444• 5C4(R IC4+9I2 (7 CARACC 'NO PAIKIIC.. 1172 540(444.44. . P j52nd Avenue `South 544. 5E41 114414101( 1144.9. 14 K..14 94 24' C (•74 44 24" 5 44.74.44 10' N RLCPI•CNE 4444N0L( CATCH 305.0 4/ U0- 440.31.47 (.65 42 iirechc S) •(.4344 orcc 45 Nj (444.17 i .011C •1 (•6522 (((00.0 NE) PACIFIC ENGINEERING DEE. TARING )OKVALE GARDEN 412050533 DATUM NCNYARK - STANDARD 0 NW COINER 52nd 4 SOUTHCENtER BLVD LETRO DATUM) TOP OF 8E44- 67.5 TOP OF RISER- 65.3 (TYP.) _'•� �\ \ GRAPHIC SCALE —It —x OUTLET I0 -61.73 L � G ( IN rt(T •1 tn0N- TO 0. 4 70 / .et /• // / ee pt' no RON TPE 441! tY PVC 5 -0.003 EMER.;ENCY OVERFLOW SPILLWAY C •CN Ov14 -4W4 tEI •C-, 4 4 ∎ �r 'N•' \ �< :/ \ \ I � `, \ \ \ \ Y7� ?.:4_______1 1 \ 0\\ \ \ \\ \\ \ 1 \ , \ \ \ \ N. \ _ o \ \at .\ \\ '\ \\ \ \ \\\ `\ d �D•o'�\ ( \e ,\ PRagos(D DETENnoN T\I� M e \ \ \ \\ \ \\ `� \ \ ,�� \ \� zee \ulo \ 1 BUILDING \ \ \ \ \ Q )\\ FE 40VE Ca sniF1•gOUSE•�IA \ -'^(( ''tt 7o n:EX S 1 ` Q o` AN0`GARACE ...k..._, 7'. Ir �••C , P I\ A )C Wl� 1 \\ \\ 5\ \l ""` . \ 7.,, I \ \ \ 34 vet, \ \` EA Nw3E I1 \ ,, \ \ \•-..a,....... \ \ \ \ \ �, \\ c 7r W 5' \, ,... \ \, N \01'3036' w •1 Is ", 67>•5■msf. (1 ' ° - C'• G: \ 52nd Avenue Sou(h h 0 70MPORARY EROSION CONTRC( /e s0OIUENT POND PER KING COINry STANOAR05 12• RISER PIPE 42Cl! V -01TCN (TYP.)e 5 -0.01 MIN. GRADING QUIT (TYP.) 2034.! 9LT FENCE (TYP.)e 5 Sv. 7477 SW•CR GS.YONI PER A%N 0 567173 �.7Np R(SAR AN0 :CAP 133:e ICLCP7.CNC WN.0LC C52C51 d5.v r/ U0 4 . ( (•271 47 0 (IYCOI( 5 C•07.42 (t NJ ( CONC •3..15 )cONC wl (•3) 27 le•CCNC NE) CA 7.N B+9N R.v•79 !) (.77.2) N) (..3.41 4. CONC N (.7773 C� :� 4.76 73 0�C0NC C) - RECEIV p cg TY OF TU ILq MAY 0 6 999 PRO CC6 4 .0. MOK It ✓K4 N41 6. 4647 U 0 Z 0 J 3 CO 0 m ZW 0 0 W to t PERMIT CE TER ORAwN OY 08 -26 -98 EXHIBIT " ISSUE DATE 04 -12 -99 PAGE 2 SHEET REVISION PERMIT' 17:91 PHONE: (206) 431 -7970 fAX: 431 -7975 30 ANDOVER PARK EAST, SURE 300 SEATTLE, WA 96166 'ACIFIC ENGINEERING DESIGN INC. ; ; CIVIL ENGI EERING AND 1 PLANNING ONSULTANTS NOTES 5. TEuPORARY EROSION CONTRA MEASURES SHALL SE iuPtLMENTtO AS THE FIRST ORDER OF BUSINESS TO PREVENT SEDIUENTARCN OFF -SITE on INTO FASTING STORK ORMNACE FACtUTIES. 2. THE SITE SHALL NAVE PERMANENT ER0510N CONTROL MEASURES IN PLACE AS SOON AS POSSIBLE AFTER FINAL CRAOOIC HAS BEEN COUPLETED AND PRICK TO THE FINAL VISPECRCr4 3. µL CONSTRUCTION ACTIVITY ASSOCTATTO MM THIS OE'OLI1l0N SHALL . • . 1. :1u . .1 and 4. SE'AER A240 WATER utUTIES SHALL BE PLUGGED AT THE MAWS IF THEY ARE TO OE ABANDONED. IF THEY MU. BE USED ACA1 UI ME NEAR FUTURE FOR A NEW BULOINC. THEY SHALL BE CAPPED AT THE PROPERTY UNE AND AT THE WATER METER RESPECTIVELY. BASIS OF BEARING NORM UNE CF BROOKVALE CARDEN SHORT PLAT Na. 791205013S IE 500i3'OYE BENCHMARK DATUM CITY OF TUIC'MU BENCHMARK . SW BOLT CN LICHT STANOARD 0 NW CORNER CF WTERSECTICN OF 52na k SGuTHCENTEa 8Lw ELEV.7207 FEET (METRO OATUU) EXISTING TREES TO BE SAVED (TIP). rr MI.O CONC1OC /MO ' —i 290f SILT FENCE (TIP.) v. GRAPHIC SCALE M ( 1N Teti ) 1l..II. M 11. • S 0!'1!'0P E •r 4, r NIOL C4/./4 -U101 F Fri CCNC2ETE u0141UTN1 REMOVE ESOS5■ Q HOUSE MW GARAGE 1 SAN. SCIICR 22 i f•••-- S)JuITS OF DISTURBANCE ti• ANO GARAGE C hCONSTRUCTION ENTRANCE. UTILIZE EXOSUNC GRAVEL P/J2KWG AREA. • CS r 'NO PONY< 2!0.23 OI'2O'24' E • a .•;, ..1 —a" . •1.:: }.iii • �i `:i. '1 •1!. �..1.• 4..'.rS=J.':1 +_•.4y!a•: i�..F ?��'.._^'t' %1�: :•a- ;::i.�.1. .at. • S+N. SC /ER wNNOIE IO2.94 14 (•1414 (24' E IC.7a.■ (2l' S (.14.14 (1O'/1 .• tA.`U'•VUiC'„i w.r:1' �. %'...?::.:j • ?wi= .•.._.- •.- „::r••. �t`_i4.•'•°.ir .�, - ,,,.• ��a. •• �i:z.�:;,y �,.�yv •:..•cY .._.y } °mot. �S"i1'•... ?,;b.• v.'C� .! ••r.•:..:..5r.- 1.ti!5�_i'i +•� ".�L1• 2nd Avenue South' I ')t •5 "aA:jZ��.,G,.� : T._ � v i� tS� -a�.r: Yi: .A^'1ar. `Sr-: ;7.Q 1' :r:% %+;'' q. \ �' �. 3? i.�vi� 0'fi }S7'.J•. ;fx1� , V, • •J:.;12 � 77.;..+i >- :�'-Ir. -;... ' .,ar m za >. ^ i >r •ai .i. r�?:'. t: v:'; "� :�r.y.,�r£��:..1' �:''���! -.)r h'e C'a_ 7t :. t4•: t; 3.- i��Y11 . TELE►NONE UNwGLE EA1EN 045.4 r/ UO —J 08.27.42 4.83 42 (Irco.0 S 1E.ass2 1r :.1:C N (.4.12 4coIK: M (.42.22 rCONC $C) 1 ; PACIFIC ENGINEERING DEE LT FENCE (TM.) GRAPHIC SCALE ( 0 ISCT ) I In.o - 20 — I N 941 S OT".°t. E X ;6• mt4 — S+ ?.6 • 1.041( CM.0 FE1 Fra0 CO.C.IETE 1.0.4uuor 206LF SILT FENCE (rip.) 0:4 1.4(toist *.,,..1.(3..ek • 1,10.0' 1.1.4.11141.151 FIECMED ern' OF TUKW/LA Y 0 6 1999 PERMIT CENTER (13 . „". • .F r....1.7.4.11-.7.7*-X1,.• • •x:,•;.*:e:. V-;• -7 7r V ,:• IEL(PPORE C.A1O+ u0 421.1.57.42 4.8342 (12.00.4C 51 .1•5.1 di rca.c .4) E.41. 12 ercceec vel 4.4512 (1-001.4 N() cAra. 8.5,0 Rm.. n 53 1./7.23 er(che: m) .c • rs ..$ 1 TCCAC tit F..7464 11.''CC.,AC 5 (•77.73 rca..: . (.74.93 erca.: c) EXHIBIT "C" PAGE 3. PERMIT 17391 oz -1 u z L o z o E w 0 0 cr w c a 3. 1— 4 0 0 _J F- 0 w z uj o o < 8 95-64 PROJECT NO, DJW DRAWN BY 11-20-98 ISSUE OATS 04-12-99 SNECT REVISION PNOUE: (206) 431 -7970 FAX: 431 -7975 30 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 90168 C DACIFIC ENGINEERING DESIGN INC ; CIVIL ENGINEERING AND PLANNING CONSULTANTS �4aaw IR4 WS001 COuuE.4T3 -00n- 4/06/44 GENERAL NOTES I. A PRE- CONSTRUCTION uCETINNC 'IM THE CITY OF TUKHMLA INSPECTION PERSONNEL SHALL BE HELD PRIOR TO THE START OF CONSTR00004. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY PERUITS PRIOR 10 CONSTRUCTION, 2. ALL SITE WORK IUPROVEu ENTS SHALL BE CONSTRUCTED IN ACCCRDMNCE /NM THESE APPRO'.£0 PLANS. ANY OE'AA1ON fROU THESE PLANS Mu., RECUNRC PRIOR APPROVAL FRCU THE OWNER, ENGINEER ANO APPROPRIATE PUBLIC AGENCIES. A COPY OF THESE APPROvE0 PLANS MUST BE ON ME JCR SITE WHENEVER CONSTRUCTION/ IS IN PROGRESS 3, ALL WORK ANO MATERIALS SHALL BE R4 ACCCROANCE HMM THE LATEST W.S.D.O.T. /A.P.w. A. STANDARD SPEGFICATICNS FOR UUNICIPAL PUBLIC WORKS CCNSTRUCnCN A410 THE CITY Cr TUKVALA INFRASTRUCTURE ANO CONSTRUCTION STANDARD STANDARDS, DATED: 12/02/96. 4. ALL LOCATIONS OF Ex1SIINC UTILITIES 56104464 HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FR04 AVAILABLE RECORDS ANO SHOULD THEREFORE BE CONSIOERED APPROXIUATE ONLY ANO NOT NECESSARILY COUPLETS. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY V£RI r 641 ACCURACY Cr THE UUUTY LOCATIONS SHOWN ANO 10 FURTHER DISCOVER AND Av010 ANY OTHER UnUOES Nor 56404464 HEREON WHICH UAY BE AFTECTED BY THIS PLAN. BEFORE ANY EXCAVATION, CALL 1 -600- 424 -5355 FOR FIELD L04A11014 OF UnUnES. S, 111 CONTRACTOR SHALL VERIFY THE LOCATIONS, WOTHS, THICKNESSES, ANO ELEVATIONS OF ALL EXISTING PAWUENTS AND STRUCTURES THAT ARE TO INTERFACE 644TH NEW WORK, PROMOS ALL TRIUUINC, CUTIINc. SAW CUTTING, CRAOIN0. LEVELING. SLOPIHC, COATING. AN0 OTHER *OAK, INCLUDING LIA1ERIALS AS NECESSARY, TO CAUSE THE INTERFACE MM EXISfNC WORKS TO BE PROPER. ACCEPTABLE TO ME ENGINEER 6410 THE CITY OF KE44NE4ICK. COMPLETE IN PLACE ANO READY TO USE. 6. THE CONTRACTOR SHALL KEEP COSTING TRAFFIC LANES CLEAR FOR SAFE PEDESTRIAN/VEHICLLAR TRAFFIC FLOW AS RE044,RE0 BY ME an' OF TUKWILA PUBLIC WORKS OEPAR1ENT. 7, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PRON01140 ADEQUATE SAFEGIJAROS. SAFETY °Ev10E5, PROIECnvE EOUIPUENT, CONFINED SPACE PROTECTION, FLAGCERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, ANO SAFETY Of THE PUBUC, ANO TO PROTECT PROPERTY IN CO1INECDON 444TH THE PERFORUANCE OF YORK DEPICTED ON THESE PLANS. 8. EXISTING STCAU ORAINAG( ANO SANITARY SYS1EN5 !HALL BE KEPT CLEAN AT AU. TIMES NO SILT -LADED RUNOFF IS TO BE DISCHARGED TO THE PUBUC STORM 545TE)4. GRADING AND STORM DRAINAGE NOTES 1. ALL HARK Mop MATERIALS SHALL BE IN ACCOROANCE *4TH ME LATEST E041044 OF ME APWA/WSOOT STANDARD SPECIF1CAnONS FOR ROAD. BRIOCE. ANO LIUNIOPAL CONSTRUCnON, OR AS u001F1ED BY OTY OF TUK'MLA INFRASTRUCTURE DESIGN AND CONSTRUCTION 5TANO64405. DATED DATED: 12/02/96. 2. IT SHALL 8E THE SOLE RESP0NSIBlUr( OF THE CONTRACTOR TO 081,444 STREET USE AND ANY OTHER RELATED PERu1T5 PRIOR TO ANY CONSTRUCTION ACTIVITY. 3, LOCATICNS CF ROA0wAY5, BUILOINCS ANO PARKING AREAS SHOWN HEREON ARE APPROXIUATE. °NIL CONTROLS IUPROVEUEMT ANO STRUCTURE LOCATIONS ANO SMALL BE FIELD SET BY ME SURVEYOR AS RECUIRED. 4, THE FACIUn£5 SHOWY ON ME APPR0)00 CR040N /SEDIUENTAn0N 0064t)Ol PLARS SHALL BE C06451RUC1E0/IMPLEUENTEO PR,CR TO ANY 0RA01N0 CR LAND CLEARING IN ACCORDANCE MM THAT PLAN. THESE FA0UnES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING 15 COMPLETED AND TIE POT-WOAL 6044 O4 -SITE EROSION HAS PASSED. 3. DESIGN GRADES 56404464 REPRESENTATIHE ENGINEER'S ESTIVATE OF APPROx*uA1E 4IN1u444 EARTHWORK AN0 OTHER CRAOINC/50I. CONSIDERATIONS. THE CONTRACTOR 44AY ALTER ME GRADES SHOWN TO BETTER ACHIEVE THESE RESULTS PRO'A010 THAT ANY ALTERATION IS SUBJECT TO ME PRIOR APPROVAL IN WRITING BY TH1 ENGINEER. OWNER, 6640 ME APPROPRIATE OrY OF TUKWILA DEPARTMENTS. 6, ALL EARTHWORK UNDER PAVING 10 BE USED BY VEMCULAR TRAFFIC SHALL BE COMPACTED TO AT LEAST 955 OF THE UAXIMUU DRY DENSITY AS DETER44NED BY AsT5 0 1337. 7. UNLESS OMER'MSE NOTED, ALL SPOT ELEVATIONS SHOWN 1N PALED AREAS ARE TOP OF PAVING. 8. ALL PARKING, DRIVEWAY ANO LANOSCAPED AREAS SHALL HAVE AT LEAST A 1.05 SLOPE TOwAR0 640 NEAREST StORU ORUNACE INTERCEPTION/ CONVEYANCE SYSTEM. PLAN DETAILS CR FIELD uOOIFICAOOIS SHALL NOT SUPERSEDE THIS RCOUIREMENT. 9. EXTRUDED CEMENT CONCRETE OJRBOIC. *HERE SPECIF100. SHALL BE CONSTRUCTED IN ACCORDANCE MTH CITY OF TUKWILA STANDARDS ANO DETAILS OR DETAILS SHOWN ON THESE PLANS 10, THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN Al ALL TIMES BY S'AEEPINC. WASHING CF THESE STREETS MILL NOT BE ALL044E0 MMCL4T PRICK an' OF NK'ILV APPROVAL It. ALL SURPLUS OR UNSUITABLE MATERIALS CLEARED OR EXCAVATED ANO REu0VE0 FROM THE SITE SHALL 8E 0,5PO500 OF IN AN APPROVED FILL SITE. IT *ILL 90 THE PERuITTEE'S RESPONSIBILITY TO LOCATE AN ACCEPTABLE DISPOSAL SITE AND TO ASSURE THAT AU. SURPLUS MATERIAL IS PROPERLY DEPOSITED IN SAVE A TUKMII4 HAUUNG Muir IS REQUIRED. 42. ALL PIPE SHALL BE LAO ON A PROPERLY PREPARE0 FOUN0AnON ACCDROINC TO THE APWAf.YSOOT STANDARD SPECIFICATIONS FOR ROAD. BRIDGE, AND MUNICIPAL CONSTRUCTION SECTIONS 7 -02.3, 7 -03.3. AND 7 -04.3. THIS STALL UIClu0E NECESSARY LEVEUHG Cr ME TRENCH 00T1CU OR ME TOP CF THE FOUNOATICN MATERIAL AS WELL AS PLACEMENT ANO COLIPACIION OF REOUIREO BEDOINC UATERIAL TO UNIFORM GRADE 50 THAT THE ENTIRE LENGTH OF THE PIPE HILL BE SUPPORTED ON A UNIFORMLY DENSE NCNTIELD4NC BASE IF THE NAIVE MATERIAL IN THE BOrTOL4 OF THE TRENCH MEETS THE REOUIREUENT5 FOR 'GRAVEL BACKfIU. FOR PIPE BEDDING.' THE FIRST UFT CF PIPE BEDDING MAY BE 014177E0, PRON0E0 THE 4A1ERIAL TN THE BOTTOU OF THE TRENCH S.5 100SENE0. REGRADED AND COMPACTED TO FORM A DENSE NONYIEIDINO 13. ALL PIPE BEDOINC FOR R1GI0 CULVERT ANO STORM PIPE (I.E, CONCRETE. STEEL AND ALUUINUU) SHALL CONFORM TO APWA,NSOOT S1AN0AROS ANO SPECFICAOONS SECTION 9- 03.12(3). ALL OMER PIPE BEOOINC SHALL BE EITHER APWA TYPE 'f FOR FLEXIBLE PIPE (4.E. PVC. C4P OR A05). OR APWA TYPE 'B' FOR OuCnLE IRON 14. ALL TRENCH 8ACKFILL IN AREAS OF FUTURE PAVEMENT OR STRUCTURAL LOAOINO SHALL BE COMPACTED TO AT LEAST 955 Of THE MAXIMUM 0RY 0ENSTY AS OETERM114E0 BY ASTM 0 1357. ALL OTHER AREAS SHALL BE COMPACTEO TO 905. 45. ALL BUILDING 6006 DRAIN OONNSPOUTS ANO FOOnNC DRAINS SHALL 60 DIRECTLY CONNECTED TO ME 146114 STORM 0RAINACE CCNVEYANCE SYSTE4 THROUGH AN U140ERCROUNO PIPE SYSTEM. ROOF DRAINS ANO FOOTING DRAINS SHALL BE SEPARATE SYSTEMS ANO SHALL BE CONSTRUCTED OF 4' (CR 6' DIAUETER WHERE SHO'At4) RI00 PVC PIPE (NCNPERFORATED FOR ROOF ()RAINS. PERFORATED FOR FOOTING DRAINS). SUFFICIENT CIEANCUTS ANO BENDS SHALL BE INSTALLED SO THAT THE SYSTEM CAN BE CAW.) 4AINTAINEO. THE SYSTEM SHOWN HEREON IS SCHEUA1IC ONLY. ME ORANNACE /GRADING CONTRACTOR OR LANDSCAPER um* ALTER ME LAYOUT AS R£GUIRED TO BETTER DRAIN ME SIFT. 64TH PRIOR APPROVAL OF THE ENGINEER. ME CONTRACTOR SHALL KEEP A 011EN51ONE0 RECORD CF THE IOCATIOI OF ALL PIPES AND CLEANCA)15 ANO SUBMIT SAVE TO ME ENGINEER ARO OWNER UPON COUPLETICN OF 640 WORK. 16. THE OETENOON TANK SHALL BE CONSTRUCTED MTH A NON - GALVANIZED 444 TERIAL TEMPORARY EROSION CONTROL NOTES 1. THE EROSION *440 SCONuENTAnCN CONTROL, MEASURES DEPICTED 15 I64TENOE0 TO BE A UINluuu REQUIRE44ENT TO MEET ANTICIPATED SITE CC4401n0N5. AS CONDITIONS DICTATE, NE CONTRACTOR 5HOU1D ANn0PA1E THAT 44060 EROSION AND SEOIUEHTATIO1 CONTROL. FACTURES *ALL 80 NECESSARY TO PREVENT SED4uENT FROU LEAVING THE SITE OR ENTERING THE PUBUC 5TORu 5451Eu. OuRINC THE CURSE OF CONSTRUCTION. IT SHALL BE ME GBUCATIOI AND RESPCN481UTY OF THE CONTRACTOR TO ADDRESS ANY Nov cO10010.1S THAT MAY BE CREATED BY 6415 ACTINOES AND TO PROV401 A001TIONAL FAaunES, OVER ANO ABOVE LIIt4IUUu REOU:REUENTS, AS MAY 0E NEEDED 10 PROTECT ADJACENT PROPERTIES ANO WATER OUAU1Y. SANITARY SEWER NOTES 1. CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL CONFORM r0 640 TUKWILA INFRASTRUCTURE OES1CN ANO CONSTRUCTION STANOAR„S 2. 3. 4. CONTRACTOR SHALL VERIFY BUILDING STRIKING LOCATIONS AND CEPTH5 OF WATER AND SEWER SERVICES MM AROII TECIURAL/PLUUOINC PLANS. ALL 510E SEWERS SHALL BE 6. 01AMETER MINIMUM AN0 LAID ON A U1Nluuu SLOPE OF 25. 510E SE'AERS 5444411 BE PRO40E0 WITH A CLEANOUT ARO TEST TEE. THE CONTRACTOR SHALL FIELD VERIFY THE INVERT ELEVAn464 OF ME (51STING SANITARY SEWER 4ANIOLE ANO 6' MAIN PRIOR TO 510E SEWER CONNECTION. WATER NOTES 1. PROVIDE MINIMUU 3' -6' O' COVER OVER WATERUNN, 2. ALL HATER PIPE SHALL BE CLASS 32 D.I. UNLESS NOTED OMER*15E, 3. FIRE SERVICE ANO DETECTOR DOUBLE -CHECK VALVE ASSEUBLY TO BE INSTAUE0 8Y CERTIFIED FIRE PREVENTION CONTRACTOR. 4. A SEPARATE MISCELLANEOUS PERu4T FAOu PUBUC WORKS IS REQUIRED FOR OOCVA. 5. STATIC PRESSURE IS APPROXIMATELY 135 PSI AT ELEVATION 90. WATER DISTRICT NO, 125 STANDARD NOTES T. APPROx1uATE LOCATIONS OF EXISTU4C UOU71E5 HAVE BEEN 08TAINCO FROM AVAIL.481E RECORDS ANO ARE 51404441 6014 CONVENIENCE. ME CONTRACTOR SHALL BE RESPONSIBLE 6OR 4RIFICATIOH OF LOCATION SHOWN AND FOR OISCOVERY OF POSSIBLE A00n044A1. UTIUOES NOT SHOWN SO AS TO Av00 OAIIAGE OR OISTURBANCE. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERCRCUND LOCATION CENTER (1- 800 - 424 -5555) PRIOR 10 CONSTRUCTION. THE OWNER OR H15 REPRESENTATIVE SHALL BE CG4IACTEO If A unlit? CONFLICT C.V5TS 2. CONTRACTOR SHALL NOTIFY DISTRICT ENGINEER A UIHIMUM OF 48 14044.45 IN ADVANCE CF .ALL RECUESTS FOR STAKING, TESTING OR INSPECTION. J. CONTRACTOR 15 RESPONSIBLE FOR CONTROL AT THE 11445 OF STM;INC. 4. CONTRACTCR SHALL FURNISH SHOP DRA'MNCS FOR APPROVAL WHERE REQUIRED BY THE DETAIL 5PEOFICAR0N5 ARO FOR VARIATION FROM THE ENGINEER'S DESIGN. 5. CONTRACTOR SHALL INSTALL EONPMENT 144 ACCORDANCE MM MANUFACTURER'S RECODUE440ATI0N5. WO / I25 SPECIFICATIONS, AND 0TY OF TUKMLA STANDARDS 6. CONTRACTOR SHALL FURNISH ALL MATERIALS 7. ALL WATERUAIN PIPE SHALL 80 OUCTILE IRON CLASS 52. PUSH -064 JOINT OR MECHANICAL JOINT. CEMENT UNE0 (AN4 621.4). EXTERICR COATED MM COAL TAR VARN1544. INSTALLATION TO BE IN ACCORDANCE 'MM MANUFACTURER'S RECOuMI46IOARONS. ALL FITTINGS SHALL BE CA5T IRON 6440 SHALL CONFORM TO APP4CA8LE PORTIONS OF ASNI STANDARD A21.10, A21.22. 816.2. 016.4 AND A21.53, 44TH A MINIMUM PRESSURE RATING OF 150 PSI AND HALL BE CEMENT U14ED. 8. ALL CATE vALVE5 TO BE MUELLER. ALL HYDRANTS TO 80 MUELLER. (ALL HYDRANTS IN CITY Of SEATAO TO BE IOWA.) 9. CUT -INS *NO UK TAPS TO BE LIA00 BY CONTRACTOR, WO #125 SUPERINTENDENT, ENGINEER AN0 OTT OF TUKWILA INSPECTOR MUST BE NOTIFIE0 48 HOURS IN ADVANCE. 10. CAST IRON UECHMNICAL JOINT SLEEVE COUPUNCS REQUIRED. 11. TAPPING SLEEVES SHALL BE MUELLER CAST IRON, .404 EPDXY COATED STEEL OR ROI4AC SST MM STAINLESS STEEL FLANGE. 42. CONTRACTOR I5 RE5440N48LE FOR V£RIVYINO ALL 00511140 PIPE TYPES ANO SIZES FOR COUPLINGS, CONNECTIONS, CUT -INS, 44410 LIVE TAPS. 13. 3 I/2 -6004 MINIMUM COVER OVER ALL *A1ERu*N PIPES. 14. 0EVELiPER TO PAY FOR STATE, COUNTY AND CITY INSPECTION FEES. 15. ALL METERS LOCATIONS TO BE COCROINATEO MM WATER DISTRICT NO. 125 SUPERINTENDENT. 16. ALL EIISO4IC FIRE HYDRANTS ANC, MAINS TO BE OPERATIONAL PRIOR TO CODUENCEUENT OF CONSTRUCTION. 17. NO CHANCES ARE TO 60 MADE * MOUT *MITTEN APPROVAL BY ME *0 PUBUC 44425 SLIPERINTENOENr *G4K5 ENGINEER, OR DISTRICT ENGINEER ARO THE CM Of TUKWILA 18. REFER TO WO 1175 CONDITIONS ARO STANDARDS, AND TO THE 0TY OF TUK'Mlw STANOARO.SPECIFICATIONS FOR ALL REMAINING N01E5 NOTES AND DETAILS. 19, PROVIDE 3/4' SEAV4CE UNE AND TAP CONNECTIONS FOR EACH EXISTING *ATER 'E1ER. 20. MAXWUU ALLOWABLE OPEN TRENCH SHALL BE 80', 21. STOCK PILES SHALL BE COVERED DURING ALL PERI005 OF PEROPITATION. 22. 1100141(0 PROCTOR COMPACTION 6640 41a51URE CONTROL TE5T • REOIt4RE0 AND COPIES OF TEST REPORTS 51.181ITTEO TO THE DISTRICT ENGINEER. ALL COMPACTION UNDER PAVED AN0 TRAFFIC AREA3 SH4LL BE 935 44Axt4UM DENSITY 1001FE0 PROCTOR PER A5TM 0 -1357. ALL OTHER AREAS TO BE 90 44440421044. 23. ALL VALVES, FIRE HYDRANTS ANO SERVCES TO THE METER STOP TO 13E AS PART OF ALL PRESSURE ARO PURITY TESTS. NO 24. TRAFFIC au1AEU CONTROL ENTS. SHALL BE IN ACCORDANCE YAM CITY OF TUKWILA RE 25. ALL PIPE AN0 APPURTENANCES TO BE TES1E0 TO *1MI4 10 FEET OF ANY CONNECTION POINTS UNLESS 0TH(R'M50 APPROVE0 BY ENGINEER. 26. CONCRETE THRUST BLOCKING SHALL BE PRO'AOED AT AU. BENDS. TEES, VALVES. CR OTHER APPURTENANCES WHERE INTERNAL FORCES RECTUM( RESTRAINT. BLOIXNIC SHALL BE IN ACCORDANCE MM 4A1E4 DISTRICT N0. 425 STANDARDS. . 27. ME TESTING ARO =INFECTION OF ME WATER SYSTEM SHALL BE 'MME5150 BY HATER DISTRICT NO. 125. PACIFIC ENGINEERING DESI WATER DISTRICT NO 125 STANDARD NOTES 1. APPNOnuATE LOCATIONS OF Ex1511NG UnUOES NAVE BEEN 06TUNE0 (ROM AVAILABLE RECORDS A140 ARE SH0W64 FOR CONVEMENCC. THE CONTRACTOR SHALL 8E RESPONSBLE FOR VERIF1cAnON OF LOCATION SHOWN AN0 FOR DISCOVERY OF POSSOLE A0010CNAL U1U1E5 NOT SHOWN 50 AS TO AVOID OAUAGE OR DISTURBANCE. ME CONTRACTOR SHALL CONTACT THE U1IUTIES UNDERCRCUNO LOCATION CENTER (1 -600- 424 -5355) PRIOR TO CONSTRUCTION. ME OWNER OR NTS REPRESENTATIVE SHALL BC CONTACTED V' A UTTUrY CONFLICT EXISTS. 2. CONTRACTOR SHALL NOTIFY DISTRICT ENGINEER A UINILUU OF 46 HOURS IN ADVANCE CF .ALL REOUESTS FOR STAKING, TESTING OR INSPECTION, .2. CONTRACTOR I5 RESPONSIBLE FOR CONTROL AT ME D1IE OF STAKa40. 4. CONTRACTOR SHALL FURNISH 5H0P 0RA'MNGS FOR APPROVAL WHERE REQUIRED BY THE DETAIL SPEQFiCAnONS ARO FOR VAR1AnC4 FR04 ME ENGINEER'S DESIGN. 5. CONTRACTOR SHALL IN5tALL EOUIPUENT IN ACCORDANCE WITH MANUFACTURER'S RECOu4ENOATION5, 'N0 /125 SPECIFICATIONS, AND Orr OF TUKWILA STANDAR05. 6. CONTRACTOR SHALL FURNISH ALL 4ATER3AL5. 7. ALL WATERIAIH PIPE SHALL BE DUCTILE IRON CLASS 52, PUSH -ON JOINT CR 47,04A41CAL .101347, CEMENT LINED (ANSI A21.4), EXTERIOR COATED YAM COAL TAR VARNISH. INSTALLATION TO BE IN ACCORDANCE 'MM MANUFACTURER'S RECOMMENDATIONS. ALL FITTINGS SHALL BE CAST IRON ANO SMALL CONFORM TO APPUCABLE PORTIONS OF ASNI STANDARD A21.10, A21,22, 816.2, 816.4 ANO A21.5J, YAM A MINIMUM PRESSURE RATING OF 150 P51 ARO WILL BE CEUENT LINED. 6. ALL CATE VALVES TO BE MUELLER. ALL HYDRANTS TO BC 4UEU.ER. (AU. HYDRANTS 94 CITY OF 5EATAC TO BE IOWA.) 9. CUT -MIS ANO LIVE TAPS TO 6E 4.40E BY CONTRACTOR. WO 9125 SUPERINTENDENT, ENGINEER ANO C11Y OF TUKWILA INSPECTOR MUST BE NonfiEO 46 HOU95 04 A0vANCE. 10. CASr IRON UECHU43043. JOINT SLEEVE COUPUNCS REWIRED. 11. TAPPING SLEEVES SHALL BE MUELLER CAST IRON, J04 EPDXY COATE0 STEEL. OR RCIIAC 55T WITH STAINLESS STEEL FLANGE. 12. CONTRACTOR IS RESPONSIBLE FOR vERIFYINO AU. EXISTING PIPE TYPES AND SIZES f0R COUPLINGS, CONNECTIONS, CUT -INS, ANO UvE TAPS 13. .3 1/2 -FOOT MINIMUM COVER OVER ALL WATERU,UN PIPES. 14. DEVELOPER TO PAY FOR STATE, COUNTY ANO CITY INSPECTION FEES. 15. ALL LIFTERS LOCATIONS TO BE COORDINATED W1111 WATER 0152RIC1 N0. 125 SUPERINTENDENT. 16. ALL EXISTING FIRE HYDRANTS ARO 4AIN5 TO BE OPERATIONAL PRIOR TO cOUuENCCuENr OF CONSTRUCTION. 17. NO CHANCES ARE TO OE UADE YAMOUT 6461TTEN APPROVAL BY THE 'N0 F12S SUPERINTENDENT OR DISTRICT ENGINEER ANO ME OTY OF TUKYALA PUBUC 64044X5 ENGINEER. TO. REFER 10 WO 9125 CONDITIONS ANO 5SANOAA05, ANO TO ME QTY OF TUK'MLA 52AN0A60, SPEGFlCAnONS FOR ALL REMAINING NOTES NOTES AND DETAILS. 19. PROVIDE 3/4' SERVICE UNE AND TAP CONNECTIONS FOR EACH Ex1511N0 WATER METER. 20. MAXIMUM ALLOWABLE OPEN TRENCH SHALL BE 60', 21. STOCX PILES SHALL BE COVERED DURING AU. PERIODS CF PEROPITATIOH. 22. 14004FIE0 PROCTOR COMPACTION ANO udSTURE CONTROL TEST • RECUIRE0 AND COPIES OF TEST REPORTS SUBMITTED TO THE OISTRICT ENGINEER. ALL COMPACTION UNDER PAVED AND TRAFFIC AREA3 SMALL BE 952 UAX1uUU DENSITY 6OOIFEO PROCTOR PER AST4 0 -1557. ALL OMER AREAS TO BE 90 PROCTOR. 23. ALL VALVES, FIRE HYDRANTS ARO SERVICES TO ME METER STOP TO BE OICLUOE0 AS PART OF ALL PRESSURE ARO PURITY TESTS. NO EXCEP 20445. 24. 11344737, CONTROL SHALL BE IN ACCOROANCE 96111 01Y OF IUKYALA REOUTAE4IE.HTS. 25. ALL PIPE ANO APPURTENANCES TO BE TESTED 10 WHIN 30 FEET OF ANY CONNECTION POINTS UNLESS OMER'MSE APPROVE0 81 EN0NEER. 26. CONCRETE THRUST BLOCXINO SHALL BE P60v10E0 AT ALL 80405. TEES. VALVES. OR OMER APPURTENANCES WHERE INTERNAL FORCES REQUIRE RESTRAINT. 8100401110 SHALL BE IN ACCORDANCE 96TH WATER OISIRICT N0. 125 STANDARDS. . 27. ME TESTING AND DISINFECTION OF THE WATER SYSTEM SHALL BE 1WIME3SED BY wA1ER DISTRICT N0. 125. ACIRIC ENGINEERING DESIGN INC CITY OF TUKWILA MAY 0 6 1999 PERMIT CENTER EXHIBIT "C" PAGE 4 PERMIT 17391 I10.4.tt 1.1•1, 4. 1496 1 95 -64 PROJECT NO. MIX DRAWN BY 08 -25 -98 ISSUE DATE 04 -12 -99 SHEET REVISION PHONE: (206) 431 -7970 FAX: 431 -7975 SCATHE, WA 90100 CIVIL ENGINEERING AND PLANNING CONSULTANTS C•TERICR WALL SEC ARCH. PLANS roj60AnCN WALL -SCE STRUCTURAL PLANS 00w6SPOJT NOTE : 405 4 -12 FLEX -PIPE 441' BE USED 04 PVC CAP U(U 01 PVC YMERC JURISGCTIONS •ALLOW, FU115HCD GRACE (PROVIDE POSITIVE SLOPC AISAY FRCU BLDG) 214 4- PVC (Tv?) a • 4• TEE u4T0 110411u+E 2•(4)i L2•(=) 4• PERF PVC f000NC GRAIN DAYLIGHT PER PLANS RE OR - 5' PVC TICMIUNE (SOR 35 UNDER PAVEW(MT), - CONNECT TO PERUANCNT ORAINACC STRUCTURE OR DATUCMT PER CAAdNC AND DRAINAGE PLAN FREE DRA1Nw0 uATERIAL (AS REONREO) DOWNSPOUT TO TIGHTLINE 0./ TYPE •S CATCH 9AS+45 (4.01.0 •77.014MN44. 7445 r (.4074(EAwC . 444 5.4 4155 UT w10 501. •CCC50 HLOC O...-c t 12' 7 4 5 II• 24• 24• 1• C OVM W 36' W 31' 011 .4• • VALL 9.041.(00 r 2 -1/2' 3 -I/: 3' SO4L 03. 16' 27' 13' 30' ICU. l3. 1: 22• 27 -7/6• 27 -7/7• 511L OCPM 7 -3/4' 3 -1/1' 34/7' 2' a,)5 0446C1 0 11 -7/4• 21 -7/4• 27 -3/1' 2T CRAM 0+04NCS5 1 -7/14' 3 -7/2' 3 -7 /2' r A/MOC `00,1 3006 4047 1717 5237. 71007 THE ABOVE ARE AVAILABLE 4TM PERFORATIONS. CONCRETE 4' KNOCKOUT ACO DRAIN THESE ARE USED AS INEXPENSIVE CATCH BASINS IN RESIOENOAL AND CCUUERCIAL PROJECTS. A KNOCKOUT I5 PRON0E0 TO ASSIST CONTRACTOR IN FORUwC AN OUTLET OPENING. BASE SLABS AVAILABLE. CONCRETE HOC INC --• SEEDING REDUIREMENTS WETLAND SEED u14 RED FESCUE RED TOP u(A00w FOXTAIL 6 u0. DESIGN PATER OEP54 - 0.33' 1.0' uINIWUu FREEBOARD (HALL A PRC40R 001IS BY WEIGHT PURCENT PuR3 TV PERCENT CER•INATION 353 90 90 353 301.• A40 RO0V 6 c (:) Ti 1 Iv.r.eal 30 I 3 I TO 1 92 90 65 60 70.1 7141 0,(55.04(, 13171(( 0,07.t0 IC H014wOUS r A.CP(0 TO CAA., 'HEIGHT (4443 4') • SEE NOTES 1 -3 FOR PERU17 k CER OF:CA00N REOUIRNENTS. 2 (04 7.47750) Mw. 12'J 14 '43; FIRU, UNOISMRBE0 SOIL FREE- ORMNwC BACKFlLL (440X. 5X FINES) MIN. 6' YAOE LAYER OF 2' -4' QUARRY 5.4115 AOJUSTE0 TO ROCKERY STABLE CUT FACE IN NATIVE UATERIAL (SEE NOTE 7). I' (OR LESS) OIAUETER HASHED T CRAVE.: UM. 6' COVER OVER PIPE. WIN. 2. 700.41. UNDER P7PE. • MINIUU4 4' OIAUETER PERFORATED 4147: 711N. IX CONTINUOUS 5104E TO OWLET: PIPE AND OR CUT FACE UNEO 417H FILTER FABRIC. U5i RIN FILL 1110 BIO- FILTRATION SWALE C5� ROCKERY (IN CUT) C6, DOWN SLOPE V-OITCH cosmic a0OC T`IG_'FO. j 1 �1 CROSS SLOPE V-OITCH EXCAVAMD 5013 • 0.5' 0.5' 1' { fi ELEVATION , 5'TOd 5 1. ROCK CN(CK OAUS SHALL 95 2' TO 6' FACE. 5037.0 CUARRY ROCK. 2. ROCK (NECK 0445 SMALL BE I' -0• HIGH w TNE CENMR A A 4174. OF 6' NICKER ON 71.E SLOES. 3. CHECK 04uS SHAL1 BE T0E0 w Ar ME BASE • 2.5' A LAN. Of 6' ICS PREVENT 5605101.. 4, C7CCX 0445 SHALL 8C CCNSIRUCICO IN SUCH .4 341.71[4 941 CNC ROCK IS f.R'LY PLACECI AIM A ■NI1U4 OF SPACE 9(14EEN 57CHE5. 5, THE FACES Or INC 0A1.5 SMALL BE 5u001H Y O4 NO ROCKS PROTRUOINC NOME IMAM 2'. TOP Or V -OITCN TOP CF SHOULOER SPILL'MAY BOTTOu CF SPILLWAY EROS70N P607675071 APRON I 1 (PLACE 00PN57RE4)4) Ow I I I IiA I III 1 1 ' •II�i 11 .S•r�ILaI. -•W SECTION 12' PERF. PVC PIPE. (PEN^ AT TCP FOR Ov£RFLO'W. ELM. 65.50 PEA GRAVEL FILTER FREEBOARO TOP Of BERM ELEv.. 67.50 � 7 1.0'1 3.5. .• T•• viii'= 0,5' 0E40 STORAGE 4' POURED CONC. BASE 7NV..n 62.00 6.0' (•• 1 11, R _ r • TEMPORARY PIPE (DAYLIGHT OR TIE INTO ORAINACE STRUCTURE AS INDICATED IN PLAN.) V -DITCH (8; i ROCK CHECK DAM 9J TEMPORARY EROSION /SEDIMENT DEPTH Of 4•-6' DIAMETER QUARRY SPALLS. IIr Ilia 7' I5' 2.0' OVERHANG 12' 10' 1. 2.5'- --� S' 2.5' EmTRu0E0 CUR CONB. �CRETE 1 j'I 5' R. 7.0' R. . 1 PARKINC 1.0' 16.0- 2' CO7JPAC7CO DEPTH OF CL- "B • A.C.,- •I I� I .r CCUPACTEO DEPTH CP 0,7,8.1'( ) I I 1 I AL7ERNATE: 4' CF CRUSHED AGGREGATE III- -� - CCUPACT SUBCRADE TO 957. OF MAXIMUM DE.V51 TY 1.0' 7 00.0' 200' 11.0' (TO f075 04 CUR /) 74R4w0 57411 (u017 4417(9(67 5(77174.) C216U000 CONCAVE CUR8. SCE Wu. 115. SMEC7 67. NOM. SEC SHEEP C -5 (CR PLAN 26 0' (4174.) 05747410y55714 7 CIE 0476174655 04 074(4 C6515'C 12.0' HOE 05117E 1•4E (7'774.) 1 72.0' H0 5_2.070 (N'. (4(4•17 •,'24(M7 Si ll...... 3' CCN04C :C0 06710 ' COu3.670 0E771 111(.41.49: 6' Cr C Cc'P4cr Suer-R407 OE6977 TEMPORARY CONSTRUCTION ENTRANCE q.1. EXTRUDED CONCRETE CURB 12� PAVEMENT PACIFIC ENGINEERING DESIC .E. N 4'I 6.1'4, 10' ASPNALT� III 4fir_�_Jl 11=-11 ti CONCRETE AC0 CHANNEL SLOPE DRAIN =1 11=7_, CCNCRETE BEDOINC - Illrl I I L4' KN0CK0ur ACO DRAIN STRIP DRAIN rut our 11045.0111. 5.441,11 S.O./La 10 tWU...AS Y SLOP(0 t0 0444• 1 • NEI0NT (uAX 4') • SEE NOTES 1 -3 FOR Muir & CER TIf:cA DON REQUIREMENTS. Srr= T�s� =1af- 2 (OR 7LA11(4) 1 WN. 12' 'Mu. UNDISTURBED SOIL "KJi`•.iC"�17"..� 01.4..010101 OuuESER PERFORATED PIP(: YIN. IX CONT4NUC11S SLOPE TO OUTLET: PIPE AND CR CUT FACE UNED 04TH FILTER FAaRtc. 1. FREE- ORAINING BACSFlLL (YAK SS FINES) 01414. 6' 4.10E LAYER OF 2' -4• QUARRY SPAU.S ADJUSTED TO ROCKERY STABLE cur FAG£ IN NAnvE uAIERIAL (SEE NOTE 7). 1• (CR LESS) DIAUCTER wASNE0 CRAVCL: YIN. 6' COVER OvER PIPE. L6N. 2' CRA'/EL UNDER PIPE. • 5 ROCKERY (IN CUT) PRAMS CPA re 10 '*7 Iv4 .4 I•I 44 ...RA.. 1.4'4 6' RISER SECT-Coq 12' RISER SECTION PRECAST BASE •. secm0N 1 ` Good 4 4 .1 • l•••* Mn • 44 S •1447 /w•. .44 •t 440....'4a•a' O 44 i4i44o• 4~.IY.. •'�•r1 4 of �.. r n4. l l•0. 4•tl :74146 CTIn4T) • 4 :Y1 -H • �Un 4.014.4.• t•••4.u541. 1 •• •.•+ 4. 44.11 • 4.4 •4.1/4. 014.4. ti4...o.a t •• r 407.1 ..•«•^• 1 •1•• ■■111 ••• •••• 4.i FINISHED GRACE 60.00' 'NOE R.O.A. 30.00' 8.50' 6 0' WOE 15.00' cREzIASotieNG -yam _ SAwcUT DIVING ASPHALT 1.0' BACK FRCu EXISTING EDGE OF PAVEMENT TO PR04000 A 1 CLEAN. STRAICHI MATCH UNE FOR NEW ASPHALT. _•S• 2.000 (MIN.) r A' OEPM OF PORTLAND CEMENT CONCRETE. 4' COMPACTED DEPTH OF CRUSHEO SURFAONC TOP COURSE (MIN,). VERTICAL, CONC., CURB M CUTTER 3' COuPACTEO DEPTH OF CL. '0' ASPHALTIC CONCRETE 4' COMPACTED DEPTH OF CRUSHED SURFAONG TOP COURSE 12' COMPACTED DEPTH OF CRUSHED SURFACING BASE COURSE. COMPACT SUBCRADE TO 950 OF MAXIMUM OENSITY, SCALE, 1' - 5' SECTION A -A e HIGH FENCE PO PER ARCH. FI8I5H00 -'/ CRAOE ( 2.5'1 1 n 3.0' T{.yTr= MIN. ExiS TING GRACE CRAOE 6' 2.4 (PE7F.) -«-0 FDOTNC GRAIN. 10 DIYUCHT. 6' PVC (PERF.) FOUNOA now DRAIN. CRIAN TO oAYUGHr. SECTION B -B EXISTING SANITARY SEWER EASEMENT CONC, RETAINING WALL, 5CNE14An0 ONLY, 5E0 STRUCTURAL PLAN F08 NOTES ANO DETAILS HANDLE VKTH LOOT PIN A0.AJSTABLE LOCK HOOK WITH LOCK• SCREW. 1'a RCO OR TUBINC, VARIABLE LENGTH. [jam -ET IE SPAR B BE ATTACHED PER MANUFACTURE'S RECCUMENOATIONS. MAO. OPENING OF CATE. 1. SHEAR CATE SHALL 00 AWMINUU ALLOY PER ASTU 8- 26 -20- 320 OR CAST IRON ASTM M6 CLASS 308 AS REQUIRED. CATE SHALL BE 8' OM. FOR PIPE 12' OR LESS IN 01A., 12' 04A, FOR PIPES GREATER THAN 12'. CATE SHALL BE J01N00 TO TEE SECTION BY BOLTING THROUGH FIANCE. 4. UFT R00: AS SPEOFIED BY 14TR. WITH HANOLE EXTENDING TO Y4114144 ONE FOOT OF COVER ANO A0.AJSTAOLE HOOK LOOT FASTENE0 TO FRAME OR UPPER HANDHOLD. 5. CATE SHALL NOT OPEN BEYOND 4440 CLEAR OPENING 81 1.M1TE0 HINGE MOVEMENT, STOP TAB CR 5014E OTHER DEVICE. 6. NEOPRENE Ru90ER CASKET REOUIREO BE1'AEEN RISER MOUNTING FLANGE ANO CATE FLANGE. 7. MATING SURFACES OF U0 ANO 8001 TO BE MACHINED FOR PROPER FIT. 8. FLANGE 140uNTINC BOLTS SHALL BE 3/8' CA. STAINLESS STEEL. • 9. ALTERNATE SHEAR CATES TO ME DESIGN SHOWN ARE ACCEPTABLE, PROVIDED NET MEET THE S OE 14ATERIAL SPECIFICATIONS A80vE. WT ...ALE SH4LL 2' K AII4CKO PIA MA.y/ACn1AL'S A(CW.(NOA Pont 3• Si* EVENL7 SPACED HOLES FOR BOLTING TO ccNNECnONS. FRONT IT 3/4' CENTER TO CENTER. 2' 56 CAVAN12E0 001081400 REBAR BAR. IT CALVAN12E0 51400TH STEEL. 3/4' + RADIUS. / I --r 0 LIFT ROD SHEAR GATE LADDER (6: i STRAP TO WALL. 3.0' O.C. (MAO.) CB 04, (TYPE n - 72 -a) w/ • SOUO, 24•a, LOCKING U0. Rw- 74.6.3 EMERGENCY OV£RFLOw ELEV. - 68.42 6' ELBOW O.F. ELEV. - 67.22 6' ELBOW ORIFICE ELEV. - 66.72 ORIFICE DIA. - 15/16' 6' ELBO'N 0.F. ELEV. - 66.52 6' ELBOW ORIFICE ELEV. - 66.02 ORIFICE DIA. - .3 3 /8' INV. At. cur 4464.1 - 62.42 ORIFICE F EV. - 60.42 12' CUP RISER 12' D.I.P. OWLET ( 5i4 /l DRILL A p.A, PLATE E A 12 CA. METAL PIA TE WELDED TO BOTTOM OF RISER PIPE. 2.0' (um.) wv. 0.444 - 71.50 11414. 411'.1 - 71.00 // • 6' FLOW RESTRICTION ELBOW (SEE DETAIL THIS SHEET.) 90LF 0< 70 -4 CUP SHEAR GATE. (SEE DETAIL .E: 0EIENOON TANK MEAN °?138 52. 5HEE1 08.) L I .S- 0.0000 (FLAT HL; 36'+ CUP ACCESS RISER (SEE On.. 17 SHT. C -ej RDA. 73.85 0 n a " 2.0' (MIN.) 12'4 O.I.P. OUTLET 2.0' M1N, 12•. wLET INV.• 71.00 LA00ER (TYP.) s0llo. 24'a. LOOTING LID. 2U" 36'4 Cu* RESTRICTIOR 5 - 0.0000 (FLAT) 801T014 ELEV.- 60.00 6" CUP FLOW RESTRICTION Mow 36'+ CuP INLET SHEAR CATE 72'+ CONC. CA TCHBASIN 6'+ INLET INV.- 71.50 211 OF 2'0 0.1. VENT PIPE 2LF OF 2'4 SECTION .CHIP DETENTION. TANK • NON- CALVANILE0 1,120VI00 A 12' IAN. OEM OF PEA GRAVEL 8E00 NG. (TO SPRING -LINE OF PIPE) 21.4" 36 5 - 0. PACIFIC ENGINEERING DESIG e A8 1.0' NICK FENCE PER ARCH. PLANS FINISNEO ••-7 GRACIE 2.3' Ex1STING ................ 6' PIC (PERF.) FOOENG DRAIN. TO OTTLICHT. 6' PVC (PERF.) FOUNOA TON GRAIN. ORIAN 70 DAYUCH T. 0 —r SECTION B —B It 3/4' CENTER TO CENTER. t2' )tl CAVANIEED DEFORMED REBAR BAR. EXISTING SANI TAR SEWER EASEMENT CONC. RETAINING WALL SCHEMATIC ONLY. SEE STRUCTURAL PLAN FO.7 NOTES ANO DETAILS 27 CALVANIZE0 SMOOTH STEEL 4 0 —8. 9' GI •--r GRADE I 3.5' MICH FENCING SEE ARCH, PLANS 30''MOE 840 -SWALE 3 (MAX.) FINISNEO CRAOE CONC. RETAINING WALL SCNEUATIC ONLY. SEE STRUCTURAL PLAN FOR NOTES AN0 OE TAILS 1 C7' Y�ir• -h. Z- ♦ l CI f1PrI' v.'4J1tL — - -. IUV..C1 AA• 4. I4H I 6' PVC (PERF.) FTC. GRAIN. DRAIN TO OAYUCHT. SECTION C —C 36'a CLIP ACCESS RISER W/ SOLO. 24'a. LOCKING LID. Rtu. 78'a CUP OE TEN noN TANK. 46'• CuP 36'• cuP RISER LADDER (rm.) LADDER 36" CMP ACCESS RISER TU T /4 •1••111 36'4 CUP ACCESS RISER RI. 73.. l7 SHT, C -0 RISEM. 73.63 SECTION ?TENTION. TANK 0 IILEO CB 35. (TYPE II- 54'4) w/ SOLID. 2 +'4. LOCKING U0. RIM- 73.42 2LF OF 2'1 O.I. VENT PIPE ti= 54". CA TCh aASIN LADDER. SEE OR.. -3 13. SNEET C6. INV.Ur.I - 65.34 PROVIDE A 12' MIN. DEPTH OF PEA CRAVEL BEOOINC. (TO SPRING =LINE OF PIPE) 21.F 36 a CUP RESTRIC TOR S • 0.0000 (FLAT) 12'A CAP RISER 6'a ALUM. ELBOW INV. De OM. 62.42 2.0' (MW.) BOTTOM ELEM. 60.42 PLATE 'MTN ORIFICE AS SPECIFIED ` 1 l- 6' MIN, FLOW RESTRICTION ELBOW C3. z_ J 5 m 0 Ill z w Q 0 Z 0 li) En .tL EXHIBIT PAGE 6 PERMIT 1 8 PHONE: (206) 431 -7970 fAX: 431 -7975 SEATTLE. WA 98189 8 U h 5 0. 0 6 199 c 17394 . 9 WW 17. Ce ER ORAWN By 08 -26 -98 ISSUE OATS 04 -12-99 SHEET REVISION :I�IC ENGINEERING DESIGN INC CIVIL ENGINEERING AND PLANNING CONSULTANTS General Provisions 1. This document is subject to RCW 47.32, RCW 47.44 and WAC 468 -34 and amendments thereto. 2. The Utility, its successors and assigns agree to indemnify, defend and hold the State of Washington, its officers and employees harmless from all claims, demands, damages, expenses or suits that: (1) arise out of or are incident to any negligence by the Utility, iits agents, contractors or employees In the use of the highway right of way pursuant to this document or (2) are caused by the breach of any of the conditions of this document by the Utility, its contractors, agents or employees. Nothing herein shall require the Utility to indemnify and hold harmless the State of Washington and its officers and employees from claims, demands, damages, expenses or suits based solely upon the conduct or negligence of the State of Washington, its agents, officers, employees and contractors and provided further that if the claims, demands, damages, expenses or suits are caused by or result from the concurrent negligence of (the Utility, its agents, contractors or employees and or any person whomsoever, in connection with Utility's, its assigns', agents', contractors' or employees of the State of Washington, its agents, officers, employees and contractors, the Indemnity provisions provided herein shall be valid and enforceable only to the extent of the Utility's negligence or the negligence of the Utility's agents, employees or contractors. Any action for damages against the State of Washington, its agents, officers, contractors or employees arising out of damages to a utility or other facility located on the highway right of way shall be subject to the provisions of RCW 47.44.150. The Utility, and on behalf of its assigning, agents, licensees, contractors and employees agrees to waive any claims for losses, expenses, damages or lost revenues incurred by it or its agents, contractors, licenses, employees or customers In connection with Utility's, its assigns' agents', contractor's licensees' or employee's construction, installation, maintenance, operation, use or occupancy of the right of way or in the exercise of this document against the State of Washington, its agents, or employees except the reasonable costs of repair to property resulting from the negligent injury or damage to Utility's property by the State of Washington, its agents, contractors or employees. 3. Whenever necessary for the construction, repair, Improvement, alteration, or relocation of all or any portion of said highway as determined by the Department, or in the event that the lands upon which said highway is presently located shall become a new highway or part of a limited access highway, or if the Department shall determine that the removal of any or all facilities from the said lands is necessary, incidental, or convenient to the construction, repair, improvement, alteration, or relocation of any public road or street, the Utility shall, upon notice by the Department, relocate or remove any or all of such facilities from said highway as may be required by the Department at the sole expense of the Utility to whom this document Is issued or their successors and assigns. 4. All such changes, reconstruction, or relocation by the Utility shall be done in such manner as will cause the least interference with any of the Department's performance in the operation and maintenance of the highway. 5. This document shall not be deemed or held to be an exclusive one and shall not prohibit the Department from granting rights of like or other nature or other public or private utilities, nor shall it prevent the Department from using any of its roads, streets, or public places, or affect its right to full supervision and control over all or any part of them, none of which is hereby surrendered. 6. The department may revoke, amend, or cancel this permit at any time by giving written notice to the Utility. The Utility shall immediately remove all facilities from the right of way. Any facilities remaining upon the right of way 30 days after written notice of cancellation will be removed by the Department at the expense of the Utility. 7. Any breach of any of the conditions and requirements herein made, or failure on the part of the Utility of this franchise to proceed with due diligence and in good faith with construction work hereunder shall subject this franchise to cancellation after a hearing before the Department, of which said hearing the Utility shall be given at least 10 days written notice, if at that time the Utility is a resident or is doing business in the State of Washington; otherwise, by publishing a notice of said hearing once a week for two consecutive weeks in a newspaper of general circulation in Thurston County, Washington, the last publication to be at least 10 days before the date fixed for said hearing. 8. The Utility shall maintain at its sole expense the structure or object for which this document is granted in a condition satisfactory to the Department. 9. Upon failure, neglect, or refusal of the Utility to immediately do and perform any change, removal, relaying, or relocating of any facilities, or any repairs or reconstruction of said highway herein required of the Utility, the Department may undertake and perform such requirement, and the cost and expense thereof shall be Immediately repaid to the Department by the Utility. 10. Upon approval of this document, the Utility shall dilligentiy proceed with the work and comply with all provisions herein. 11. Whenever it is deemed necessary for the benefit and safety of the traveling public, the Department hereby reserves the right to attach and maintain upon any facility by the Utility under this document any required tragic control devices, such as traffic signals, luminaires, and overhead suspended signs, when the use of such devices or attachments does not Interfere with the use for which the facility was constructed. The Department shall bear the cost of attachment and maintenance of such traffic control devices, Including the reasonable cost of any extra construction beyond normal; such extra cost to be determined }ointty by the Department and the Utility of this document. tt is not to be construed that the Department is to share In the normal cost of Installation, operation, or maintenance of any of the facilities Installed under this document. 12. No assignment or transfer of this franchise in any manner whatsoever shall be valid nor vest any rights hereby granted until the Department consents thereto and the assignee accepts all terms of this franchise. Attempting to assign this franchise without Department consent shall be cause for cancellation as herein provided. 13. No excavation shall be made or obstacle placed within the limits of the State highway in such a manner as to interfere with the travel over said road unless authorized by the Department. 14. If the work done under this document interferes in any way with the drainage of the State highway, the Utility shall wholly and at its own expense make such provisions as the Department may direct to take care of said drainage. 15. On completion of this work, all rubbish and debris shall be Immediately removed and the roadway and roadside shall be left neat and presentable and satisfactory to the Department. 16. All of the work shall be done to the satisfaction of the Department, and all costs incurred by the Department shall be reimbursed by the Utility. 17. The Utility pledges that performance of routine cutting and trimming work will be accomplished In such a manner that the roadside appearance will not be disfigured. When major work is involved or damage to roadside appearance may become significant, the Utility shall secure the approval of the Department in advance of the work. 18. The Utility hereby certifies that the facilities described In this document are In compliance with the Control Zone Guidelines. DOT Forth 224-eon EF � Washington State �I® Department of Transportation Permit/Franchise No. 17391 Applicable provisions are denoted by Special Provisions for Permits and Franchises 1. No work provided for herein shall be performed until the Utility is authorized by the following Department representative: Northwest Region Utilities Engineer 15700 Dayton Avenue North, MS 113 PO Box 330310 Seattle, WA 98133 -9710 For preconstruction conference call: Mike Katzer, Bellevue (425) 822 -4161 at 2. A copy of the permit or franchise must be on the job site, and protected from the elements, at all times during any of the construction authorized by said permit/franchise. rgi 3. In the event any milepost, right of way marker, fence or guard rail is located within the limits of this project and will be disturbed during construction, these items will be carefully removed prior to construction and reset or replaced at the conclusion of construction to the satisfaction of the Department. All signs and traffic control devices must be maintained in operation during construction. lsi 4. Prior to construction, the Utility shall contact the Department's representative (listed under Special Provision Number 1) to ascertain the location of survey control monuments within the project limits. In the event any monuments will be altered, damaged or destroyed by the project, appropriate action will be taken by the Department, prior to construction, to reference or reset the monuments. Any monuments altered, damaged or destroyed by the Utility's operation will be reset or replaced by the Department at the sole expense of the Utility. ® 5. During the construction and /or maintenance of this facility, the Utility shall comply with the Manual on Uniform Traffic Control Devices for Streets and Highways (Federal Highway Administration) and Washington modifications thereto. If determined necessary by the Department, the Utility shall submit a signing and traffic control plan to the Department's representative for approval prior to construction or maintenance operations. No lane closures shall be allowed except as approved by the Department representative. Approvals may cause revision of special provisions, including hours of operation. IR 6. Any changes or modifications to the approved franchise /permit shall be subject to prior review and approval by the Department. The Utility shall notify the Department's representative upon completion of the work under this permit/franchise so that a final inspection can be made and shall immediately furnish to the Regional Utilities Engineer a revised franchise or permit plan of the final location or relocation of its facilities if the original prmit/franchise plans have been revised during the course of construction. SI 7. Prior to the beginning of construction, a preconstruction conference shall be held at which the Department and the Utility and utility's engineer, contractor, and inspector shall be present. l$ 8. Should the Utility choose to perform the work outlined herein with other than its own forces, a representative of the Utility shall be present at all times unless otherwise agreed to by the Department representative. All contact between the Department and the Utility's contractor shall be through the representative of the Utility. Where the Utility chooses to perform the work with its own forces, it may elect to appoint one of its own employees engaged in the construction as its representative. Failure to comply with this provision shall be grounds for restricting any further work by the Utility within the State right of way until said requirement is met. The Utility, at its own expense, shall adequately police and supervise all work on the above described project by itself, its contractor, subcontractor, agent, and others, so as not to endanger or injure any person or property. ❑ 9. The Utility agrees to schedule the work herein referred to and perform said work in such a manner as not to delay the Department's contractor in the performance of his contract. Ls! 10. Work within the right of way shall be restricted to between the hours of 9:00 a.m. and 3:30 p.m. , and no work shall be allowed on the right of way Saturday, Sunday, or holidays, unless authorized by the Department. Any lane closures must be submitted for approval in advance of use. The hours of permitted closure may differ from the above noted hours. 11. If determined necessary by the Department, any or all of the excavated material shall be removed and replaced with suitable material as specified by the Department. 21 12. Wherever deemed necessary by the Washington State Department of Labor and Industries and/or the Department for the safety of the workers and the protection of the highway pavement, the sides of the trench (or excavation) shall be adequately supported to reduce the hazard to workers and prevent any damage by cracks, settlement, etc., to the pavement. No other work in the trench or excavation area will be allowed until this requirement is met. 13. All trenches, boring or jacking pits, etc. shall be backfilled as soon as possible and not left open during non - working hours unless covered with material of sufficient strength to withstand traffic loads or a method of protection approved by the Department. DOT Form 224 -030 EF Revised 3/98 Page 1 Exhibit "A" Revised 3/98 12 14. All slopes, slope treatment, top soil, ditches, pipes, etc., disturbed by this operation shall be restored to their original cross section and condition. All open trenches shall be marked by warning signs, barricades, lights and if necessary, flagmen shall be employed for the purpose of protecting the traveling public. Roadside operations may be specified by the Department's representative. 2 15. Where applicable, markers shall be placed at each right of way line for all crossings and placed every 152.400 meters (500 feet) for longitudinal facilities to include: company name, pipeline or cable identification, telephone number for contact, and the distance from the marker to the facility in meters (feet). Markers shall be placed so as to minimize interference with maintenance operations. Markers shall also be placed at all changes in offset distance from right of way line or centerline of highway. The utility shall install detector tape or cable approximately 300 millimeters (12 inches) above the underground facility. The tape shall conform to the standards of the American Public Works Association Uniform Color Code. 2 16. 2 17. In the event that construction and maintenance of the highway facility within the proximity of the utility installation becomes necessary during the period which the Utility will occupy a portion of the right of way, it is expressly understood that, upon request from the Department's representative, the Utility will promptly identify and locate by suitable field markings any and all of their underground facilities so that the Department or its contractor can be fully apprised at all times of its precise location. 2 18. The shoulders, where disturbed shall be surfaced with crushed surfacing top course 102(4) mm (inch) minimum compacted depth, or as directed by the Department's representative. The surface of the finished shoulder shall slope down from the edge of pavement at the rate of 5% unless otherwise directed. The restored shoulder must not have any strips or sections less than 0.6 meter (2 feet) wide. The restored shoulder shall be surfaced with Class B asphalt or as directed (� 19. Utility facilities or casings for facilities crossing under roadways surfaced with oil, asphalt concrete pavement or cement concrete pavement shall be accomplished by use of appropriate equipment to jack, bore, or auger the facility through the highway grade with a minimum depth of 1.52 meters (5 feet) minimum along any point from the top of facility to the finished road grade and a minimum of 1.07 meters (3.5 feet) depth from bottom of ditch to top of facility. Casing requirements for facilities are denoted by special provision 20. Any allowable open trench construction will be specifically provided for by special provision No. 21, if denoted. ❑ 20. Facilities to be placed within encasement are specified individually or in whole on the attached exhibits. ❑ 21. Open trench construction will be allowed only at those locations identified on the plan exhibits and /or listed on Exhibit(s) , with restoration to be performed as noted on the attached "Open Cut Detail," Exhibit 2 22. The Utility agrees to be responsible for any construction deficiencies as a result of the roadway installation. 2 23. No routine maintenance of this facility will be allowed within the limited access area. ❑ 24. Maintenance of this facility will not be permitted from the shoulders, through traffic roadways, or ramps of SR this facility will be by access from ❑ 25. Construction of this facility will not be permitted from the shoulders, through traffic roadways, or ramps of SR All construction access will be from and all service to ❑ 26. Bond coverage required to ensure proper compliance with all terms and conditions of said permit/franchise will be furnished by a Blanket Surety Bond held by the Department at the Olympia Service Center. ❑ 27. The Utility shall provide to the Department in the amount of $ , a surety bond written by a surety company authorized to do business in the State of Washington or an escrow account with a bank approved by the Department, prior to start of construction, to insure compliance with any and all of the terms and conditions of this permit/franchise. Said bond/account to remain in force for a period ending one year after date of completion of construction, except the Utility shall be required to maintain said bond /account for a period of two years after completion of construction where the installation of the utility facility disturbs the traveled lanes or usable shoulders. ❑ 28. The utility agrees to underground the aboveground facilities covered by this franchise in Scenic Classes 'A" and "B ", as defined on attached Exhibit(s) either at the time of major reconstruction of the facility, for that portion of facility to be reconstructed, or prior to expiration of this franchise. ❑ 29. The Utility agrees to underground the aboveground facilities covered by this franchise in Scenic Classes "A", "AX ", "B ", and /or "BX ", as defined on attached Exhibit(s) , at the time the pole owner undergrounds its facility. The existing aboveground facility may remain or be relocated as aboveground in Scenic Classes "AX" or "BX ", if acceptable to the Department. ❑ 30. The Utility agrees to underground or relocate aboveground the existing aboveground facilities in Scenic Classes "AX" and "BX ", as defined on attached Exhibit(s) , to a location acceptable to the Department either at the time of major reconstruction of the line, for the portion of line to be reconstructed, or prior to the expiration of this franchise. The existing aboveground facilities may remain in their present location if acceptable to the Department. ❑ 31. Neutral conductors associated with circuits of 0 to 22 Kilovolts where the neutral is considered to be 0 - 750 Volts may have a vertical clearance the same as guys and messengers, provided the facility is grounded at each pole at each end of the crossing. The responsibility of the Utility for proper performance, safe conduct, and adequate policing and supervision of the project shall not be lessened or otherwise affected by Department approval of plans, specifications, or work or by the presence at the work site of Department representatives, or by compliance by the Utility with any requests or recommendations made by such representatives. 2 33. All material and workmanship shall conform to the Washington State Department of Transportation Standard Specifications for Road, Bridge and Municipal Construction, current edition, and amendments thereto, and may be subject to inspection by the Department. ❑ 34. Any existing Location I and Location II utility objects will be corrected in accordance with the Control Zone Guidelines. 2 32. ❑ 35. General provision number 18 is hereby superseded and replaced by the following special provision: Any existing Location I and Location II utility objects will be corrected in accordance with the Control Zone Guidelines. 12 36. The Utility is responsible for compliance with all federal, state, and local laws pertaining to the discharge received by the Department under this permit/franchise. DOT Form 224 -030 EF Revised 3/98 Page 2 Exhibit "A" SPECIAL PROVISIONS FOR PERMITS AND FRANCHISES x37. Construction of the retention/detention system, flow restrictor and pollution control device shall be part of the initial construction of this system. x38. Construction of this facility will not be permitted from the through traffic roadways, shoulders or ramps of SR 5. All access during construction shall be from outside the State right of way. x39. The Utility shall be required to maintain traffic at all times, no lanes or ramps shall be allowed closed without written State approval and a State approved traffic control plan. EXHIBIT "A" Page 3 PERMIT 17391 0 c. •L c.) N a) 0 as LL Permit/Franchise No. 17391 Distance and Direction (From nearest reference MP) 400' South Facility Detail Remarks Including Pertinent Topography Info. (Turnouts, Road Approaches, intersections, Cut, Fill, Culvert, Guardrail, etc.) Xing Technique, Control Zone ObJ., Enter -Leave WIN L • .2) Applicant Reference (WO) Number Reference MP SR5 MP154.68 R Wi e L J Description Item to be Installed / Constructed Drainage Connection W 'ate prod long of: ow is ni Field Contact Phone Number 206 - 241 -6241 C O] • Offset Distance Access Control Depth/ Height Applicant Field Contact Person Dan R. Hanson From Pavement Edge From Centerline Highway Scenic Class Q1 J cc X LT MP to MP State Route SR5 x tz cr Lr CO Exhibit "B" Page URBAN: REGIONA=L` • Planning Consultants 1809 7th Avenue Suite 1000 Seattle, WA 98101 206.624.1669 tel 206.626.5324 fax jpreuss @aa.net December 29, 1998 S T Corporation Hong Tan 1200 S. 192nd Street, Suite 300 Seattle, WA 98148 Dear Mr. Tan, RE: Preliminary Traffic Impact 52 "d Avenue South Office Building Prior to submitting our calculations for the mitigation fair share costs which is required by the City of Tukwila, we are outlining below the basic traffic considerations for a traffic study, should one be required. In August 1996, in conjunction with SEPA review a traffic analysis was submitted, which is attached. The underlying intent of this analysis is to determine the impacts of the 22,162 s.f office building onto the intersection of 52nd Avenue S. and 154th S. Street. Trip Generation and Distribution Trip generation was calculated based on rates in the ITE Trip Generation Report, 6th edition, 1997 Land Use Code #750: Office Park. Generation rates per 1,000 s.f are estimated as shown in Table 1 below. Time period Average weekday (AWD) AM Peak Hour PM Peak Hour Table 1. Trip Generation Rate /1,000 s.f. 22.162 x 11.42 22.2 x 1.74 22.2 x 1.50 Trips Trips Total entering exiting 127 127 253 (50 %) (50 %) 35 4 39 (89 %) (11 %) 5 28 33 (14 %) (86 %) The generated trips as indicated in Table 1 represent all site trips by all vehicles for all purposes including employee, customer, service and delivery. CITY OFT TUKWILA DEC 3 1 1998 PERMIT CENTER Deis- o3co Based on characteristics of the existing roadway network (including access to I -405, SR 518 and I -5), existing traffic volume patterns, expected travel times and recent traffic studies in the vicinity distribution of projected trips was estimated. Figure 1 illustrates the existing afternoon peak hour traffic volumes. Figure 2 shows the estimated project generated PM peak traffic volumes and trip distribution. We will keep you informed as we continue our discussion with the City of Tukwila. If you have any questions please give me or Bruce Davidson P.E. a call. e Preuss, A.I.C.P. S. 154th St. ti N O 03 03 CO ti O A ■ N 52nd Ave. S. I , I , I , I 0 M (0 O) CO (O O ti CO 11 87 84 98 Ric 7 Source: URR Manual Counts conducted 12 -9 & 10 -98 urban Figure 1 regional Existing PM Peak Hour Volume (Avg.) research Fifty- Second Avenue South Building o L0 O 00 51st Ave. S. (3) 10% (12) 35-30% S. 151 st St. 52nd Ave. S. * Project Site: Trip Generation PM Pk. - 35 AWDT - 255 AM Pk. -40 (20) 55% S. 154th St. 00% - Estimated distribution * - Rounded to nearest 5 ( ) - Peak hour trips generated by the project Source: Trip Generation based on ITE Trip Generation Report, 6`h ed., 1997 (2nd pr.) urban Figure 2 regional Traffic Analysis: Trip Distribution research Fifty- Second Avenue South Building URBAN REGIONAL RESEARCH Planning Consulting Services August 15, 1996 Dear Hong, Here is the letter which Bruce sent to the City of Tukwila. On separate occasions I met with Joanna Spencer and Robert Tishman of the Tukwila Public Works Department. Robert is responsible for traffic counts. He reported that the city has no traffic counts in the vicinity, and did not require that counts be conducted for the office building just south of Southcenter Parkway adjacent to the 51st Street bridge. Joanna indicated that the Department is only interested in the projected number of trips to be generated by the building. A distribution analysis will not be required because traffic patterns will change once the 51st Street bridge is rebuilt. If they (the City) have any additional questions Bruce or I will get back to you. Sincerely, Suite 1000 1809 Seventh Avenue Seattle, WA 98101 (206) 624-1669 FAX (206) 626 -5324 email 74221.2652 @compuserve.com reuss A.I.C.P. URBAN REGIONAL RESEARCH Planning Consulting Services ST Corporation Hong Tan 1200 South 122nd Street Suite 300 Seattle, WA 98148 August 5, 1996 RE: Traffic Analysis - 52nd Avenue South Office Building: #E96 -0019 Dear Mr. Tan THE PROPOSED ACTION The proposed action is to construct a two story office building 22,162 gross square feet of space. A lower level of parking will accommodate 69 parking spaces. The building use will be general office. Access will be from two driveways off of 52nd Avenue South. EXISTING CONDITIONS The site is located at 15208 52nd Avenue South in Tukwila. There is a vacant single family house on the property. Street System Access to the site is from 52nd Avenue S. which has a 60 foot right of way. Currently 52nd is a two lane facility with approximately 24 feet of pavement. There are sidewalks on both sides of the street. No parking is allowed on either side of the street. Approximately 400 feet south of the site, 52nd Avenue S. intersects with Southcenter Boulevard. Southcenter Boulevard is major 4 lane facility connecting the site with major access points onto SR 5, SR 405, SR 518 and local arterials. No channelization exists at the intersection of 52nd Avenue S. and Southcenter Boulevard. A stop sign controls traffic entering Southcenter Boulevard. Trip Distribution The site is served by numerous access points in all directions of desired travel, including the major State Routes of SR 5, SR 405 and SR 518. Suite 1000 1809 Seventh Avenue Seattle, WA 98101 (206) 624-1669 FAX (206) 626 -5324 email 74227.2652@compuserve.com IMPACTS Trip Generation Vehicular generation was determined by applying the Institute of Transportation Engineers (lTE) Trip Generation Report, 1991, Fifth Edition. The LEE land use code (750) for Office Park facilities was assumed to best fit the proposed use of this office building. The generation rate of 11.5 vehicles per 1000 sf is used in this analysis. This has been applied to the proposed 22,162 sf of gross office space, resulting in 255 Average Weekday Trip Ends. During the afternoon peak hour, it is estimated that 35 vehicles will enter and exit the site. About 5 of these vehicles will enter and 30 will exit the site during the PM peak hour. Trip Distribution The distribution of traffic generated from this proposal appears to be distributed in an equal percentage in all directions. This is due to the various access points serving the proposed site. The employees will have numerous options of travel to and from their place of employment. MITIGATING MEASURES Frontal sidewalks will be provided as required by the City's standards. Source: Pacific Engineering Design Inc. urban regional research Vicinity Map Fifty - Second Avenue South Building no mown wow Interstate 5 a• 1111:11 awn -llun roam � • t INN CQICLt1C MONUMENT scP ', / UN. MIEN WNItl4L nY•H.3] G twig= .hy �iy. �,:L'•p: .: i' ::i. ..ry. . ;. :n..:r. •!;', c •� ��.�'•• �: •.. ;.:r,,;. ..i.. `.:.. .' :':`. ...• %:::.v `::: �:. .... 'l;�.i�. J: i•��'2:�: ::�:� ..' <r.tY733.:siID'.FI. ��:'�rT:C.n om•�S.a�l` y��_ "�.7�:' �:;•:.•:.•::�' •l a�Y!ice %INi NiUNNINP:G• "f.i ^J:C;•,.� ■>NI=Iffi � Q VIII / 52nd Avenue ygouth fl Pa(* Rn4MYY•ronnun I 6i EOCE OF n£NENT CONNECT SEMk STUB /TO DORTN0 SIMER UNE F: Source: Pacific Engineering Design Inc. urban regional research Site Map Fifty - Second Avenue South Building LICII/P1..1 CITY OF TUKWILA - PUBLIC WORKS DEPT. FAX TRANSMITTAL FAX NUMBER: (206) 431-3665 _ TO : .4.141.K1 E DATE: 1 23 ilGi TITLE: FROM: 613 I 14 COMPANY: -DEPAR- TITLE: TMENT: DIVISION: „ AA. IA VA 7C.V...:1Ji•C2--ao:••,•,• • FAX NO. CALLED: 6)24 ' S3z TOTAL NUMBER OF PAGES TRANSMITIED, INCLUDING THIS COVER SHEET: • • • • ••••••*AV SENT BY (INITIALS): RdFror rSTjtkIECT: •••• •■•••■• ••••• ••••••••,, • rns • V t. N. Nye • 1 ASV, •■• • •••••:, . . •:■•• ■Al■AMmilm.■■■•••■•••....... FP COL; COMMENTS/MESSAGE:- S 154 ST Ikao ExecouSiVE •M#PF IC S•rtjAy CouNtirS wet RE PE lagoklv%G.6 F o i x 114-€ 6 I Ave' tO6te° .Sole.104e • CL.. I Po Quesnows esornes.P..- •••,n44. -••e:14•VZ:47,-.••"•••,:P•• ::;••••=i•4•1•14••••• 2•■••• ••,•:•4••••;::: ,;.•;::••■•••••• IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE, CALL: ••.•.}.‘ ••••••••••.■,444.4,: .4...,..,,A4.4.4.2,-5•C'S•04. wt. 24717J.: 4,2 %.1; ,,, p.I.:cg•Ni....M•r,4•1•7}7...g•T To, Vira."MraMil=7.:.W.V."*".....4=ors•=5".". ••%;•••••4:•;;""." s'.W.Z: fi TUKWILA PUBLIC WORKS DEPT, - ,•..z.twenter131Vd, rakwau WA 98188 (208) 4.93-0179 G9/1A/02. • 01,0ITE CODE ; TUKWILA, WA. OLUME : S 156TH STREET E%0 42ND AVE S. TRAFT1COUNT PAGE: 2 FILE: 77K147114 0A2E: 5120191 TIME MONDAY 20 TUESDAY 21 aDNESDAY 22 THUR$DAY 23 FRIDAY :24 SATURDAY 25 SUNDAY-26 ` WEEK AVERAGE BEGIN WO E0 •W8 EE, WO' •E8 .W8 EB . WB .E6: W81 E6 12;00 AM 18 35 65. 38 68. 27 :59. 32 62 35 107 59 85 43 66 39 1:00 13 39 39 21 29 15 27 25 26 21 63. 50 55 52 36 31 2 :00 15 19 27 17 21 14" 11 17 27 14 57 41 57 34 30 22 3:00 15 13 21 16 15 12 14.. 3 23 .9 31 14 29 15 21 11 4 :00 11 24 18 20 19 24 26 31 16 20 19 19 20 7 16 20 5:00 67• 85 48. 92 49 79 43 82 45 77 15 21 16 9 37 63 6 :0: 85 205 75.'`:213 96 206 87 212 91 " 211 28 33 28 26 70 1$7 7:0: 125 265 145 266 136 297 144 257. 135' 275 53 45 30 26 110 203 8 :00 .126 200 178 205 157 174 152 190 148 166 100 96 51 45 130 153 9:00 151. 128 159 160 137 " 48 136 164 169 174 152 139 80 .70 140 140 10:00 189 157. 182 165'' 186 1.4 ..222 154 197: 165. 170 1662 ..115 122 180. 157 11 ;00 246 195 260 182 233 173 237 178 312 206, 228 244 127 172 234 192 12:00 FM 286. 187 260 222 266 186 257 221 344 247 " 261 253 206 165 268 .214 1:00 252 198 264 215 232 202 276 181 269 230 255 203 239 169 255 199 2:00 298 222 302 195 303 "179 296. 212 339 218... 262 224 218 188 288 205 3 ;00 460 233 475. 214 541 235 480 241 . 582 274' ' 269" 210 286 168 444 225 4:00 535 255 520 275 662 270 571 282 652 290 310 202 286 156 575 248 5 :00 •515 292 536 311 591 278 550 274 696' 234. 255 149. . 269 144 491 240 6;00 337. 225 339 251 343: 233 364 253 366 248 248 137 .253. 169 321 216. 266 160 266: .156 295 175 292 185 262 214 185 129 179 116 266 162 0 205 144 246 116 260 143 260 i64 259 164 :63 112. 161 55 222 132 191 131 170 109 236 102 269 114 253 132 1E5. "105 150 11$ 207 115 142 67 143 80 :., 136 58 151 85 175 103 138' . 97 133 80 145. 81 79 58 77 47 93 68 105 47 ;32 88 117 61 100 56 100 60 ,527 4 €22' 3586 5102 3449 5033 3602. 5582 ..3815 :;." 373 825 3175 2268 4564 :3285 COMBINED TOTALS 12;00'AM 1 ;00 • 2;00 3:00 • 4 :00 `;00 0 :00 7 ;00 8:00 9 :00 10:00 11 :03 12 :00 PM 1 :00 • 2:03 3:00 4:00 5 :00 6 :00 7;00 8 :00 5:00 10:00 11:00 53 105 95 ' 91 97. 52 60 44 ' 50 47.. 54 ' 44 35 . 28 41 25 37 27 17 32 35 38 . 43 57 38 132 140 128 .125 ' ' 122 290 291 3G2 299 302 380 414 433 401. 410 328 383 331. 342 314 279 319 285 . 300 343 346 . 347 340. 376 .. 362 441 .442 406 415. 518 471 482 452 478 591 450 479 434 459 499 520 '497' '462 510 557 713 689 776 721 856 790 ..795 932 853 942 807 847. 869 824 930 562 590. . 576 617 '614 436 422 470 477 476 349 362 . 400 424 423 322 . 279 338 393 385 209. 223 192 236 276 . 13? 124 161 152 , 220 107A...$ 6134 8406- . '.8551 166: • 113 98 45 • 38 36'. •61 98 . .196 291. 352` 472 514 458. 486 479. • 512 434 314 •• 275 235 118.. 8635 9397... :6526 1}33.. •07 :91 44 27 25 52 56 96. 150 ... 2,7 393 408 406 654 452 413 422: 295 249`: 255 :213 156 5443• 166 32 100 227 • 313. 263. 280 337 .526• .482 454 493 '669 753 731. • 408'. '322 • 226 160 7845 • __''`F•�.lr f. ',_i•. 'ri.::fiSfa.:ily�'j�.,. ii'': (-may ..yt��v •�''Si�•7r til. ti�H tyv c..i✓'► ;r: �y.f �I� 'a4. �' '�'• ,i:l�:. •�'+"f i •'! M� • K'•i.1^ 1 +ti.` J, ?��i f';i' •4F �`:`�''V•?.:: ', ;‘,•� rl' , •j. • • • >.� .• !, •.. r. f 1 • • • • ,. '.,, ;r• +r- xsn�e� "t , eons deratr.00•ot* the tttnlr o +'qNE ,l .00 ' L'v �p �; col ,!% rvana ?aik, aehnotrlsdgaid., d4i • , ..,1�;{� • hesvby grainti a gall rmli' "eta 4 ijz t'•'! • : to • : i .9.91-11.a. %eh:" 6. '•• •r ante.. is suocossors assigue as •.asswent acid' i'jel'if,eafe•f!O;13eor.eth hotly. nraor alcraaa r • upon and is t1 follovittg d.tcribeaj real preperrk'sitnat. is' ,• - County r Washington, TO -1JZT: i : • :•• •;. • asotnont for sever liTta vithin'the three Foot strip or X,nd i'ffrwdiA'tely !:crth of the Southaboundry. :char of• the ;ro,perty of the 0rs...tar;- ,lea3.'deacrii'tion 't•aict 1 - >?rooke41e usrden Mditlon, 1nr•3 501th(51) et • -arc fheti lads State hie,hwarsy f'tft. SQUth, satstarl. t•,::roxiaaatvly, 190 feet) to :Ironer' 3. rro r't7_ 2, • r�tir • i • • - D- w- N�,•,-'.•, L•.. li't ?'Y'?i•�2�.+:.•a3�i'�'�.'^f F•: ��'•''>p►d'. .,:. t• for the construction. operation, tiaintenQft and /or repair end /or replacerens of a +' itX _ ' 1Lhe'g1ii-- -aad appurtenances %horses. together e�ttt the r g t of naress end ogress to mod, from said easement and rightrof ■uay for all purposes necessary and relsted thereto. l tie eassmsnt is granted with the understanding that the property affected will be returned toe condition aqua/ to its original condition upon t:omplttian of eoneentation. The Grantee also agr.eaa to indemnify and save harn- luse the Granters from any liability arising from Lha tmnseruction contemplated `te re:n, • • • DA= this day of 1•-- 11 , 19 _, ar .11. _ , Weed gran SUIT OF UASHXNGTON) o,uurY or /C.:■1 ) Ca this 3•:YI day of , 19 carom: me FCrs ly a> y ppssr d an 'L1L ►�-.� ���. .aa. novo to be the ndiv duals thiL ass.- eate4 t 1� a&ita ii and foregoing instrument and acknowledged that they signed and =ceded th.,saris as their free and voluntary act auj deed, for thai•uses and purposes • • ...SIPCO, under my hand and official seal the day and year ffrot. above critter.. SnaiGa f94i,1. • if 144 •30A.4. 1.0404 ad CA la TITL! r!!. COD. *01[47 a. MOWS. Garde Author KOT ()sac in ma for th Uae t:en, residin6 st RECEIVED CITY OF TUKWILA DEC 3 .t 1998 0.44.41T An- ' Title Unit: U -06 Phone: (206) 628 -5610 Fax (206) 628 ■9717 Oi eer: DARYL SAVIDIS .iIICAGO TITLE INSURANCE COMP . ! 1800 COLUMBIA CENTER, 701 FIFTH AVENUE SEATTLE, WA 98104 AL.T.A. COMMITMENT SCHEDULE A Order No.: 471849 Your No ST CORPORATION Commitment Effective Date: JANUARY 8, 1997 1. Policy or Polities to be issued: ALTA Owner's Policy Proposed Insured: Policy or Policies to be issued: at 8:00 A.M. Amount: S0.00 Premium: Tax Amount: TO BE DETERMINED ALTA loan Policy Premium; 1992 EXTENDED Tar REORGMgZATION /NON-RESIDENTIAL PRIOR PALACY RATE Proposed Insured: TO HE DISCLOSED Policy or Policies to be issued: Amount: $0.00 ALTA Loan Policy Premium: Tax: Proposed Insured: 2 . The estate or interest is the land which is covered by this Commitment is FEE SIMPLE 3. Title to the estate or interest in the land is at the effective date hereof vested in: ST CORPORATION, A WASHINGTON CORPORATION 4 . The land referred to in this Commitment is described as follows: SEE ATTACHED LEGAL DESCRIPTION EXHIBIT cmrARA'TTTT P.D MTRANCF. CYIMPANN WLTAOOM AI IRLX CHICAGO TITLE INSURANCE COMPANY A.L.T.A. CO SCHEDULE A (Continued) Order No.: 471849 Your■o: ST CORPORATION LEGAL DESCRIPTION EXfIIBPT (Paragraph 4 of Schedules A continuaticm) PARCEL A: TRACTS 1 AND 2, YOUNG'S HALF ACRE TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 16 OF PLATS, PAGE(S) 37, IN RING COUNTY, WASHINCTON; EXCEPT THAT PORTION THEREOF CONDEMNED IN RING COUNTY SUPERIOR COURT CAUSE NUMBER 596633 FOR PRIMARY STATE HIGHWAY NO. 1; TOGETHER WITH THAT PORTION OF VACATED SOUTH 152ND STREET ADJOINING ON THE SOUTH AS VACATED ON DECEMBER 4, 1967 BY CITY OF TUKWILA ORDINANCE NUMBER 502, WHICH ATTACHED THERETO BY OPERATION OF LAW; AND TOGETHER WITH THAT PORTION OF VACATED SOUTH 151ST STREET ADJOINING ON THE NORTH AS VACATED ON NOVEMBER 13, 1985 BY CITY OP TUKWILA ORDINANCE NUMBER 1371 (RECORDED UNDER RECORDING NUMBER 8703190469), WHICH ATTACHED THERETO BY OPERATION OF LAW. PARCEL H: TRACTS 3 AND 4, YOUNG'S HALF ACRE TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 16 OF PLATS, PAGE(S) 37, IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION THEREOF CONDEMNED IN ICING COUNTY SUPERIOR COURT CAUSE BUMBER 594284 FOR PRIMARY STATE HIGHWAY NO. 1; TOGETHER WITH THAT PORTION OF VACATED SOUTH 152ND STREET ADJOINING ON THE SOUTH AS VACATED ON DECEMBER 4, 1967 BY CITY OF TUKWILA ORDINANCE NUMBER 502, WHICH ATTACHED TtRETO BY OPERATION OF LAW; AND TOGETHER WITH THAT PORTION OF VACATED SOUTH 151ST STREET ADJOINING ON THE NORTH AS VACATED ON NOVEMBER 13, 1985 BY CITY OF TUKWILA ORDINANCE NUMBER 1371 (RECORDED UNDER RECORDING NUMBER 8703190469), WHICH ATTACHED THERETO BY OPERATION OP LAW. r CHICAGO TITLE INSURANCE COMPANY IV! TArsAARitt.1tae/ ac ,ent by: SIDER & BYERS ASSOCIATES, INC. 2062851045; 1994 ash'n • on State iivelop Sllci nary: t ®e• Waznu4osn Saxe NoMO atensal Energy Cede Compliance 12/04/98 1 1 : 08AM; J e t f a x #173; Page 1 / 1 •= E er. C..e •Climate - Zone . an Fo project info 'ApplicantAddrttss: PrrlectAddress 52. ' AVENUt 'Soul N '" All other ' 6/.16140 . TuK\1 t'A j.„_+r..tik Glazing Area Calculation role: below grade twits may be included in the Gras Extena Woo Area M they ate Insulated to me revel qu ree for opaque welts. ro For Melding Qepartrrtartt use: Gross Exterior divbed by waif Area times 100 egatels Applicant Name. ROLE + R.E_ u S5 ASsocIA ?ES - �/ 1 & l�oq AVCNU Si (_00 s 7T(E' Applicant Phone: _ 6I �' 1%(91 Coxscret a50TR'jr Option Compliance Option Prescriptive Cj Component Performance (See Decision Flowchart (Duet) for qualifications) Q ENV$TD- Q Sytiteme Analysis S • ace Heat T A • e Ca Electric resistance '" All other (see over for definitions) Roofs over Attic Glazing Area Calculation role: below grade twits may be included in the Gras Extena Woo Area M they ate Insulated to me revel qu ree for opaque welts. ro Total Grazing Area Omer co ng) & avethd) Gross Exterior divbed by waif Area times 100 egatels % R - �/ 1 & �I , 1 t `7' X 100 = 3 1 . 5 /0 Coxscret a50TR'jr Option Q Check here i WA) this option and if project meets all requirements for Me Conormtol ieeanry Option. Salt Precision Flowchart (over) roe queryicaflane. Enter requirements toe sash qualifying man* in the table below. Envelope Requirements (enter values as applicaale) Fully heafircilcookide CODE,_ i 8Ah4tED Minimum Insva�tres Roofs over Attic R - 3 0 ' -10 All Outer Roofs Opaque Walls V-- II -1 I adlaw Grp Willa -. Floors Over Unccnditmned Space 2 -I1 I - - 19 slathe.nn.Grade — Radiant Floors Maximum (1-taciar3 Opaque Doors 0 . tz,O D . 6 0 Venimo Guatna 0.50 o • 48 ovoneed Gtazog 1, 2.5 1, 2 5 Maximum SHGC (or SC) venica,rovsrmoad Glazing IQ • 4 5 0,45 Somi4reated Minimum insulation R- values Roofs Over Semi - Fleeted Spaces' 'Refer to Section 1310 for qualifications and requirements Notes: ;. . Concrcte/Mationry Wall Requireenen 4 In • • ,r.., , on interior - mivdmum U- factor is 0.19 Instil •. on taodarfur or integral - masinium U- factor * 25 If pro - qualifies for Commit/Masonry option, II le with HC a • .0 EtturR••'F balm (other walls must Opaque Wa .qulreMents). Use demmti : ! . , velum from Table 0 - • in rho Code. Well Description (including insulation • .: lue S position ti- stmt' ECEIVED CITY OF TUKWI \ \\ DEC 1 1998 PERMIT CENTER DC113 • 0300 (N—Gl� im vim. December 29, 1998 Kyle A. Wong, Plan Review Engineer Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Wa. 98204 RE: 52nd Avenue South Office Bldg. (D98 -0300) 15208 52nd Ave. So. Dear Mr. Wong, Attached are revised construction documents for the above referenced project. We have made corrections to the drawings in accordance with your Correction Notice dated October 2, 1998. Specifically the correction and/or comments are as follows: 1. S 1, Inspection, has been revised to indicate the welding of reinforcing steel. 2. Si, Reinforcing Steel, the 10" wall reinforcing indicates #4 c 16" EF (each face). The each face implies a double curtain which does comply with the minimum reinforcing requirements of UBC 1914.3.3. No revision necessary. 3. S 1, Sawn Lumber, the Beam & Post Fc allowable compression stress has been revised to indicate 1000 psi. 4. Response by others. 5. I have reviewed the plans and believe I have clarified the incomplete beam and column information 6. 11/S7 the footing width has been revised to indicate 4' -0 ". 7. 11/S7 indicates #4 i 10 EF which equals 0.48 sq in per foot which is excess of the 0.38 sq in. required. No revision necessary. 8. It is my understanding that the UBC Appendix 1641 has not been adopted by the City of Tukwilla. And therefore this correction is not applicable. However, I have attached a calculation of the snow drift for your information. I believe Snow Drifting is not a governing load case at this location. 9a, 9b, & 9c. Calculation for the identified drag beams /drag struts are attached. 10a, & 10b. Calculations for the identified beams /drag struts are attached. 11. S4, The W2 lx beam designation (B2 -20) has been revised to a W24x 55. See the attached calculation. 12. S4, The W16x beam designation_ D2 -32 has been revised to a W 12x19. See the attached calculation. Structural and Civil Engineers C E E I V E FEB 10 1999 REID MIDDLETON 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4512 Fax: 285 -0618 cteng @nwlink.com REVD CITY OFT UEKWILA DEC 3 1JJ8 PE IT CENTS Page 2 December 29, 1998 13. S4, The W16x beam designation (B2 -33) has been revised to a W 18x35. See the attached calculation. 14 S3, The missing beam designation (B1 -41) has been indicated. 15a. S2, The beam calculation, B1 -8, has been revised. See the attached calculation. 15b. S2, The beam designation (B 1 -10) has been revised to W2 1x44. See the attached calculation. 15c. S2, The beam designation (B1 -19) has been revised to W24x55. See the attached calculation. 15d. S2, The beam designation (B1 -20) has been revised to W24x55. See the attached calculation 16. The identified beams are part of moment resisting frames. See the previously submitted lateral calculations for Frame P. 17. Beam B 1 -34 has been deleted and a column added in its place. 18. Beam B1 -40 has been deleted. See the attached partial framing plan over the crawl space and calculations. 19. A calculation for B1 -38 is attached 20a. Calculations are attached for details 1 & 2 /S6. 20b. I have design the connections per UBC 2213.6 item 2 and therefore the panel zone requirements of UBC 2213.7.2 is not applicable. See 20a. above. 21a. Attached are calculations indicating the diaphragm unit shears complying with the diaphragm connection restrictions. 2 lb. Attached are calculations indicating the required diaphragm chords and drag struts forces considering independent movement. The entire exterior of the building is ringed with steel beams (diaphragm chords). Page 3. December 29, 1998 22. Attached are calculations for wall 12.8. I believe that this resolves all of your concerns which are necessary to complete the structural plan review. If you have any further questions, please call. Sincerely Yours, CT Engineering • ,, , , /pi?, i Peter J. Hart, Jr: Structural Enjineer cc: R. Preuss Oct. 08 98 01:07p 1 GEOTECI -1 CONSULTANTS, INC. MEMORANDUM TO COMPANY ADDRESS SUBJECT kl.....�0.h.G t-kf_s -. s-r l9 ?t,r4 S {rc J rtk1 LJ 2. 1.42251747 -8561. p.1 1 ?'25( tiE 20t1::3t:cct Suit:: 16 Bel1evuc. WA 9$O05 206.7.17 -5615 FAX 747.3561 Sari PrAP -- 1497 U t3C P.O. Box 2054 T,ctorn.,. W.\ %-1(11 206- 627 -5990 FAX 627 -_11-: JN 5 z 7 PAGE ___L of DATE .,7-441c 2 J/ 9P FAX PHONE ,57..c) A ve, �Hrl, pFJ cd° ❑14; 16,1% Tukwila, TLe- ;I to f-pr t'hP. 5+a jE L ;t Pe _ Z_k�� G7P'gme-e -/ gCateeLjnkje_ .k_ tef 4.1rf� t�P� ���,Gret1 gr 5-4117 1.44°. (1.ei ►oh 4 . 5 e t.. • • 01 Itkr .C_?d6) A Zh' 3ZHt.4x1 C T E.'.N.G I: N'E- E -:R'I :N.G. Project: Date' /o -l3- -q1? // Y 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Client: Page Number• (206) 285.0618 /� rt/ r 6)it ldvGt:� )`'+'y �.l)4 y /UJd Go0. ✓ tCLe.y�J Y+ 3 40.? //io S .4/ ri, /. vg G /Gg ¢, S Sz ._ ___. eG wo•.. 4 4 o 4 l /.y P, ti 7• t Pp 2 9 6 , 1-9 46-4,4 -/G -4. Ae l b 7-;-6.-C. A -46-d .56 �G( rr CZe.y. 1,7.5 > ,,i „6,l/.g?f o. C¢) /4.6_-6r;3”) 3s.: t/.71.. • / 27• (/ w. 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I NE E R I N G Project: Client: Date. io/ iii /7 6 /I/ Page Number: 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: (206) 285-0618 )4 SO ? to are, t-2.0 rto) 23001�� %� 7� 6 6C. I :d C.C4...; e /9,1, 3� 0 i7 • y z 2G, /7S 3o u) �. `y�: �c/Z7 • /1.3 V /0 3 G i• 11) "- L . o vsr x SS'• Structural and Civil Engineers C T R 1 N. G Project: Date' Client: Page Number: // 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (106) 285 -0618 Structural and Civil Engineers S L S 7. to ■-t 3 M // Project: Date' /O — / 4.. 9 y. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 Client: Pa a Number //L FAX: g (206)_85.0618 I .f ¢, /9ed rF -. f So) t 3 S -o / S , � / re- 2r 20 /s 1 /7, l Zoe s (�7 Z' z 7�, 7 �� o S 2. 3G * 3 S(201S) 3- ����i� -� /30,4 - - - -- z .r r 36 a k Y I' /7, aJiQC. SL S7.G O ) +tit 'Si 0 '7 e 3g-4- / -o`) r Gtrz. . (2070- a4.- -Z 43D god)/. /1 L 3�_.�'3) Z / 9. 2 3 7, S' -At f/ 3 36 %S r / �2.vnr 3. • S(3vo) ia. 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Client: Date. /s/qr Page Number. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285.0618 V2-71) x/16 - 7 fj Ca 0 are-sr"- ItfTC 7 -7 -7 Sys •`z-7 Leo o wiiv G A • ti z )73.( y) 4,, a yoo tt/. c Ld21, > >..3 �SyJ z ?Goa 1u9iz•!N- 5orrrhi- z / 1 1 , , c /v � �/• �O%LGC F S , r sr .0e-y2/ Lr .0A Sisn.v & 1 Ghyo /cern: Structural and Civil Engineers E N• -G• I:N:E. E; • Pro(ect: Date. iokt A Client: Page Number 3! 3 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: (206) 285.0618 2rZ-n, tin; 2r 6. Oers ?) e. 3trS< (So) GHvno 3 E- C (5g))" ! r^✓"26of - $ o ti N 7 --� - -30S- /, N621-74 60 ✓;7-r N ''..::: Cl/04.0 G< 6::(So) z ey • 7.7� sa c 31-5 7 O, 0.6,2 / v v t I, 4 1 V GAG -� •,` Bo' 2406"' Go- C. Gv LS 6 P22-,/1 �Z 470/3 -4 ter`" o;= /Le, t y /7 #v 6, pt6r /e— / <41-1-7 Structural and Civil Engineers C T E: N. 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Page Number: J S 180 Nickerson S, Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: r06) 285-0618 S■11� u, L I . 4 / #. l - it % .' t' /0 41/6e- X' ><- /3 5. 5 '. ✓s z "G.34 7 G o3 •L ,,� /03.7 /,.)-9. G. a 34..414 3 ,� 3 ��3; i) iz - X 3 3.3• ..L /oy k. /of Cr. (") r % d. (G) (6 6 4) 9vgFr .8- (iy) 'y (dr (G,)C•CS) (GG.9) 4G, Structural and Civil Engineers /..a -16'3 I° C T E N G I N E E R, l N �. P L L C • Project: Client: Date' Page `umber: S. 180 NIckerson St Suite 302 Seattle, WA 98109 1206) 285.4512 FAX: 1'06)285.0618 16c 6K_( l v vac 9>/.6.6.9. 1, f%• D./ 4c1 TG /D.i..s D. 1 /G ) (G R ii` / Z G , a•1c.'' b >2.1, .49vvyr da-y Zvt-c Dpi 7-P J 7 r e GG Structural and Civil Engineers CT Engineering 180 Nickerson -St. Suite 302 Seattle, WA 981d9 Page: `' S CONCRETE SHEAR WALL DESIGN TUKWILA OFFICE BLDG TUKWILA OFFICE BLDG GENERAL DATA LATERAL LOADS VERTICAL LOADS Total Wall Height = 36.00 ft Short Tern Only Short Load Location Concrete Weight = 150.00 pcf Load Height Dead Live Tern Vertical Horiz Live not acting with Short Tern Overburden Wt. = 520.0 psf 10.40k 36.00 ft 41 10.0k 4.5k 24.0 ft 0.0 ft ZICp -or- ZIC /Rw = 0.00 27.40k 24.00 ft #2 10.0k 9.0k 12.0 ft 0.0 ft Seismic Zone = 3 4.10k 12.00 ft #3 10.0k 9.0k 0.0 ft 0.0 ft Min Wall As:bending = 0.0000 #4 6.0k 24.0 ft 8.0 ft #5 6.0k 12.0 ft 8.O ft #6 6.0k 0.O ft 8.Oft #7 48 49 410 WALL DESIGN TABLE - Wall Section Data - Bottom of Wall Highest Wall Section Analysis Height 0.00 ft 12.00 ft 24.00 ft 0.00 ft 0.00 ft Wall Offset (datun) 0.00 ft 0.00 ft 0.00 ft 0.00 ft Wall Length 8.00 ft 8.00 ft 8.00 ft 0.00 ft 0.00 ft Wall Thickness 8.00 in 8.00 in 8.00 in 0.00 in 0.00 in f'c: Concrete 3000 psi 3000 psi 3000 psi 3000 psi 3000 psi Fy: Reinforcing 60000 psi 60000 psi 60000 psi 60000 psi 60000 psi - Shear & Overturning - Vs : Story Shear 41.90k 37.80k 10.40k 0.00k • 0.00k Ms: Story Overturning Monents Lateral Acting Right....: 1049 k -ft 562 k -ft 125 k -ft 0 k -ft 0 k -ft Lateral Acting Let....: 1049 k -ft -594 k -ft -125 k -ft 0 k -ft 0 k -ft Uplift Left End of Wall : 94 k 44k 5k 0 k 0 k Uplift @ Rt End of Wall 0 k 40k 1 k 0 k Ok Shear Analysis Effective Depth = .8 *L 6.40 ft 6.40 ft 6.40 ft 0.00 ft 0.00 ft Vu =Vs * Load Factor(s) 58.66k 52.92k 14.56k 0.00k 0.00k Vu : Applied 95.48 psi 86.13 psi 23.70 psi 0.00 psi 0.00 psi Nu : Axial 85.1k 49.3k 13.4k 0.0k 0.0k Mu : Moment 1558.5k-ft 832.2k-ft 174.7k-ft 0.0k-ft 0.0k-ft Vc *.85 (11.1014.3) 55.2 psi 75.1 psi 89.1 psi 0.0 psi 0.0 psi Vn:Max =10 f'c ^.2 .85 328.6 psi 328.6 psi 328.6 psi 0.0 psi 0.0 psi Code Min Horiz As:Horiz % : 0.0025 0.0025 0.0020 0.0000 0.0000 .... Horiz Area 0.240 in2 0.240 in2 0.192 in2 0.000 in2 0.000 in2 ...Max. Spacing 18.00 in 18.00 in 18.00 in 0.00 in 0.00 in Code Min Vert As:Vert % 0.0025 0.0025 0.0012 0.0000 0.0000 ....Vertical Area 0.240 in2 0.240 in2 0.115 in2 0.000 in2 0.000 in2 ...Max. Vertical Spacing : 18.00 in 18.00 in 18.00 in 0.00 in 0.00 in Governing ACI Equation 9 -2 9-2 9 -2 9 -2 9 -2 Bending Analysis Ru= Mu /(thick *d^2*Phi) 440.4 psi 235.1 psi 49.4 psi 0.0 psi 0.0 psi n = Fy /f'c /Beta 23.53 23.53 23.53 0.00 0.00 As Req'd Each End 4.99 in2 2.53 in2 0.68 in2 0.00 in2 0.00 in2 Governing ACI Equation 9 -2 9 -2 9 -2 9-2 9 -2 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 * • CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 981d9 CONCRETE SHEAR WALL DESIGN TUKWILA OFFICE BLDG TUKWILA OFFICE BLDG Page: s �S ( continued) FOOTING DATA Ftg. Projection Left = Wall Length @ Base Ftg. Projection Right = Total Footing Length = f'c Fy Footing Width Footing Thickness = Rebar Cover Kern Distance = ACI Load Factors ACI 9 -1 & 9 -2 DL = ACI 9 -1 & 9 -2 LL = ACI 9 -1 & 9 -2 ST = Seismic = ST = ACI 9 -2 Group Factor = ACI 9 -3 Dead Load Fact = ACI 9 -3 Short Tern = UBC 1912.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 8.00 ft 8.00 ft 8.00 ft 24.00 ft 3000 psi 60000 psi 8.00 ft 30 in 3.50 in 4.00 ft 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 Total Vertical Loads Overturning Moments... No Lateral or Short Tern = -138.0 k-ft Loads Applied To Left =- 1217.9 k -ft Loads Applied To Right = 1153.9 k -ft Resultant Ecc. From Footing Centerline.... No Lateral or Short Tern = -0.51 ft Loads Applied To Left = -4.54 ft Loads Applied To Right = 4.30 ft Soil Pressures... Static Soil Press. @ Left = 1577 psf Static Soil Press. @ Right = 1218 psf Soil Pressures w/ Short Tern Load Applied To Left @ Left Side of Footing = 2997 psf @ Right Side of Footing = 0 psf Soil Pressures w/ Short Tern Load Applied To Right @ Left Side of Footing = 0 psf Right Side of Footing = 2904 psf OVERTURNING STABILITY Overturning Resisting Lateral Loads Applied to Left = 1185.9 k -ft 2902.4 k -ft Lateral Loads Applied to Right= 1185.9 k -ft 2998.4 k -ft ONE WAY SHEAR CHECK Max. Vu /.85 WALL & now STABILITY SUMMARY Service Loads ACI 9 -1 = 268.4k 382.5k -220.2 k -ft -0.58 ft 2279 psf 1705 psf Governing ACI Equation 9 -3 @ Left End of Footing = 81.97 psi 9 -3 @ Right End of Footing= 72.98 psi BENDING DESIGN Min. As % = 0.0014 ACI 9 -2 & 9 -3 375.7k - 1853.5 k -ft 1467.1 k-ft -4.93 ft 3.90 ft 4431 psf 47 psf 0 psf 3867 psf Mu /Phi:Actual Ru ACI Eq. 9 -3 @ Left Edge of Footing 9 -3 @ Right Edge of looting Ratio 2.45 2.53 2 *f'c ^.5 109.54 psi 109.54 psi % As Req'd 991.6k-ft 196.1 psi 0.0034 881.3k-ft 174.3 psi 0.0033 Total As:Req'd 8.66 in2 8.48 in2 V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 Oct 08 88 01:07p GEOMCI-1 CONSULTANTS. INC. MEMORANDUM TO COMPANY ADDRESS SUBJECT , • (425)747-8561 1?256 NE 20th 3tv.xt Suite: 16 Belk:v.1g% WA 93(l05 206.747-5618 FAX 747-8561 C_A ".71I /4? 7he) 5h-e,e-A2. cetele. 9931618. A tile,41 $.17 PrAnle 147,7 1.48C P P.O. nox 2054 Tnorna. WA 914401 206-627-5990 FAX 627•2H4 2A7 PAGE J of DATE FAX PHONE S A ve_,. OE.CR.4. Sp.;) r,ji r ; 6:3 _ire- 4t4r rerri p r kit° C;Ae_ZI,n,k cc: CT jri liArk L2_06 11.Sc- 061a (..FAX) Assae. /244 ) C T E N I.N EE R I.N. RETAINING WALL STRUCTURAL CALCULATIONS FOR 52 nd AVENUE SOUTH BUILDING 15208 52nd Ave. So. TUKWILA, WA. Client: ST Corporation 1200 So. 192nd St., Suite 300 Seattle, Wa. 98148 Architect: Rolf Preuss Associates 1809 7th Avenue, Suite 1000 Seattle, Wa. 98101 Structural and Civil Engineers E 11 V m FEB to ass J REID MIDDLETON 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 ' FAX: (206) 285 -0618 RECEIVED CITY OF TUKWILA DEC 311998 PERMIT CENTER f9,O3co • 2- 77.0''\�•76.9•' • • • .4) S. ,t 1 c • t�• 7.x.3• t ,. •a.r . • d V ear • fi F• • • 1r • • • ' N ° 8.46 - . —...1� J• sAMY.,R.Y .. PER krN 585" ND RFBAR - c:i... • --7 i iliM 79.2F3 iF:_rFr. i•,c> ( ' CANTILEVER RETAINING WALL SCHEDULE CONC. 14 A DIMENSIONS REINFORCING SIZES C 5 C 0 vEIRT. 5.4.1 IA TYPE 'A vEplitT. 5.4./e4 TYPE -V )4coct_ 5AM , Tyre •C• PITcL 5.AA5 TYPE tr F BAAS TG. rrre "a• L _ FT& 5A015 TYPE is• CGUELS - .....- ,---w-- . — ..------- ,---"--- . ---- ..----- ...-... .. Dets-A434. (2) "3 LAP 3'-e' • TYPE 'C' BAR .1‘ 2'. WEEP 1-10LES AT O.C. OfL DEPTH i ON TOE • -11-00 TYPE 5AR BASE ra-TD HOCK rrPE,'F". BAR g/.11/11. TYPE 'A' BARS TO TOP CF WALL 1' 0' SOIL COVER ),e0 2'. CLR. (TYR) r,4442-44.91‘• 1' 0' FREE DRAINNG GRANULAR FILL TYPE IS' BARS TO H/2 --,/ • ,e-z —IDGIVEL-43-SAIIE-ST2t ef'AC1143.A.9-:PrPE-A743-002j 6'4; DRAIN TILE: /V) /,) 4Y I to ....V 2 C. • BASE TYPE 'E' BAR • -41/ Of-) 4,4 i&t/ CANTILEVER RETAINING WALL W/ SCHEDULE "9 SCALE: 3/4' I' (4' 7 CT .E:. t.GI:N.EERI:NG PLLC n Structural & Civil Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 208.285.4512 (V) 208.285.0818 (F) cteng•nwlink.com SCHED8 ..1 0 (ll- t . DUI w g a a A A 1 _7 nth ( g a ; ) .14" ;1 1- a ■ t a� it RCII (qU p kl z ) III J It At A • 4 rAil tA4 ,� t Q) .11 A ^) `C rJ V n 0 .? n N LLI 0 ' A .1 N ,\ M 4 -.. m A` IMI Z 0 Q : - -• z a- \I ‘9 ,V1 11 w■ n Structural & Civil Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 208.285.4512 (V) 208.285.0818 (F) cteng•nwlink.com SCHED8 CT Engineering 180 Nickerson St Suite 302 Seattle, WA 9810 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg NALL & FOOTING DATA Retained Height Wall Ht. above Soil Toe Width Heel Width Total Footing Width Footing Thickness Key Depth Key Width Toe to Key Dist. SLIDING CHECK = 4.50 ft • 0.50 ft = 0.50 ft = 2.25 ft = 2.75 ft = 14.00 in • 0.00 in 0.00 in 0.00 ft Ftg /Soil Friction = Soil to Neglect = Lateral Pressure - Passive Pressure - Friction = Add'l Force Required = SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding 0.40 0.00 in 562/ 417/ 437 # 0.0 # 750.8 psf 43.7 psf 3000 psf 4.89 in 0.00 psi -3.06 psi 93.11 psi 2.02 :1 1.52 :1 VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = Active Lateral = Max Press. _ Slope Press. = Backfill Slope = Passive Press. _ Soil Density = Soil Ht over Toe = Origin of Force... Active Soil Press. _ Soil over Heel Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge Over Heel Surcharge over Toe = Axial Load on Wall Load @ Pro). Wall Averaged Sten Wts. _ Added Lateral Load Footing Weight = Key Weight Vertical Component of Active Pressure LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load Dist to Load Start = Dist to Load End = ADJACENT FOOTING 0.00 psf 0.00 plf 0.00 ft 0.00 ft 3000 psf Vertical Load = 0.0 # 35.0 pcf Load Eccentricity = 0.00 in 0.0 pcf Footing Width = 0.00 ft 0.0 pcf Ftg. CL to Wall = 0.00 ft 0.0 :1 Vert. Position of Ftg. 300.0 pcf ...Above /Below:[ + / -j = 0.0 ft 130.0 pcf Spread Footing ? Ho 6.00 in FOOTING DESIGN Soil Press. Mult. Toe Heel f'c By ACI Eq 9-1 = 1051 61 psf Fir Mu- Upward = 124 232 ft -I Min. As Percent Mu- Downward = 42 1068 ft-1 Omit SP Under Heel Mu-Design = 82 -836 ft-/ Toe One -Way Shear: # 4 @ 13.61 Actual = 0.0 3.1 psi # 5 @ 21.09 Allowable = 93.1 93.1 psi # 6 @ 29.93 Cover over Rebar = 3.50 2.50 in # 7 @ 40.82 'd' = 10.50 11.50 in 1 8 @ 48.00 Ru = Mu /bdA2 = 0.8 7.0 psi # 9 @ 48.00 SUMMARY OF FORCES & MOMENTS Overturning Aoments ft ft -# I 3000 psi • 60000 psi • 0.0014 ? No Heel 12.42 in o/c 19.25 in o/c 27.33 in o/c 37.27 in o/c 48.00 in o/c 48.00 in o/c Resisting )foments ft ft-1 561.9 1.89 0 0 -48.6 0.56 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0 0 0 0 Totals = 513.3 # Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Renoved) 1061.5 0 -27.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 0 828.8 32.5 0.0 0.0 0.0 0.0 0.0 0 -250.0 0 481.2 0.0 0 2.04 0.25 0.00 0.00 0.00 0.00 0.00 0 1.08 0 1.38 0.00 0 1692.0 8.1 0.0 0.0 0.0 0.0 0.0 0 -270.8 0 661.7 0.0 0.0 0.00 0.0 1034.4 f t-# 1092.5 # 1092.5/ 2091.0 ft -# 2091.0 ft-1 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ( continued) STEM SUMMARY Top Stem: From 0.00 ft to Top of Wall 8.00in Concrete w/ i 5 @ 16.00in, d= 6.1 ins f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.Oin Mu = 902.4 <= Mn = 6234.5ft -I Vu = 6.36 <= Vn = 93.11psi Interaction Value = 0.145 Second Stem From 2.00ft to 0.00ft 10.00in Concrete w/ 16 @ 10.00in, d= 7.6 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 154.9 <= Mn = 16883.4ft -I Vu = 1.13 <= Vn = 93.11psi Interaction Value = 0.009 Third Stew From 4.00ft to 2.00ft 10.00in Concrete w/ 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 1.2 <= Mn = 8327.0ft-# Vu = 0.00 <= Vn = 93.11psi Interaction Value = 0.000 . z ^� 11...14. •518'Hor1 10" CONC. s 6 4b 10" Vert 4 Edge "SEe18^Horiz 10" CONC. +' 50 16"VerteEdge . 4'5018'Hor1z in Fourth Stem From 6.00ft to 4.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.0in Mu = 0.0 <= Mn = 8327.0f0 Vu = 0.00 <= Vn = 93.11psi Interaction Value = 0.000 erg TOE (bot) : ° 5 " o.c. I 16^ V. 8' 0 4HORIZ. AS SHOWN V4.4D (c) 1983 -96 EMERCALC CT Engineering, KW0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height = 6.50 ft Wall Ht. above Soil = 0.50 ft Toe Width = 1.00 ft Heel Width = 3.50 ft Total Footing Width = 4.50 ft Footing Thickness = 14.00 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ft9 /Soil Friction Soil to Neglect Lateral Pressure = - Passive Pressure = - Friction Add'], Force Required SUMMARY Pressure @ Toe • Pressure @ Heel = Allowable Press. Ecc. of resultant = Max. Shear @ Toe Max. Shear @ Heel = Allow. Ftg Shear Factors of Safety: Overturning. Sliding 0.40 0.00 in 1029 ft 417 ft 1222 ft 0.0 ft 876.6 psf 481.6 psf 3000 psf 2.62 in 0.88 psi -8.03 psi 93.11 psi 3.39 :1 1.59 :1 Origin of Force... VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ..Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start = Dist to Load End = ADJACENT FOOTING 0.00 psf 0.00 plf 0.00 ft 0.00 ft Vertical Load = 0.0 ft Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below:[ + / -] = 0.0 ft Spread Footing ? No Soil Press. Mult. By ACI Eq 9-1 = Mu- Upward Mu- Downward Mu- Design One -Way Shear: Actual Allowable = Cover over Rebar = 'd' Ru = Mu /bd ^2 = SUMMARY OF FORCES Toe Heel f'c 1227 674 psf Fy 593 2786 ft -ft Min. As Percent 168 5077 ft -ft Onit SP Under Heel 425 -2292 ft-ft Toe 13.61 0.9 8.0 psi 93.1 93.1 psi 3.50 2.50 in 10.50 11.50 in 4.3 19.3 psi & MOMENTS Overturning Moments ft ft -4 ft 4@ ft 6@ i 8@ ft 9@ 21.09 29.93 40.82 48.00 48.00 - 3000 psi • 60000 psi • 0.0014 ? No Heel 37.27 48.00 48.00 in o/c in o/c in o/c in o/c in o/c in o/c ft Resisting Moments ft ft -ft Active Soil Press. = 1028.6 2.56 Soil over Heel = 0 0 Soil over Toe = -48.6 0.56 Sloped Soil @ Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = 0 0 Load @ Proj. Wall = 0.0 0.00 Averaged Sten Wts. = 0 0 Added Lateral Load = 0.0 0.00 Footing Weight = 0 0 Key Weight = 0 0 Vertical Conponent of Active Pressure 0 0 Totals • 980.0 ft Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 2628.7 0 -27.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 2253.3 65.0 0.0 0.0 0.0 0.0 0.0 0 -50.0 0 787.5 0.0 0 0.0 2601.7 ft -ft 3055.8 ft 3055.8 ft 0 3.17 0.50 0.00 0.00 0.00 0.00 0.00 0 2.58 0 2.25 0.00 0.00 0 7135.6 32.5 0.0 0.0 0.0 0.0 0.0 0 -129.2 0 1771.9 0.0 0.0 8810.8 ft -ft 8810.8 ft -ft (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 print. Suite 302 A. 98109 LE ALL DESIGN LEVERED RETAINING W a office Bldg :ontinUedl CRY Wall 6.1 SO 0.00 ft to Top Wall ?ton W 4 5 @ 16.00in, n Concrete 60000.OPsi 12,0in 3000.0psi, FY= Bar ?abed= 10.. CpNC 10• Ytrt ° Ed9e Wt.= 1 <= Mn = 6234.5ft -f :5 a. cost. iz 2722•l <_ VD = 93.11psi ° acti Value = 0.431 10- CONC. Vert Edge enaction t to O.00ft 5 Hor1z 1,6 in, 0 18 ,�E4f6 @10•. end Step ?rot OOin, d° .00 3000 Concrete fl= I 60000 Ebbed= ed= t2.0i' all ��t• =025 �Mnf'16883.4ft- - °.c. HEEL (top): s 5 1u • 903.1 <=Vn = 93.33psi e Vu = 4.86 << Value = 0.054 TOE (bo1� �'� 5 S SHOWN Interaction 2.00ft a HpRIZ A ltd 30 .0psi, 4w = 6000 16 siOin, d- 8.1' in ` OOin Concrete 60000 ESP 12,pin 3000.0 psi, f 1 c- wt 125.00psf , ata ,E bed Wall <= Mn - V i 00 <= VD 9 p .019si Interaction Value - 4.00ft d= 8.1 in th Step ?ton 6.00f5 t 16,.0in, Fo i c= 3 Concrete FY= 60000.08 ed= 6,01 n Wall Vt.= 125.00psf, Bar B Wall Wt• <= Mn - 8327.0ft-1 Vh = \= 1.2 < =Vn =93.11psi u 0.00 Value = 0.000 Interaction in!e 8 eCONC. to ��e. -5 a 18 Hori ve.M) (c) 1983 -96 BBBRCALC Iii- _ Y tt V- 3" • r • C Engineering, KV0602397 CT Engineerin 180 Nickerson -St., Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING DATA Retained Height = 8.50 ft Wall Ht. above Soil = 0.50 ft Toe Width = 1.17 ft Heel Width = 4.34 ft Total Footing Width = 5.51 ft Footing Thickness = 15.00 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction = Soil to Neglect = Lateral Pressure = - Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure @ Toe = Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning = Sliding 0.40 0.00 in 1664 1 4591 2187 1 0.0 1 1424.9 psf 559.9 psf 3000 psf 4.80 in 2.48 psi -12.92 psi 93.11 psi 3.40 :1 1.59 :1 Origin of Force... VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe - 0.0 psf Surcharge over Heel - 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral - 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope 0.0 :1 Passive Press. - 300.0 pcf Soil Density - 130.0 pcf Soil Ht over Toe 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End = 0.00 psf = 0.00 plf = 0.00 ft = 0.00 ft ADJACENT FOOTING Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ..Above /Below:[ + / -) = 0.0 ft Spread Footing ? No Soil Press. Mult. By ACI Eq 9 -1 = Mu- Upward = Mu- Downward Mu- Design One -Way Shear: Actual = 2.5 12.9 psi Allowable = 93.1 93.1 psi Cover over Rebar = 3.50 2.50 in 'd' = 11.50 12.50 in Ru = Mu /bd ^2 = 8.9 36.3 psi SUMMARY OF FORCES & MOMENTS Toe Heel f'c 1995 784 psf Fy 1307 7104 ft-4 Min. As Percent 242 12208 ft-4 Onit SP Under Heel 1065 -5104 ft-4 Toe 12.42 19.25 27.33 37.27 48.00 48.00 Overturning Moments 1 ft ft -4 5 @ I7@ 4 8@ I9@ • 3000 psi • 60000 psi • 0.0014 ? No Heel 11.43 in o/c 17.71 in o/c 25.14 in o/c 34.29 in o/c 45.14 in o/c 48.00 in o/c Resisting Moments ft ft -I Active Soil Press. = 1663.6 Soil over Heel = 0 Soil over Toe = -53.6 Sloped Soil @ Heel = 0 Adjacent Ftg. Load = 0.0 Surcharge Over Heel = 0 Surcharge over Toe = 0.0 Axial Load on Wall = 0 Load @ Proj. Wall = 0.0 Averaged Sten Wts. = 0 Added Lateral Load = 0.0 Footing Weight = 0 Key Weight = 0 Vertical Conponent of Active Pressure 0 3.25 0 0.58 0 0.00 0 0.00 0 0.00 0 0.00 0 0 Totals = 1610.0 1 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 0 5406.7 0 -31.3 0 0.0 0 0.0 0 0.0 0 0.0 0 0 4059.0 76.1 0.0 0.0 0.0 0.0 0.0 0 300.0 0 1033.1 0.0 0 0.0 5375.4 ft -I 5468.2 i 5468.2 i 0 3.67 0.59 0.00 0.00 0.00 0.00 0.00 0 1.50 0 2.76 0.00 0 14910.2 44.5 0.0 0.0 0.0 0.0 0.0 0 451.0 0 2846.2 0.0 0.00 0.0 18251.9 ft -I 18251.9 ft-4 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering_ Nickerson -St., Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg continued) STEM SUMMARY Top Stem: From 0.00 ft to Top of Wall 8.00in Concrete w/ # 5 @ 12.00in, d= 6.1 'in,, 8-CONC. f'c= 3000.0psi, Fy= 60000.0psi 5 Wall Wt.= 100.00psf, Bar Embed= 15.0in Mu = 6088.8 <= Mn = 8206.3ft -I Vu = 25.54 <= Vn = 93.11psi Interaction Value = 0.742 Second Sten From 2.00ft to O.00ft 8.00in Concrete w/ / 5 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.Oin Mu = 2723.4 <= Mn = 6234.5ft -/ Vu = 14.35 <= Vn = 93.11psi Interaction Value = 0.437 Third Stem Fron 4.00ft to 2.00ft 8.00in Concrete w/ 15 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.Oin Mu = 903.7 <= Mn = 6234.5ft -I Vu = 6.36 <= Vn = 93.11psi Interaction Value = 0.145 Fourth Sten Fron 6.00ft to 4.00ft 8.00in Concrete w/ 15 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= I00.00psf, Bar Embed= 6.0in Mu = 154.9 <= Mn = 6234.5ft -/ Vu = 1.58 <= Vn = 93.11psi Interaction Value = 0.025 12" Vert e E a5e18"Horiz 8' CONC. a 5 16 " Vert eEdge a5 18-Horiz TOE (bot) : 5 e " o.c. a 4 HORIZ. AS SHOWN L r s- 6 6r 16" Ii m u�m V4.4D (c) 1983 -96 EMERCALC CT Engineering, KW0602397 CT Engineering 180 Nickerson -St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg /0 WALL & FOOTING DATA Retained Height = 10.50 ft Wall Ht. above Soil = 0.50 ft Toe Width = 1.50 ft Heel Width = 5.17 ft Total Footing Width = 6.67 ft Footing Thickness = 17.00 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction = 0.40 Soil to Neglect = 0.00 in Lateral Pressure = 2485 # - Passive Pressure = 551 # - Friction = 3224 # Add'l Force Required = 0.0 # SUMMARY Pressure @ Toe = 1756.2 psf Pressure @ Heel = 660.4 psf Allowable Press. = 3000 psf Ecc. of resultant = 6.05 in Max. Shear @ Toe = 4.69 psi Max. Shear @ Heel = -16.62 psi Allow. Ftg Shear = 93.11 psi Factors of Safety: Overturning = 3.32 :1 Sliding = 1.52 :1 Origin of Force... Active Soil Press. Soil over Heel Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load @ Pro). Wall Averaged Sten Wts. Added Lateral Load Footing Weight Key Weight Vertical Conponent of Active Pressure 0 VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil Add'l Lateral Load Dist to Load Start = Dist to Load End ADJACENT FOOTING 0.00 psf 0.00 plf 0.00 ft 0.00 ft Vertical Load = 0.0 # Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above/Below:[+/-) = 0.0 ft Spread Footing ? No Soil Press. Mult. By ACI Eg 9 -1 = Mu- Upward = Mu- Downward = Mu- Design = One -Way Shear: Actual = 4.7 16.6 psi Allowable = 93.1 93.1 psi Cover over Rebar = 3.50 2.50 in 'd' = 13.50 14.50 in Ru = Mu /bdA2 = 13.4 47.3 psi SUMMARY OF FORCES & MOMENTS Toe Heel f'c 2459 925 psf Fir 2637 11820 ft -# Min. As Percent 437 20767 ft -I Onit SP Under Heel 2200 -8947 ft -# Toe 10.58 Overturning Moments I ft ft -# 15@ 7@ 9@ 16.40 23.28 31.75 41.80 48.00 • 3000 psi • 60000 psi • 0.0014 ? No Heel 9.85 in o/c ,45 2 in o/c '2167 in o/c 29.56 in o/c 38.92 in o/c 48.00 in o/c Resisting Moments ft ft -# 2485.1 0 -64.3 0 0.0 0 0.0 0 0.0 0 0.0 0 0 Totals = 2420.8 # 3.97 0 0.64 0 0.00 0 0.00 0 0.00 0 0.00 0 0 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 0 9871.5 0 -41.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 5919.6 97.5 0.0 0.0 0.0 0.0 0.0 0 625.0 0 1417.4 0.0 0 0.0 9830.4 ft -# 8059.4 # 8059.4 # 0 4.50 0.75 0.00 0.00 0.00 0.00 0.00 0 1.92 0 3.34 0.00 0 26647.8 73.1 0.0 0.0 0.0 0.0 0.0 0 1197.9 0 4726.9 0.0 0.00 0.0 32645.8 ft -# 32645.8 ft -# (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg /o ' ( continued) STEM SUMMARY Top Step: From 0.00 ft to Top of Wall 10.00in Concrete w/ 4 6 @ 12.00in, d= 7.6 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 19.6in Mu = 11478.5 <= Mn = 14240.8ft -I Vu = 31.64 <= Vn = 93.11psi Interaction Value = 0.806 Second Sten Fron 2.00ft to O.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 14.9in Mu = 6090.1 <= Mn = 8327.0ft -I Vu = 18.51 <= Vn = 93.11psi Interaction Value = 0.731 Third Step From 4.00ft to 2.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 in f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.Oin Mu = 2723.4 <= Mn = 8327.Oft -# Vu = 10.25 <= Vn = 93.11psi Interaction Value = 0.327 In 1O" CONC. +K 6P 12 "V *5 lb 18 " Hori z 10" CONC. 50 16 " Vert 4Edge in+'S a 18 " Horiz Fourth Stec From 6.00ft to 4.00ft 10.00in Concrete w/ # 5 @ 16.00in, d= 8.1 in f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.0in Mu = 903.7 <= Mn = 8327.Oft -,1 Vu = 4.41 <= Vn = 93.11psi Interaction Value = 0.109 HEEL (top) : 0 5 Qa " c.c. TOE (bot) : * 5 0 " o.c. x 4 HORIZ. AS SHOWN to V4.4D (c) 1983 -96 EIIERCALC CT Engineering, KW0602397 • Z 2! .4'- fii HEEL (top) : 0 5 Qa " c.c. TOE (bot) : * 5 0 " o.c. x 4 HORIZ. AS SHOWN to V4.4D (c) 1983 -96 EIIERCALC CT Engineering, KW0602397 CT ENGINEE.R.ING PLLC h ■ Structural & Civil Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 208,285.4512 (V) 208.285.0818 (F) ctengenwllnk.com NI v r v1 bI al P0,0 SCHED8 S q i1- t A FTG._ BARB A i) l N m dk\ n; `5 REINFORC 1 �V ` v v) ' N f ■ mIn N el N [Al "I T. 4- O Q t\ v.) z 0 z W q S 1 ►N. 5- " M c .11. -.,1 li !n '3 ■ t ■ a _° Z JC. Q . , . Vi ,A. .• al h ■ Structural & Civil Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 208,285.4512 (V) 208.285.0818 (F) ctengenwllnk.com NI v r v1 bI al P0,0 SCHED8 CANTILEVER RETAINING WALL SCHEDULE CONC. DIMENSIONS ......... REINFORCING SIZES • 14 A 5 C -.....„ 0 • vENT. SAMS • TYpE_A• • srEPItT• Mame. TYPE '5' 1• coct SARIS TYPE *C• PT& 5.A.aoS TYPE 1:■** FTCI. 5A•Pte• rr 11. FTCk, 5A1e5 rt-PE Iv 1:144EI-6 --, , . • •—•.,., . ... .. •- * ,.. ,••- - --• . _....... _ . . ....... ., -., . -,. . ....---- •••...., '-. .......".- •/....11. t.....' ‘..# ' ' ? ji - I- - . ii .3° . , • re'.. .r4!):.t./ ‘ • ' ' ) • Le - 1 _ „--- !MK Dirts A.6 (2) 5 Cl.",•!. LAP 3'-�' TYPE 'C' 5AR 2'. 119EEP AT 131-01 0.C. ■ Q DiL DEPTH CN TOE • 461?' TYPE 'D' 5A BASE - 3' r;;C) HOCK TYPE 'A' 5ARS TO TOP CF WALL 17 0' SOIL COVER,/ 2') cLR. (TYF9 '4.484" .4/ta'etr4-1 1' 0' FREE DRAINNG GRANULAR FILL TYPE '5' BARS Tt92,Mr 71/Pe'" —00161..6-43A1=46-81tra--S. 5eACING-44.5-1XESA.BAILI *4 DRAIN-TILE 0/.;'..P.,"..) $(1 Li 1? ..47.!-FrPE 7.-* 54R 'TOE STE/1 A I PEEL C. 7-1-P;'. 'E. 34 r:-1. 6-" 546:E , ; ;) A CANTILEVER RETAINING WALL WI SCHEDULE 5CALE: 3/4' C T E N: "G I:N` E'E R I.N: :.G P L L C Project: Client: Date: /a-/ /qe. 180 Nickerson S. Suite 302 Seattle, WA 98109 1206) 285.4512 FAX: Page Number: 1'061 285.0618 PA 2,C / nl U Lo/4- 77) 13/te /L/ 6-72. h Ak / 7 (/, S �) z / 5 / S. S 1-2r. z i9 /1, 3) i /9 ,'S / z t,,i7,z., �4C /Z el l G r) ( S) ` �) .'S L' / t �� , Structural and Civil Engineers C T EN di N E E. "R 1 N G P L L C Project: Date: / 4- /9' 180 Nickerson st Suite 302 Seattle, W.1 98109 (206) 285.4312 FAX: Client: Page Number: ('06) 285-0618 Go oe, a / .� X 7. � r- /7So h-t*-f& 0) / Y a,c '4' % (35) (S••S J : •S / z goo, G.✓ D77i- t 3'2 71..¢'• w4,GG y `/S v C S� G �, a .� a, �� z 3S.S '/,.61G) 3� L t.9-1•S . 5u�� ¢.S (/ 3a) C3, ") • /�l�v.� Z.6-7 c S, /.c;L.•. • 32'97.6-431 7.)6- ./29,,84° 47i 4-71.1 4-71.1 !•1/0 4-Ti ?v 41" i ) e 5'1./0 Cy— ; 7) 51.0 .(r.Q'Z // s •, ¢- 70 et 41. 48-•( 1 a G' " 5`'4 CT //d %" ..)a0;;• /0 'l' `/4 'cr./ G % /,SS/ /.7Sht.,1.4 140/,5,13 /. - o / / -9Y /.S/3•.0V. /. C. t /3.5e !:� rravet, 7 "0p Ais 1." /o' lore • >` 1 � ) / /ON /i0 •I /r" /am• Structural and Civil Engineers CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg rtc.�p WALL & FOOTING Retained Height Wall Ht. above Soil Toe Width Heel Width Total Footing Width Footing Thickness Key Depth Key Width = Toe to Key Dist. _ SLIDING CHECK Ftg /Soil Friction = Soil to Neglect Lateral Pressure = - Passive Pressure = - Friction Add'l Force Required = SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding DATA VERTICAL LOADS = 4.50 ft Axial DL on Sten = 2.00 ft Axial DL on Sten = 0.33 ft ....Eccentricity Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf = 4.00ft = 4 4.33 ft = ,sytreoin Note: Toe Surcharge Resists Overturning = 0.00 in Note: Heel Surcharge Resists Overturning DATA LATERAL LOADS 0 plf Lateral Load Acting on 0 plf Sten Above Soil 0.00 in Add i l Lateral Load Dist to Load Start Dist to Load End = 0.00 in SOIL 0.00 ft Allowable Bearing Active Lateral 0.40 Max Press. 0.00 in Slope Press. 1127 1 Backfill Slope 04 Passive Press. 1352 1 Soil Density 0.0 1 Soil Ht over Toe ADJACENT FOOTING 3000 psf Vertical Load = 35.0 pcf Load Eccentricity = = 0.0 pcf Footing Width = 0.0 pcf Ftg. CL to Wall = 0.0 :1 Vert. Position of Ftg. = 0.0 pcf ..Above /Below :( + / -) = 130.0 pcf Spread Footing = 6.00 in FOOTING DESIGN = 2180.4 psf Soil Press. Mult. Toe = 0.0 psf By ACI Eq 9 -1 = 3053 = 3000 psf Mu- Upward = 160 = 13.58 in Mu- Downward = 18 = 0.00 psi Mu- Design = 142 _ -13.64 psi One -Way Shear: = 93.11 psi Actual = 0.0 Allowable = 93.1 = 1.92 :1 Cover over Rebar = 3.50 = 1.20 :1 'd' = 10.50 Ru = Mu /bdA2 = 1.4 SUMMARY OF FORCES & !404ENTS 2 125.00 psf 70.00 plf 0.00 ft 4.50 ft 0.0 1 0.00 in 0.00 ft 0.00 ft 0.0 ft No Heel f'c = 3000 psi 0 psf Fy = 60000 psi 1526 ft -I Min. As Percent = x,09 5911 ft -1 Onit SP Under Heel ? No G d /4' -4385 ft -I The Heel 1 4 @ 15.87 14.49 4n o/c y 13.6 psi /....5 @ 24.60 22.46 in o/c 4.14 93.1 psi 1 6 @ '34,92 31,88 in o/c ,/'• 2.50 in 1 7 @ 47.62 43.48 in o/c evil. 11.50 in 1 8 @ 48.00 48.00 in o/c 36.8 psi # 9 @ 48.00 48.00 in o/c Origin of Force... Active Soil Press. _ Soil over Heel Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge Over Heel Surcharge over Toe = Axial Load on Wall Load @ Pro j. Wall = Averaged Sten Wts. _ Added Lateral Load Footing Weight Key Weight = Vertical Conponent of Active Pressure Overturning Moments 1 ft ft -1 Resisting Moments 1 ft ft -# 561.9 1.89 1061.5 0 0 0 -48.6 0.56 0 0 0.0 0.00 0 0 0.0 0.00 0.0 0 0 0 250.0 6.67 1666.7 0 0 0 315.0 3.42 1076.3 0 0 0 0 0 0 -27.0 0 0.0 0 0 0 0 Totals = 1078,3 1 Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 3777.4 ft-4 0 1950.0 21.5 0.0 0.0 0.0 0.0 0.0 0 650.0 0 757.7 0.0 0 2.66 0.17 0.00 0.00 0.00 0.00 0.00 0 0.66 0 2.17 0.00 0 5193.5 3.5 0.0 0.0 0.0 0.0 0.0 0 431.2 0 1640.5 0.0 0.0 0.00 0.0 3379.2 # 3379.2/ 7268.7 ft -1 7268.7 ft-/ (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 981(39 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg 4.;,11,' ( continued) STEM SUMMARY Top Stem: From 0.00 ft to Top of Wall 8.00in Concrete W/ 15 @ 16.00in, d= 6.1.in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 6.6in Mu = 4338.5 <= Mn = 6234.5ft -I Vu = 18.16 <= Vn = 93.11psi Interaction Value = 0.696 8' CONC. at Q is 1A" Y ma F.le• +r5e18'Horiz HEEL (top) TOE (Pot): " 5lib 5 cl► " o.c. • 4HORIZ. AS SHOWN 0 10! 4" - 3 3/ 1G" V4.4D (c) 1983-96 EHERCALC CT Engineering, KW0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg WALL & FOOTING Retained Height Wall Ht. above Soil = Toe Width Heel Width Total Footing Width = Footing Thickness = , ' Key Depth Key Width Toe to Key Dist. SLIDING CHECK Ftg /Soil Friction = Soil to Neglect Lateral Pressure - Passive Pressure - Friction Add'l Force Required SUMMARY Pressure @ Toe = Pressure @ Heel = Allowable Press. _ Ecc, of resultant Max. Shear @ Toe = Max. Shear @ Heel = Allow. Ftg Shear Factors of Safety: Overturning = Sliding = DATA 6.50 ft 2.00 ft 0.33 ft 6.00 ft 6.33 ft itln 0.00 in 0.00 in 0.00 ft 0.40 0.00 in = 1484 04 = 2594 4 = 0.04 VERTICAL LOADS Axial DL on Sten - 0 plf Axial DL on Sten - 0 plf ....Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral - 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. - 0.0 pcf Soil Density - 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load Dist to Load Start = Dist to Load End = ADJACENT FOOTING Vertical Load Load Eccentricity = Footing Width Ftg. CL to Wall = Vert. Position of Ftg. ...A.bove /Below:( + / -] _ Spread Footing ? 1706.9 psf Soil Press. Mult. 342.4 psf By ACI Eq 9 -1 = 3000 psf Mu-Upward 8.43 in Mu- Downward = 0.00 psi Mu- Design -9.15 psi One -Way Shear: 93.11 psi Actual Allowable = 4.46 :1 Cover over Rebar = 1.75 :1 'd' Ru = Mu /bdA2 = Origin of Force... Active Soil Press. Soil over Heel Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load @ Pro j. Wall Averaged Sten Wts. Added Lateral Load Footing Weight Key Weight Vertical Conponent of Active Pressure 0.00 psf 70.00 plf 0.00 ft 6.50 ft 0.0 3 0.00 in 0.00 ft 0.00 ft 0.0 ft No Toe Heel f'c 2390 479 psf Fy 128 14447 ft -I Min. As Percent 18 20309 ft -I Onit SP Under Heel 110 -5862 ft-4 Toe I 4 @ 15.87 0.0 9.1 psi ? 5 @ 24.60 93.1 93.1 psi 4 6 @ 34.92 3.50 2.50 in 4 7 @ 47.62 10.50 11.50 in 4 8 @ 48.00 1.1 49.3 psi 4 9 @ 48.00 SOMMARY OF FORCES & MO EMTS Overturning Moments 1 ft ft -4 Resisting fMonents = 3000 psi 60000 psi No Heel 14.49 22.46 31.88 43.48 48.00 48.00 in o/c in o/c g•e) _ in o/c ---- in o/c in o/c in o/c ft -I = 1028.6 2.56 = 0 0 _ -48.6 0.56 = 0 0 = 0.0 0.00 = 0 0 = 0.0 0.00 = 0 0 = 0.0 0.00 = 0 0 = 455.0 4.42 = 0 0 = 0 0 Totals 0 0 = 1435.0 4 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 2628.7 0 -27.0 0 0.0 0 0.0 0 0.0 0 2009.6 0 0 0 0 4506.7 21.5 0.0 0.0 0.0 0.0 0.0 0 850.0 0 1107.7 0.0 0.0 4611.3 ft-? 6485.9 4 6485.9 4 0 3.66 0.17 0.00 0.00 0.00 0.00 0.00 0 0.66 0 3.17 0.00 0.00 0 16509.4 3.5 0.0 0.0 0.0 0.0 0.0 0 563.8 0 3506.0 0.0 0.0 20582.8 ft -I 20582.8 ft -I (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering 180 Nickersont. Suite 302 Seattle, WA 98169 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg 'D`? ( continued) STEN SUMMARY Top Stei: Fron 0.00 ft to Top of Wall 8.00in Concrete w/ it 5 @ 10.00in, d= 6.19in. f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Enbed= 6.0in Mu = 5014.2 <= Mn = 9745.5ft -# Vu = 23.85 <= Vn = 93.11psi Interaction Value = 0.515 • • ▪ • .. . . - • 8- CONC ▪ • AfS SA "Harti'� tl�A9Q . ,. 1 S. •m w.... Y�� HEEL.(top):.... -S a - o.c. . . . m • • TOE (bat) .a • ..J a .. d.c.• . . . . . . . a w 4 NOW 2. AS SHOWN . . . . . . . . . .. . . .... 1. 4" . 6 6< 4" • • • Gs. 3 . 3, . 1 t " ... . . . V4.4D (c) 1983 -96 EIIERCA.LC CT Engineering, KW0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg O WALL & FOOTING DATA Retained Height = 8.50 ft Wall Ht. above Soil = 2.00 ft Toe Width = 0.33 ft Heel Width = 8.00 ft Total Footing Width = a 8.33 ft Footing Thickness ='l .14-00 in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction Soil to Neglect Lateral Pressure = - Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure p Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding 0.40 0.00 in 2230 I 01 4013/ 0.0 I 1730.9 psf 677.9 psf 3000 psf 7.28 in 0.00 psi -12.88 psi 93.11 psi 5.22 :1 1.80 :1 Origin of Force... VERTICAL WADS Axial DL on Sten = Axial DL on Sten = ...Eccentricity = Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 0.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in LATERAL WADS 0 plf Lateral Load Acting on 0 plf �Sten Above Soil 0.00 in Adel Lateral Load Dist to Load Start Dist to Load End Soil Press. Mult. By ACI Eg 9 -1 = Mu- Upward = Mu- Downward = Mu- Design = One -Way Shear: Actual = Allowable = Cover over Rebar = id, Ru = Mu /bdA2 = MARY OF FORCES ADJACENT FOOTING 0.00 psf 70.00 plf 0.00 ft 8.50 ft . Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above/Below:[+/-] = 0.0 ft Spread Footing ? No FOOTING DESIGN Toe Heel f'c 2423 949 psf Fy 131 37151 ft -I Min. As 18 48185 ft -I Onit SP 113 - 11034ft -I 0.0 12.9 psi 93.1 93.1 psi -3.50 2.50 in 10.50 11.50 in 1.1 92.7 psi & HONEMTS Overturning }foments ft ft -I Percent = Under Heel ? Toe Heel 15.87 - 24.60 ,1 34.92 47.62 48.00 48.00 3000 psi 60000 psi 14 z 8.31 in o/c 12.88 in o/c Zgk,Z VII in o/c ' - 24.92 in o/c 32.81 in o/c 41.53 in o/c Resisting Monents ft ft -I Active Soil Press. = 1635.3 3.22 Soil over Heel = 0 0 Soil over Toe = -48.6 0.56 Sloped Soil 8 Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = 0 0 Load 8 Proj. Wall = 0.0 0.00 Averaged Sten Wts. = 0 0 Added Lateral Load = 595.0 5.42 Footing Weight = 0 0 Key Weight = 0 0 Vertical Conponent of Active Pressure 0 0 Totals = 2181.7/ Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 5269.2 0 -27.0 0 0.0 0 0.0 0 0.0 0 3222.9 0 0 8465.1 ft -I 0 8103.3 21.5 0.0 0.0 0.0 0.0 0.0 0 450.0 0 1457.7 0.0 0.0 10032.5 I 10032.5 I 0 4.66 0.17 0.00 0.00 0.00 0.00 0.00 0 0.66 0 4.17 0.00 0.00 0 37788.5 3.5 0.0 0.0 0.0 0.0 0.0 0 298.5 0 6071.5 0.0 0.0 44162.1 ft -I 44162.1 ft-1 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering. Nickerson -St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg N ( continued) STE31 SUMMARY Top Stem: From 0.00 ft to Top of Wall 8.00in Concrete w/ 1 6 @ 10.00in, d= 5.6 f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Enbed= Mu = 10008.4 <= Mn = 12131.4ft -1 Vu = 42.09 <= Vn = 93.11psi Interaction Value = 0.825 Second Stem From 2.00ft to 0.00ft 8.00in Concrete w 8 5 @ 16.00in, d= 6.1 f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Enbed= Mu = 5015.4 <= Mn = 6234.5ft -1 Vu = 23.85 <= Vn = 93.11psi Interaction Value = 0,804 Third Sten Fron 4.00ft to 2.00ft 8.00in Concrete 77 5 in, d= 6.1 in f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Enbed=, 2.01 Mu = 2002.2 <= Mn = 6234.5ft -# Vu = 12.94 <= Vn = 93.11psi Interaction Value = 0.321 in 8- CONC. Mt 6.. 10" Yer 1054b 18"Horiz 8" CONC. # 5 as 16" Vert P Edge inr5 4518 ' Hori z Fourth Stem Fron 6.0► t to 4.00ft 8.00in Concrete WT T5 @ 16.00in, d= 6.1 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Enbed= ;6.Oin Mu = 494.0 <= Mn = 6234.5ft -1 Vu = 5.23 <= Vn = 93.11psi Interaction Value = 0.079 2 2/ 4" 3 3! ' 16" • • N fV HEEL (top) : # 5 " o.c. TOE (bot) : 5 45 " o.c. 4HORIZ. AS SHOWN Atiffai ka 6 $ fig., r 7; G 6r y" L e•- 3 3/ 16 Pt V 1 V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 • •• CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg ' / /0 WALL & FOOTING Retained Height Wall Ht. above Soil Toe Width Heel Width Total Footing Width Footing Thickness Key Depth Key Width Toe to Key Dist. SLIDING CHECK Ftg /Soil Friction = Soil to Neglect Lateral Pressure = - Passive Pressure = - Friction Add'). Force Required SUMMARY DATA = 10.50 ft = 2.00 ft = 0.67 ft = 10.00 ft 10.67 ft �" lreMl in = 0.00 in = 0.00 in = 0.00 ft Pressure @ Toe = Pressure @ Heel Allowable Press. _ Ecc. of resultant Max. Shear @ Toe = Max. Shear @ Heel Allow. Ftg Shear = Factors of Safety: Overturning = Sliding = 0.40 0.00 in 3185 1 04 6201 3 0.0 I 1913.1 psf 992.7 psf 3000 psf 6.76 in 0.00 psi -15.67 psi 93.11 psi 6.11 :1 1.95 :1 Origin of Force... VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Sten = 0 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 0.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 6.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start Dist to Load End ADJACENT FOOTING 0.00 psf 70.00 plf 0.00ft. 10.50 ft Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above/Below:[+/-] = 0.0 ft Spread Footing ? No Soil Press. Mult. Toe Heel f'c By ACI Eq 9 -1 = 2678 1390 psf Fy Mu- Upward = 595 73893 ft -I Min. As Percent Mu- Downward = 83 92052 ft -I Onit SP Under Heel Mu- Design = 512 -18160 ft -I Toe One-Way Shear: 1 4 @ 13.33 Actual = 0.0 15.7 psi 1 5 @ 20.67 Allowable = 93.1 93.1 psi 1 6 @ 29.33 Cover over Rebar = 3.50 2.50 in 1 7 @ 40.00 'd' = 12.50 13.50 in 1 8 @ 48.00 Ru = Mu /bdA2 = 3.6 110.7 psi 1 9 @ 48.00 SUMMARY OF FORCES & HOHEHTS Overturning Moments ft ft -I • 3000 psi • 60000 psi • 0.0012 ? No Reel 5.90 in o/c 9.15 in o/c LI 99, in o/c 17.71 in o/c 23.32 in o/c 29.51 in o/c Resisting Moments ft ft -1 Active Soil Press. = 2450.5 3.94 Soil over Heel = 0 0 Soil over Toe = -58.8 0.61 Sloped Soil @ Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = 0 0 Load @ Proj. Wall = 0.0 0.00 Averaged Stem Wts. = 0 0 Added Lateral Load = 735.0 6.58 Footing Weight = 0 0 Key Weight = 0 0 Vertical Conponent of Active Pressure 0 0 Totals = 3126.7 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Removed) 9665.8 0 -35.9 0 0.0 0 0.0 0 0.0 0 4838.8 0 0 12512.5 43.6 0.0 0.0 0.0 0.0 0.0 0 812.5 0 2134.0 0.0 0 0.0 14468.6 ft -I 15502.5 $ 15502.5 1 0 6.09 0.34 0.00 0.00 0.00 0.00 0.00 0 1.09 0 5.34 0.00 0.00 0 76159.4 14.6 0.0 0.0 0.0 0.0 0.0 0 882.9 0 11384.8 0.0 0.0 88441.7 ft -I 88441.7 ft -1 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 4 1 • .� t,, CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg /0 , ( continued) STEM SMUT Top Stec: From 0.00 ft to Top of Wall 10.00in Concrete w/ 1 7 @ 10.00in, d= 7.5 in 104c9NC.,,, ",_., f'c= 3000.Opsi, Fy= 60000.0psi,,__ -, =5 0 is Horiz Wall Wt.= 125.00psf, Bar Embed= 22.1i Mu = 17459.6 <= Mn = 22208.6ft- Vu = 44.49 <= Vn = 93.11psi Interaction Value = 0,786 Second Sten Fron 2.00ft to 0.00ft 10.00in Concrete w/ i 6 @ 10.00in, d= 7.6 in f'c= 3000.0psi, Fy= 60000.0psi 10 "CONC. Wall Wt.= 125.00psf, Bar Embed 14.2in ; 5 0 16" Vert a Ed Mu = 10009.6 <= Mn = 16883.4ft- 5 0 18"Horiz Vu = 30.19 <= Vn = 93.11psi Interaction Value = 0.593 10" CONC. 6e 10 " Vert e Edge 05 a 18 " Hori z Third Stem From 4.00ft to 2.00ft 10.00in Concrete w/ 4 5 @ 16.00in, d= 8.l'in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed - Mu = 5015.4 <= Mn = 8327.0ft -i Vu = 17.43 <= Vn = 93.11psi Interaction Value = 0.602 Fourth Step From 6.00ft to 4.00ft 10.00in Concrete w/ 4 5 @ 16.00in, d= 8.1 in f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.Oin Hu = 2002.2 <= Mn = 8327.Oft -1 `- Vu = 9.38 <= Vn = 93.11psi Interaction Value = 0.240 HEEL (top) : 5 0. " o.c. TOE (bot) : « 5 a 4 HORIZ. AS SHOWN L 10'- S so V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 Golder Associates Inc. 4104 -148th Avenue, N.E. Redmond, WA 98052 Telephone (425) 883 -0777 Fax (425) 882 -5498 December 14, 1998 ST Corporation 1200 South 192nd Street, Suite 300 Seattle, Washington 98148 ATTENTION: Mr. Dan Hansen RE: HAZARDOUS MATERIALS SURVEY REPORT HOUSE AT 15200 52ND AVENUE SOUTH TUKWILA, WASHINGTON Dear Dan: Y Golder Associates Our ref.: 983 -1307 Golder Associates Inc. (Golder) is pleased to submit this hazardous material survey report (HazMat) for the work we conducted at the house located at 15200 52nd Avenue South in Tukwila, Washington. The report summarizes the results of the asbestos and lead -based paint survey we conducted pursuant to your demolition of the house and garage. Our work was conducted based on our Proposal dated November 20. 1. INTRODUCTION Golder Associates Inc. (Golder) was retained by the ST Corporation to conduct the asbestos and lead -based paint survey in support of the planned redevelopment work at the site located at 15200 52nd Avenue South in Tukwila, Washington. Our work focuses on the required survey work for asbestos containing materials (ACM) and lead -based paints prior to demolition of the current site building. The asbestos survey was conducted to identify which materials in both the house and detached garage contain asbestos, particularly which ones contained >1% asbestos, which according to EPA is considered an asbestos containing material (ACM). All ACM must be removed from the site building prior to demolition by a licensed asbestos abatement contractor according to all applicable federal, state and local requirements. The objective of the Asbestos Survey is to perform a "good faith inspection" for the presence of asbestos containing materials (ACM) throughout the building, according to WAC 296 -62 -07707 and the Puget Sound Air Pollution Control Agency (PSAPCA) Asbestos Regulation, Article 4, Regulation 3. The inspection was performed in order to identify ACM in all building materials to the extent practical prior to demolition activities. The Asbestos Inspection was conducted by William Beck and Tom Stapp, RECVED niTY OF TUKWILA DEC 3 1 1998 PERMIT CENTER 999o3cx • OFFICES IN AUSTRALIA, CANADA, GERMANY, HUNGARY, ITALY, SWEDEN, UNITED KINGDOM, UNITED STATES December 14, 1998 2 983 -1307 AHERA accredited inspectors. Homogeneous materials were identified as suspect ACM according to AHERA, and representative bulk samples were collected and sent to the Clayton Environmental Consultants laboratory in Seattle, Washington for Polarized Light Microscopy (PLM) analysis. The lead paint survey was conducted to identify which major paint types contain lead in order to inform site demolition workers of potential lead exposures during demolition, as required by the Washington State Labor and Industries (L &I) and in order to appropriately designate the post- demolition construction debris pursuant to the Washington Department of Ecology (DOE) Dangerous Waste Regulations - WAC 173- 303). In addition, we conducted Toxicity Characteristic Leachate Procedure (TCLP) analysis on one a representative paint type and its substrate after receipt of the paint chip results. We did this to provide waste designation assessment of the resultant construction debris after the buildings (house and garage) are demolished. 2. SURVEY METHOD 2.1. Asbestos Survey A walk - through inspection of all accessible areas of both buildings onsite was performed to identify suspect asbestos containing materials. Materials that were buried, enclosed behind walls or plaster ceilings, under metal jackets or otherwise inaccessible without destructive sampling, such as breaking out plaster walls, were not fully sampled. Upon identification of a suspect material, its location and type were noted. Samples were obtained, placed in plastic bags, and labeled with a unique laboratory number. Samples were collected to achieve a representative characterization of the visible suspect ACM found. All samples were collected according to EPA guidelines to minimize potential contamination to the surrounding area. Plans of the sample locations are presented on Figures 1 through 3. Copies of the laboratory analytical reports are included in Appendix A. 2.2. Lead -Based Paint Survey Samples were identified based on their surface color. The samples collected included all layers of paints to the substrate (i.e., concrete, wood, steel, etc.). Upon identifying a paint, its location and amount were noted. Seven bulk samples were obtained, placed in a plastic bag and labeled with a unique number prior to delivery to the laboratory for analysis by EPA method 3050A/6010A. Table 2 contains all applicable data on lead paint sample locations and Table 3 presents the results of a construction debris mass balance model for the site. Plans of the sample locations are presented on Figures 1 through 3. Copies of the laboratory analytical reports are included in Appendix A. Golder Associates December 14, 1998 3 983 -1307 2.3. Lead Waste Designation Services WAC 173 -303 requires that a "representative" sample be collected of waste streams generated during building demolitions. However, in order to optimize efficiency of demolition and disposal activities it is preferable to determine the designations of the waste streams before demolition. Therefore, we designated the materials based on a knowledge of the waste characteristics of the various architectural components. We conducted the following tasks: • Collected and analyzed a core samples of the light green exterior paint where lead was detected in widespread applications (representing the most widespread paint application for the two buildings) and conducted Toxicity Characteristic Leachate Procedure (TCLP) testing to provide data on leaching in order to provide a conservatively biased estimate of the CD rubble's designation; and • Conducted an construction debris mass balance estimate comparing the total weight of the lead paint versus the total weight of the demolished buildings (assuming that all the lead leaches). WAC 173 -303 requires that a "representative" sample be collected of waste streams generated during building demolitions. However, in order to optimize efficiency of demolition and disposal activities it is preferable to determine the designations of the waste streams before demolition. Therefore, we designated the materials based on a knowledge of the waste characteristics of the various architectural components. 3. RESULTS 3.1. Asbestos Survey Table 1 lists all the suspect homogeneous sampling areas identified onsite, the results of the PLM analysis, the sample numbers, descriptions of the materials and their locations, the amount and condition of materials identified as asbestos- containing, and other pertinent information. Appendix A contains copies of the laboratory results. None of the suspect samples are considered ACM, that is none have asbestos at concentrations greater than 1% asbestos by weight. However, the joint compound on drywall surfaces does contain asbestos, but at concentrations less than 1 %, therefore this is not regulated by EPA or PSAPCA although L &I does consider it as a low asbestos content. 3.2. Lead -Based Paint Survey Table 2 lists the results of the analytical tests, the sample numbers, descriptions of the paint color and the substrate, the paint locations, the amount of the paint type onsite, and other pertinent information. Appendix A contains copies of the laboratory results. Golder Associates December 15, 1998 4 983 -1307 Lead was found in all of the paint samples collected. Of these, five were in excess of the Consumer Products Safety Board definition of lead -based paint (i.e., >600 ppm lead). Table 2 provides a summary of the lead paint chip sample results. 3.3. Lead Waste Designation Services The results demonstrate that the light green exterior paint, with the relatively high concentrations of lead and a very widespread application do not leach detectable amounts of lead (i.e., less than 0.2 mg/1). The laboratory data is attached. In addition, in order to assess the impacts of the lead for the entire construction debris pile, assuming all of the building materials that contain lead -based paints will be demolished and disposed of together, we have run a construction debris mass balance to determine the maximum possible lead that could leach in the TCLP procedure (assuming 100% of the lead in the paint would leach — the most conservative assumption). We have also provided a "best estimate" of how much lead could leach in the TCLP procedure based on the results of the TCLP analyses we conducted (in the 1% range). Table 3 presents our construction debris mass balance for this project. The results of the mass balance indicate that if all of the lead paint in the building was to leach in the TCLP procedure it would NOT exceed the Washington State Department of Ecology's Dangerous Waste criteria of 5 mg/1(WAC 173 -303). In addition, this significantly overestimates the leachability of the paint, given the TCLP test results which show that lead does not leach from these paints at levels above the method's detection limit. However, assuming minimal lead leaching of 1/2 of the detection limit (or 0.1 mg/l) the percentage of lead that would leach from a paint type with a significant amount of lead and very widespread application is approximately 1 %. Assuming this leachability for the other painted surfaces, the resultant TCLP concentration from the entire construction debris pile would be 0.001 mg/1 or approximately 5,000 times less than Ecology's dangerous waste criteria of 5 mg/l. Golder Associates I December 14, 1998 5 983 -1307 4. CLOSURE No ACM was identified in the house and detached garage at 15200 52nd Avenue South in Tukwila, Washington. However approximately 3000 square feet of wallboard was identified as being low asbestos containing material (i.e., less than 1% asbestos). This material is not regulated by EPA and PSAPCA, but it is considered asbestos - containing by the Washington Department of Labor and Industries. No asbestos abatement work is required on these two buildings prior to demolition, but you should notify the demolition contractor that low levels on non - regulated asbestos is present in the wallboard joint compound. The Washington State Department of Labor and Industries enforces the Washington Asbestos Standard worker safety regulations for ACM abatement activities. Any future project specifications for demolition activities must inform the contractors that there are lead containing paints in the structure and that the contractor is required to take the proper precautions according to the applicable regulations to protect his/her workers and to ensure that environmental releases do not occur. Golder Associates Inc. appreciates the opportunity to work with you on this project. If you have any questions concerning this report, please contact us. Sincerely, GOLDER ASSOCIATES INC. William J. Beck Senior Environmental Scientist Douglas J. Morell, Ph.D. Principal WJB/DJM/rlw 17A7wjbl.doc Stapp Project Chemist Golder Associates Table 1. Summary of Asbestos Survey Bulk Samples, 15200 52md Avenue South, Tukwila, Washington. Comment low asbestos content, < 1% low asbestos content, < I% low asbestos content, < 1 %, confirmed by point counting a - HSA = Homogeneous Sampling Area b - Room numbers are assigned by inspectors, see Building Figures for exact locations. Note: Exact Locations for all samples are displayed on Building Figures. Amount (sf) — N 009 Condition "ci ] ] Good Good Good Friable zz z ON d ?+ N N N .--.en M .-. U� z z °z °zz z °z Material Description drywall, tape and joint compound drywall, tape and joint compound drywall, tape and joint compound Linoleum - white w /gold specs Composite roof (multi - layer) Composite roof (multi - layer) Black roof patching Sample Locations (b) Northwest bedroom Living room Basement stairwell Northeast bedroom House roof - east side Garage roof - southwest corner House roof - east side Sample Number(s) U TIC ACM -2 U TK-ACM-4 U U TK -ACM -7 a .— ,- I—. NM Tr v, Golder Associates i i r Table 2. Summary of Lead -based Paint Survey, 15200 52nd Avenue South, Tukwila, WA. Comment TCLP results = Non Detect at < 0.2 mg/1 la - Exact Locations for all samples are displayed on Building Figures. Lead Content ( %) l's O N O o c 0 O 0 G 0 O Lead Content (Ppm) iT O O 0o0 n o t .1- N C' .4yi C E OM Ir Vim' O� PO N N M Material Description and location (a) Light green exterior paint - siding of house and garage Yellow exterior paint - eves of house and garage White exterior paint - trim and deck railings of house Dark green exterior paint - stairs of house Salmon interior paint - walls of livingroom and hallways Light green interior paint - walls of northeast bedroom, kitchen and 1 bathroom White interior paint - ceiling of entire top floor Light blue interior paint - wall of northwest bedroom Sample Number 2- 2 2 2 2 2 2 2 Golder Associates Table 3. Lead Paint - Construction Debris Mass Balance, 15200 52nd Avenue S, Tukwila Site. December 14,1998 : ' ;: — a - Estimated value for all wallboard paints is on ave. concentration of 250 ppm. Calculation for core total: 0.025% of paint chip is lead (i.e., 250 ppm), since core = 10mm (1 ") thick and paint is 1 mm, therefore, ratio = I mm/ 10 mm x 0.025 kg lead/100 kg total paint x IE +6 mg/kg = 25 mg/kg lead in core (assuming 1:1 painVsubstrate weight ratio). b - Estimated value for light green paint is on the following calculation: 0.1 % of paint chip is lead (i.e., 970 ppm), since core = 10 mm (1 ") thick and paint is 1 mm, therefore, ratio = 1 mm/ 10 mm x 0.1 kg lead/100 kg total paint x 1E+6 mg/kg = 10 mg/kg lead in core (assuming 1:1 paint/substrate weight ratio). Percent leached assumes 1/2 detection limit for TCLP results. c- Estimated value for yellow paint is on the following calculation: 0.77 % of paint chip is lead (i.e., 7700 ppm), since core = 10 mm (1 ") thick and paint is 1 mm, therefore, ratio =1 mm/ 10 mm x 0.77 kg lead/100 kg total paint x 1E +6 mg/kg = 77 mg/kg lead in core (assuming 1:1 paint/substrate weight ratio).. d - Estimated value for white porch paint is on the following calculation: 0.18% of paint chip is lead (i.e.1800 ppm), since core = 10 mm (11 thick and paint is 1 mm, therefore, ratio = I mm/10 mm x 0.18 kg lead/100 kg total paint x 1E +6 mg/kg = 18 mg/kg lead in core (assuming 1:1 paint/substrate weight ratio).. e - Based on a 20:1 extraction volume in the TCLP analysis and assuming 100% of the lead leaches into water, an extremely conservative assumption. f - Based on 20:1 extraction volume in the TCLP analysis and assuming 1% of the lead leaches into water, based on 1/2 the value of the exterior wood wall TCLP results (0.1mg(1). TCLP Results N V 7 � § w �® Qom% g = § o § § m /§ _ N o 6 fel -0 U a., te\a �% .. R m 0 _ _ N so • 1Y1a4 4 1114 111 I LI.1V14, LCtl4 111 Leachate (mg/1) (g) = / w d 7 'may SAJ / k On m = R § -r {� kf ] 2 co Q § / § K . $ / � 1. n 2, q F � § $ 7�r _ - § § § Total Area } - - k & § r \ t } k ¥ _ _- |§ f7 m 0 k( = \- _ = . 0 § / ; •0 3£ — ) k k .- \ -§ a Golder Associates WINDOW WINDOW (5x3) (5x3) Ph-f °$ 1 Pb -t) i Pb -t Pb -8 TK -ACM -f • CLOSET CLOSET BATH Pb ot,Pb-1 $9 Pb -S PORCH I TK -ACM -4 BATH CLOSET? STAIRS TO BASEMENT TK -ACM -2 CLOSET I WINDOW Pb-2 (8x5.5) VPb -7 VPb -6 DIVIDER WALL BACK DOOR • TK- ACM- 5(ROO) • TK- ACM- 7 (ROO) VPb -> LEAD PAINT SAMPLE • TK -ACM -f ASBESTOS SAMPLE 0 CHIMNEY 6 WINDOW (8x5.5) 12 FEET FIGURE 1 TUKWILA HOUSE TOP FLOOR ST. CORP./TUKWILA HAZMAT/WA LsnowIK:\ CADISDSKPROJ19831307 \79839.dwg112.4 -98 10:511c- 11:1.tlf Golder Associates 13 STEPS 9 TK -Pb -5 TK -ACM -3 09Pb -f LEAD PAINT SAMPLE A TK -ACM -f ASBESTOS SAMPLE I 0 6 12 FEET i Nr NOTE: NO PAINTS DISSIMILAR TO TOP FLOOR EXTERIOR DOOR FIGURE 2 TUKWILA HOUSE BASEMENT ST. CORP./TUKWILA HAZMAT/WA j anowIK:1 CADISDSKPROJ 19831307179840.dwp112 -4- 9810:531x:- 11:2,tlf Golder Associates TCCP-1 SIDE DOOR LEGEND: O TCCP -> TCCP SAMPLE BOARDED WINDOW NOTE: EXTERIOR PAINTS ON GARAGE ARE ASSUMED TO BE THE SAME AS ON THE HOUSE 6 BOARDED WINDOW 12 FEET d holmerlKl CAD1SDSKPROJ 19831307179841.dwp112- 11.9814:171x:- 11:3.tl( FIGURE 3 TUKWILA HOUSE GARAGE ST. CORP./TUKWILA HAZMAT/WA Golder Associates APPENDIX A ANALYTICAL DATA PACKAGES Golder Associates Clayton ENVIRONMENTAL CONSULTANTS 4636E Marginal Way So. Suite 215 Seattle, WA 98134 (206) 763-7364 ASBESTOS BULK S An AIIIA #41 and NVLAP #1011 Accredited Labo Client Name: Golder Associates, Inc. Job Location: -,.) f:ll" 15200 52nd Avenue South, Tukwila, WA P98 -1558 Page 1q•I Ln Log #: Priority: 1993 I Project #: • _._.Nti u i- of Samples: 1. '`1IEriaill6contact:Bill Beck Job /PO #: PR3 -1910 1 of 5 22879 Regular B 77- 97168.00 7 LAYERED SAMPLE: NESHAP and AHERA regulations require layers be analyzed and reported separately. SAMPLE #: (TK -ACM -1 LAB #: 22879.1A SOURCE: Joint Compound LOCATION: None given MATERIAL DESCRIPTION: Thin white powdery layer with paint LAYER 1 RESULTS: Low Asbestos Content ASBESTOS TYPE PERCENT Chrysotile Less than 1 Note: OTHER FIBERS OTHER MATERIALS Filler & Binder Paint 40 60 SAMPLE #: (TK -ACM -1 ) LAYER 2 RESULTS: LAB #: 22879.1B J SOURCE: Drywall LOCATION: None given MATERIAL DESCRIPTION: White chalky chunk with paper No Asbestos Detected ASBESTOS TYPE PERCENT Note: OTHER FIBERS Cellulose OTHER MATERIALS Filler& Binder 35 65 LAYERED SAMPLE: NESHAP and AHERA regulations require layers be analyzed and reported separately. SAMPLE #: (TK -ACM -2 LAB #: 22879.2A SOURCE: Joint Compound LOCATION: None given MATERIAL DESCRIPTION: White powdery layer with paint LAYER 1 RESULTS: Low Asbestos Content ASBESTOS TYPE PERCENT Chrysotile Less than 1 Note: OTHER FIBERS OTHER MATERIALS Filler & Binder Paint 75 25 SAMPLED BY: Client COMPANY: Golder Associates, Inc.. RECEIVED BY: Mary Richardson DATE: 11/23/98 DATE: 11/24/98 ANALYZED : Patricia Lukens DATE: 11/30/98 �' Laboratory Manager - NVLAP Approved Signatory Clayton is accredited by NIST/NVLAP. Accreditation by NVLAP does not indicate endorsement by NVLAP or any other government agency. All bulk samples are analyzed in accordance with method EPA /600/R -93 -116 (July 1993). Analyses are cross - checked through inter and intra laboratory quality assurance programs for verification. The percent values reported above are based on a calibrated visual estimates by volume unless verification by Point Counting is indicated. Test results reported relate only to the samples submitted by the client to Clayton. Trace amounts of asbestos could possibly be missed by PLM, therefore negative results cannot be guaranteed. This report shall not be reproduced except in its entirety, without Clayton Environmental Consultants, Inc. permission. Error Rates: Chrysotile, Amneitn and ('rnridnlitr• nchnctnc• (lnnlitntivn_ nr. Clnnntitntivn. 75 / Trmmnlitn Artinnlitn and Anthnnhvllitn nchnctnc• Clnnlitntivn- 17 nttnntitntive- no Clayton ENVIRONMENTAL CONSULTANTS 4636 E. Marginal Way So. Suite 215 Seattle. WA 98134 (206) 763-7364 ASBESTOS BULK SAMPLE DATA An AIHA #414 and NVLAP #101106 -0 Accredited Laboratory Page 2 of 5 Log #: 22879 Priority: Regular B Project #: 77- 97168.00 Number of Samples: 7 J Client Name: Golder Associates, Inc. Job Location: 15200 52nd Avenue South, Tukwila, WA P98 -1558 Contact: Bill Beck Job/PO #: PR3 -1910 SAMPLE #: CTK- ACM -2 LAYER 2 RESULTS: LAB #: 22879.2B SOURCE: Drywall LOCATION: None given MATERIAL DESCRIPTION: White chalky chunk with paper No Asbestos Detected ASBESTOS TYPE PERCENT OTHER FIBERS Cellulose OTHER MATERIALS 40 U�U Filler & Binder 60 Note: \ J LAYERED SAMPLE: NESHAP and AHERA regulations require layers be analyzed and reported separately. SAMPLE #: (TK-ACM-3 ) LAYER 1 LAB #: 22879.3A SOURCE: Joint Compound LOCATION: None given MATERIAL DESCRIPTION: White powdery layer with paint SAMPLE #: RESULTS: Low Asbestos Content ASBESTOS TYPE PERCENT Chrysotile Less than 1 Total Layers <1% Verified by Point Count Note: OTHER FIBERS OTHER MATERIALS Filler & Binder 85 Paint 15 (I'K -ACM -3 ILAB #: 22879.3B SOURCE: Drywall LOCATION: None given MATERIAL DESCRIPTION: White chalky chunk with paper LAYER 2 RESULTS: No Asbestos Detected ASBESTOS TYPE PERCENT Total Layers <1% Verified by Point Count Note: OTHER FIBERS Cellulose 35 OTHER MATERIALS Filler & Binder 65 SAMPLED BY: Client COMPANY: Golder Associates, Inc.. RECEIVED BY: Mary Richardson DATE: 11/23/98 DATE: 11/24/98 ANALYZED B : Patricia Lukens DATE: 11/30/98 C -te. Lt u.^:=7 Laboratory Manager - NVLAP Approved Signatory Clayton is accredited by NIST/NVLAP. Accreditation by NVLAP does not indicate endorsement by NVLAP or any other government agency. All bulk samples are analyzed in accordance with method EPA/600 /R -93 -116 (July 1993). Analyses are cross - checked through inter and intra laboratory quality assurance programs for verification. The percent values reported above are based on a calibrated visual estimates by volume unless verification by Point Counting is indicated. Test results reported relate only to the samples submitted by the client to Clayton. Trace amounts of asbestos could possibly be missed by PLM, therefore negative results cannot be guaranteed. This report shall not be reproduced except in its entirety, without Clayton Environmental Consultants, Inc. permission. Error Rates: Chrysotile, Amosite and Crocidolite asbestos: Qualitative -.06, Ouantitative -.25 / Tremolite, Actinolite and Anthophyllitc asbestos: Qualitative -.12, Quantitative -.09 Clayton ENVIRONMENTAL CONSULTANTS 4636 E. Marginal Way So. Suilc 215 Scattle, WA 98134 (206) 763-7364 ASBESTOS BULK SAMPLE DATA An AMA #414 and NVLAP #101106 -0 Accredited Laboratory Page 3 of 5 22879 Regular B 77- 97168.00 7 Log #: Priority: Project #: Number of Samples: Client Name: Golder Associates, Inc. Job Location: 15200 52nd Avenue South, Tukwila, WA P98 -1558 Contact:Bill Beck Job/PO #: PR3 -1910 SAMPLE #: (TK -ACM -4 LAB #: 22879.4 SOURCE: Linoleum LOCATION: None given MATERIAL DESCRIPTION: LAYERED Off -white flooring with tan fibrous backing and tan powder RESULTS: Layers Homogenized for Analysis No Asbestos Detected ASBESTOS TYPE PERCENT Note: OTHER FIBERS Cellulose Synthetic OTHER MATERIALS Filler & Binder Vinyl Filler and Binder 30 10 10 50 LAYERED SAMPLE: NESHAP and AHERA regulations require layers be analyzed and reported separately. SAMPLE #: (TK -ACM -5 ) I.AB #: 22879.5A SOURCE: Composite Roofing LOCATION: None given MATERIAL DESCRIPTION: Black flat asphaltic layer with fibers and green and white gravel LAYER 1 RESULTS: No Asbestos Detected. ASBESTOS TYPE PERCENT Note: OTHER FIBERS Glass Fiber OTHER MATERIALS Asphalt Filler & Binder Gravel 40 40 20 SAMPLE #: (TK -ACM -5 1 LAYER 2 RESULTS: LAB #: 22879.5B ) SOURCE: Composite Roofing LOCATION: None given MATERIAL DESCRIPTION: Black flat asphaltic layer with fibers No Asbestos Detected ASBESTOS TYPE PERCENT Note: OTHER FIBERS Glass Fiber OTHER MATERIALS Asphalt Filler & Binder ova 35 65 SAMPLED BY: Client COMPANY: Golder Associates, Inc.. RECEIVED BY: Mary Richardson DATE: 11/23/98 DATE: 11/24/98 ANALYZED : Patricia Lukens DATE: 11/30/98 Laboratory Manager - NVLAP Approved Signatory Clayton is accredited by NIST/NVLAP. Accreditation by NVLAP does not indicate endorsement by NVLAP or any other government agency. All bulk samples are analyzed in accordance with method EPA /600/R -93 -116 (July 1993). Analyses are cross - checked through inter and intra laboratory quality assurance programs for verification. The percent values reported above are based on a calibrated visual estimates by volume unless verification by Point Counting is indicated. Test results reported relate only to the samples submitted by the client to Clayton. Trace amounts of asbestos could possibly be missed by PLM, therefore negative results cannot be guaranteed. This report shall not be reproduced except in its entirety, without Clayton Environmental Consultants, Inc. permission. Error Rates: Chrysotile, Amosite and Crocidolite asbestos: Oualitative-.06. Ouantitative-.25 / Tremolite. Actinolite and Anthonhvllite asbestos: Oualitative-.l2. Ouantitative-.09 Clayton ENVIRONMENTAL CONSULTANTS 4636 E. Marginal Way So. Suite 215 Seattle, WA 98134 (206) 763-7364 ASBESTOS BULK SAMPLE DATA An AIHA #414 and NVLAP #101106 -0 Accredited Laboratory Page 4 of 5 Log #: 22879 Priority: Regular B Project #: 77- 97168.00 Number of Samples: 7 Client Name: Golder Associates, Inc. Job Location: 15200 52nd Avenue South, Tukwila, WA P98 -1558 I� Contact: Bill Beck Job /PO #: PR3 -1910 SAMPLE #: CTK- ACM -5 l LAYER 3 RESULTS: LAB #: 22879.5C ) SOURCE: Composite Roofing LOCATION: None given MATERIAL DESCRIPTION: Black flat asphaltic layer Hill: fibers No Asbestos Detected ASBESTOS TYPE PERCENT Note: OTHER FIBERS Cellulose 40 OTHER MATERIALS Asphalt Filler & Binder 60 LAYERED SAMPLE: NESHAP and AHERA regulations require layers be analyzed and reported separately. LAYER 1 RESULTS: OTHER FIBERS LAB #: 22879.6A Glass Fiber SOURCE: Composite Roofing LOCATION: None given MATERIAL DESCRIPTION: ( I Black flat asphaltic layer with fibers and green and white gravel , SAMPLE #: CTK -ACM -6 LAB #: 22879.63 SOURCE: Composite Roofing LOCATION: None given L i No Asbestos Detected ASBESTOS TYPE PERCENT Note: 35 OTHER MATERIALS % Asphalt Filler & Binder 45 Gravel 20 MATERIAL DESCRIPTION: Black flat asphaltic layer with fibers and black and red gravel LAYER 2 RESULTS: No Asbestos Detected ASBESTOS TYPE PERCENT Note: OTHER FIBERS Cellulose 40 OTHER MATERIALS Asphalt Filler & Binder 45 Gravel 15 J 1 J J SAMPLED BY: Client COMPANY: Golder Associates, Inc.. RECEIVED BY: Mary Richardson DATE: 11/23/98 DATE: 11/24/98 ANALY D BY: Patricia Lukens DATE: 11/30/98 Laboratory Manager - NVLAP Approved Signatory Clayton is accredited by NIST/NVLAP. Accreditation by NVLAP does not indicate endorsement by NVLAP or any other government agency. All bulk samples are analyzed in accordance with method EPA /600/R -93 -116 (July 1993). Analyses are cross - checked through inter and intra laboratory quality assurance programs for verification. The percent values reported above are based on a calibrated visual estimates by volume unless verification by Point Counting is indicated. Test results reported relate only to the samples submitted by the client to Clayton. Trace amounts of asbestos could possibly be missed by PLM, therefore negative results cannot be guaranteed. This report shall not be reproduced except in its entirety, without Clayton Environmental Consultants, Inc. permission. Error Rates: Chrysotile, Amosite and Crocidolite asbestos: Oualitative-.06. Ouantitative-.25 / Trernolite. Actinolite and Anthnnhvllite asbestos: nualitative- 17 . niinntitat e- 09 Clayton ENVIRONMENTAL CONSULTANTS 4636 E Marginal Way So. Suite 215 Seattle, WA 98134 (206) 763-7364 ASBESTOS BULK SAMPLE DATA An AIHA #414 and NVLAP #101106 -0 Accredited Laboratory Page 5 of 5 Log #: 22879 Priority: Regular B Project #: 77- 97168.00 Number of Samples: 7 Client Name: Golder Associates, Inc. Job Location: 15200 52nd Avenue South, Tukwila, WA P98 -1558 Contact: Bill Beck Job/PO #: PR3 -1910 SAMPLE #: (TK -ACM -6 ) LAYER 3 RESULTS: I..AB #: 22879.6C J SOURCE: Composite Roofing LOCATION: None given MATERIAL DESCRIPTION: Black flat asphaltic layer with fibers and multicolored gravel No Asbestos Detected ASBESTOS TYPE PERCENT Note: OTHER FIBERS Glass Fiber 35 OTHER MATERIALS Asphalt Filler & Binder 45 Gravel 20 SAMPLE #: CTK -ACM -7 LAB #: 22879.7 SOURCE: Roof Patch LOCATION: None given MATERIAL DESCRIPTION: HOMOGENEOUS Black asphaltic pieces RESULTS: No Asbestos Detected ASBESTOS TYPE PERCENT Note: OTHER FIBERS OTHER MATERIALS Asphalt Filler & Binder 100 SAMPLED BY: Client COMPANY: Golder Associates, Inc.. RECEIVED BY: Mary Richardson DATE: 11/23/98 DATE: 11/24/98 ANALYZE - BY: Patricia Lukens DATE: 11/30/98 C-fcC�C; Laboratory Manager - NVLAP Approved Signatory Clayton is accredited by NIST/NVLAP. Accreditation by NVLAP does not indicate endorsement by NVLAP or any other government agency. All bulk samples are analyzed in accordance with method EPA/600 /R -93 -116 (July 1993). Analyses are cross - checked through inter and intra laboratory quality assurance programs for verification. The percent values reported above are based on a calibrated visual estimates by volume unless verification by Point Counting is indicated. Test results reported relate only to the samples submitted by the client to Clayton. Trace amounts of asbestos could possibly be missed by PLM, therefore negative results cannot be guaranteed. This report shall not be reproduced except in its entirety, without Clayton Environmental Consultants, Inc. permission. Error Rates: Chrysotile, Amosite and Crocidolite asbestos: Qualitative -.06, Quantitative -.25 / Tremolite, Actinolite and Anthophyllite asbestos: Qualitative -.12, Quantitative -.09 X x ■■ O z U a) a U) a) a) a E en E E E 2 Q) m ca c c C U) 5.. .0 .0 V N 0▪ . a) CC CC m 0 a) E a) m 0 a) E a) l4 0 a \ \F , J, • N J j o:. I`J E E CD s a) cli a) E ro 0' •1 C C. , C ,� 1 s� OC OC P3 1211/73200 OnSite Environmental Inc, Analytical Testing and Mobile Laboratory Services December 11, 1998 Tom Stapp Golder Associates 4104 148th Avenue NE Redmond, WA 98052 Re: Analytical Data for Project Tukwila House Laboratory Reference No. 9811 -142 Dear Tom: DEC 741998 AsseciLLC5 Enclosed are the analytical results and associated quality control data for samples submitted on November 24, 1998. The standard policy of OnSite Environmental Inc. is to store your samples for 30 days from the date of receipt. If you require longer storage, please contact the laboratory. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the data, or need additional information, please feel free to call me. Sincerely, id moister Project Chemist Enclosures 14924 NE 31st Circle • Redmond, WA 98052 • (425) 883 -3881 • Fax (425) 885 -4603 2 Date of Report: December 11, 1998 Samples Submitted: November 24, 1998 Lab Traveler: 11 -142 Project: Tukwila House TOTAL LEAD EPA 6010B Date Extracted: 12 -3 -98 Date Analyzed: 12 -3 -98 Matrix: Paint Units: mg /kg (ppm) Client ID Lab ID Result TK -Pb1 11- 142 -01 970 TK -Pb -2 11- 142 -02 7700 TK -Pb -3 11- 142 -03 1800 TK -Pb-4 11- 142 -04 770 TK -Pb -5 11- 142 -05 110 TK -Pb -6 11- 142 -06 650 TK -Pb -7 11- 142 -07 47 TK -Pb -8 11- 142 -08 240 PQL 25 25 25 25 25 25 25 25 Date of Report: December 11, 1998 Samples Submitted: November 24, 1998 Lab Traveler: 11 -142 Project: Tukwila House Date Extracted: Date Analyzed: TOTAL LEAD EPA 6010B METHOD BLANK QUALITY CONTROL 12 -3 -98 12 -3 -98 Matrix: Paint Units: mg /kg (ppm) Lab ID: MB1203P1 Analyte Method Result PQL Lead 6010B ND 100 4 Date of Report: December 11, 1998 Samples Submitted: November 24, 1998 Lab Traveler: 11 -142 Project: Tukwila House TOTAL LEAD EPA 6010B DUPLICATE QUALITY CONTROL Date Extracted: 12 -3 -98 Date Analyzed: 12 -3 -98 Matrix: Paint Units: mg /kg (ppm) Lab ID: 11- 142 -01 Sample Duplicate Analyte Result Result RPD Flags PQL Lead 974 1020 5.0 100 5 Date of Report: December 11, 1998 Samples Submitted: November 24, 1998 Lab Traveler: 11 -142 Project: Tukwila House Date Extracted: 12 -3 -98 Date Analyzed: 12 -3 -98 Matrix: Paint Units: mg /kg (ppm) Lab ID: SB1203P1 Analyte TOTAL LEAD EPA 6010B SB /SBD QUALITY CONTROL Spike Percent Percent Level SB Recovery SBD Recovery RPD Flags Lead 250 231 92 240 96 3.9 Date of Report: December 11, 1998 Samples Submitted: November 24, 1998 Lab Traveler: 11 -142 Project: Tukwila House TCLP Lead EPA 1311/60108 Date Extracted: 12 -7 -98 Date Digested: 12 -8 -98 Date Analyzed: 12- 8 &9 -98 Matrix: TCLP Extract Units: mg /L (ppm) Lab ID: 11- 142 -01 Client ID: TK -Pb1 Analyte Method Lead 60108 Result PQL ND .20 7 Date of Report: December 11, 1998 Samples Submitted: November 24, 1998 Lab Traveler: 11 -142 Project: Tukwila House TCLP Lead EPA 1311/6010B METHOD BLANK QUALITY CONTROL Date Extracted: 12 -7 -98 Date Digested: 12- 8 &9 -98 Date Analyzed: 12- 8 &9 -98 Matrix: TCLP Extract Units: mg /L (ppm) Lab ID: MB1208TCLP &MB1209TCLP Analyte Method Result PQL Lead 6010B ND .20 Date of Report: December 11, 1998 Samples Submitted: November 24, 1998 Lab Traveler: 11 -142 Project: Tukwila House TCLP Lead EPA 1311/6010B DUPLICATE QUALITY CONTROL Date Extracted: 11 -30 -98 Date Digested: 12 -7 -98 Date Analyzed: 12 -7 -98 Matrix: TCLP Extract Units: mg /L (ppm) Lab ID: 11- 104 -01 8 Sample Duplicate Analyte Result Result RPD Flags PQL Lead ND ND NA .20 L 9 Date of Report: December 11, 1998 Samples Submitted: November 24, 1998 Lab Traveler: 11 -142 Project: Tukwila House Date Extracted: Date Digested: Date Analyzed: Matrix: Units: Lab ID: Analyte 11 -30 -98 12 -7 -98 12 -7 -98 TCLP Extract mg /L (ppm) 11- 104 -01 Spike Level TCLP Lead EPA 1311/6010B MS /MSD QUALITY CONTROL Percent Percent MS Recovery MSD Recovery RPD Flags Lead 10 8.60 86 8.95 90 4.0 10 OnSite Environmental Inc • DATA QUALIFIERS AND ABBREVIATIONS A - Due to high sample concentration, the amount spiked is insufficient for meaningful MS /MSD recovery data. B - The analyte indicated was also found in the blank sample. C - The duplicate RPD is outside control limits due to high result variability when analyte concentrations are within five times the quantitation limit. D - Data from 1; dilution. E - The value reported exceeds the quantitation range, and is an estimate. F - Surrogate recovery data is not available due to the high concentration of coeluting target compounds. G - Insufficient sample quantity for duplicate analysis. J - The value reported was below the practical quantitation limit. The value is an estimate. K - Sample duplicate RPD is outside control limits due to sample inhomogeniety. The sample was re- extracted and re- analyzed with similar results. M - Predominantly range hydrocarbons present in the sample. N - Hydrocarbons in the gasoline range (C7- toluene) are present in the sample. O - Hydrocarbons in the heavy oil range ( >C24) are present in the sample. P - Hydrocarbons in the diesel range (C12 -C24) are present in the sample which are elevating the oil result. Q - The RPD of the results between the two columns is greater than 25. R - Hydrocarbons outside the defined gasoline range are present in the sample; NWTPH -Dx recommended. S - Surrogate recovery data is not available due to the necessary dilution of the sample. T - The sample chromatogram is not similar to a typical U - Matrix Spike /Matrix Spike Duplicate RPD are outside control limits due to matrix effects. V - Matrix Spike /Matrix Spike Duplicate recoveries are outside control limits due to matrix effects. X - Sample underwent silica gel cleanup procedures. Y - Sample underwent acid cleanup procedures. Z - Interferences were present which prevented the quantitation of the analyte below the detection limit reported. ND - Not Detected MRL - Method Reporting Limit PQL - Practical Quantitation 1 cc 0 0 0 0 0 LL 0 z r•- • • • ,... 5 •- .e■ • .. 3 __. 0 x IX w ir 4' 04, )1y, .14/ w/70A, 61?6, 4.4.. '----' ,., . : %...,- 4. -'1' ,, . ,-, ....... ... c-; .,. _ _ - '"'" (L ,_ — '.. i.....1 . _ ,,.7r . 1/4,....% ..- ,.... -.... ■ " Lk ,-,-- r--../ \. . ,,.._, , ".... .... - • t )-- ri .., ‘....., -, ?„..1 + .... ,. .....s :, I , -.-i 4- • t q.J V '• (.. '1 . • "..' : \ h Received by: (Signoure/Ftrm) Received by: (Signature/Firm) Remarks (attachments if necessary) ,-- / 11/,-- (--- ( . e:.) /, • , 1 , e Date) i 1 \ I led by: (Signature/Firm) 1 ".. e .!.-. Lt. b Z3 •?.., 27 v. a.) .c 0 ._ = a c . _ ID' / • , r., . , Date) /-", ..... . • . (r) , Er c5 zo - 0 z 0 ,---,, -,,,.- -- —• -,-- -,..-• ---- -,...... -.,.-- Received by: (Signature/Firm) ReceWed by: (Signature/Firm) Received by: (Signature/Firm) SITE /LOCATION --III Vv•) L ; v■"1.: - A - : r7 SAMPLERS: (Signature) f . I SAMPLE IDENTIFICATION ...._. 1 .:(...' .....- 1 P. / i • \ , .1 . ,...,.. . . , Date Date Dote I C3 VI ' < i. l - ...,..•V .,, ' • '`'.).. . ,,..., 3 d Al 31diNVS "*" --::;; (.) — J — -- - ---- -- -,:.--- 0-- —' (--.2 cz: F.,4" -2:- —.L. — -'-A Relinqiiished by (signoture/Firm) ' \ ,... '-' - :" -,.. I;> ': ,.,.. 7; n, i \--."1: e ,.. Z.' Ti c Ot el >,.. .0 4.) .0 1 CT c .— . CC Relinquished by: (S/von/iv/Firm) [ W 1-7 1 1 • .1 r W 4 (.0 ----,N .. .1 - I .. e' . .1 PROJ. NO. STA. NO. ........ • . • • r. . • . " - . !. ••,.7, rs,- s'■ -• %P. ; .,, . .. . ••.. Planning Consultants March 25, 1999 ST Corporation Hong Tan 1200 S. 192nd Street, Suite 300 Seattle, Washington 98148 Dear Hong, RE: Preliminary Traffic Impact 52 "d Avenue South Office Building We are pleased to transmit to you the Traffic Impact Analysis for the 52" Avenue South Office Building. The scope of this study is in accordance with a memo from the City of Tukwila dated November 16, 1998, as modified pursuant to a clarification meeting with Gary Barnett PE Senior Engineer - Development Public Works Department on March 3, 1999. Bruce Davidson, PE has been the project engineer for Urban Regional Research on this traffic study. David Enger PE of Transportation Planning & Engineering, Inc. conducted the LOS analysis. If you have any questions please do not hesitate to give me a call. 1809 7th Avenue Suite 1000 Seattle, WA 98101 206.624.1669 tel 206.626.5324 fax jpreuss @aa.net RECEIVED CITY OF TUKWILA MAR 2 6 1999 PERMIT CENTER D98-- 0306 Planning Consuttants 1809 7th Avenue Suite 1000 Seattle, WA 98101 206.624.1669 tel 206.626.5324 fax jpreuss @aa.net 52ND AVENUE SOUTH OFFICE BUILDING TRAFFIC IMPACT ANALYSIS Prepared for HONG TAN ST CORPORATION 1200 S 192ND STREET SUITE 300 SEATTLE, WASHINGTON 98148 Prepared by URBAN REGIONAL RESEARCH 1809 7TH AVENUE SUITE 1000 SEATTLE WASHINGTON 98101 March 25, 1999 ° °�wmti► ''t AS 0 Hi dd • e • s° m .7:7 St 41 C":: E-)ti Es- TRAFFIC ANALYSIS FOR THE 52ND AVENUE SOUTH OFFICE BUILDING: #E96 -0019 The Proposed Action The site is located at 15208 52nd Avenue South in Tukwila. There is a vacant single family house on the property. The proposed action is to construct a two story office building 22,162 gross square feet of space (Figurel is the Site Plan). A lower level of parking will accommodate 69 parking spaces. The building use will be general office. Access will be from two driveways off of 52nd Avenue South. Street System Access to the site is from 52nd Avenue S. which has a 60' right of way. Currently 52nd is a two lane facility with approximately 24 feet of pavement. Approximately 400 feet south of the site, 52nd Avenue S intersects with S 154t Street which is a two lane facility. East of 53rd Southcenter Boulevard is a major 4 lane facility connecting the site with access points onto I 5, I -405, SR 518 and local arterials. No channelization exists at the intersection of 52 "d Avenue S. and S. 154th Street. A stop sign controls traffic entering S. 154th Street. Figure 2 is a vicinity map. Pedestrian and Transit facilities There are sidewalks on both sides of 52nd. On 154th there are sidewalks on the north side of the street; there are no sidewalks on the south side. A crosswalk is located at 154th and 53rd. A traffic signal is located at S. 154th Street and 53rd at the off ramp of I -5. The site is served by Metro route Number 340 with a stop at 160th and 51s`. no ammo( mammon itorstake 5 KO1 �l-LINC no moan wUM mope IN •‘:;;;:"*Zt. — sMIIIIIIP-74 RI= at glc"Weg.,t3 11611=MIEFIR T . . •:W1.1.71.....1*Cf-11',, • , • .' - • • • •'4:'•.•:'•"•::%::•-...,.:.•,•.: ;,•'.:r.....'-',17:,V 9 002..7.1•Y hi.- .4•I'f.ti;:t 151Al2r+.5i./MIIMINIONIMI■th/MMI atostr JAN wil■rai. '471azio 4 /11■11•11•111111, lb/ 0 rilltriMIPP,15 411111111 IN urban regional research 1 52nd Avenue qouth mown umlaut% 1 61 COX OF iA%OtDIT /T° al- 9 COSMO VEMER UNE Source: Pacific Engineering Design Inc. Figure 1 - Site Plan Fifty-Second Avenue South Building i 1' • 1 1 OMR 1143111 smittiriE Source: Pacific Engineering Design Inc. urban regional research Figure 2 - - Vicinity Map Fifty - Second Avenue South Building Accidents The City of Tukwila accident records from 1996 -1998* reported a total of 11 accidents within the immediate area of the proposal. Six of these accidents resulted in property damage and five were injury accidents. 1998 Total 1997 Table 1: Accidents Location 52 °d /154th Number 2 2 52nd at 153`d 3 51s` at 154th 1 Total 4 1996 52nd/154th 3 5151/154t 2 Total 5 *Source.. City of Tukwila Public Works March 3, 1999 Type Property Property Property Injury Injury Trip Generation and Distribution Trip generation was calculated based on rates in the ITE Trip Generation Report, 6th edition, 1997 Land Use Code #750: Office Park. Generation rates per 1,000 s.f. are estimated as shown in Table 2 below which. represents all site trips by all vehicles for all purposes including employee, customer, service and delivery. Time period Average weekday (AWD) AM Peak Hour PM Peak Hour Table 2. Trip Generation Rate /1,000 s.f. 22.162 x 11.42 22.2 x 1.74 22.2 x 1.50 Trips Trips Total entering exiting 127 127 253 (50 %) (50 %) 35 4 39 (89 %) (11 %) 5 28 33 (14 %) (86 %) The distribution factors are based on characteristics of the existing roadway network (including access to I -405, SR 518 and I -5), existing traffic volume patterns, expected travel times and recent traffic studies in the vicinity. f Figure 3 illustrates the existing afternoon peak hour traffic volumes at the intersection of 52nd Ave. S. and S. 154th St.. Figure 4 shows the estimated project generated PM peak traffic volumes and trip distribution. Figure 5 indicates site generated traffic volume distribution throughout impacted corridors of six year transportation improvement program. Along 154th to Pacific Highway it would appear that virtually all the land is fairly new multi family development. Area potentially accommodating additional growth consists of a vacant parcel at the corner of S. 154th and 52 "d of approximately 30,000 s.f.. and the area which has been rezoned from RS 1.7 -2 consisting of 8 parcels with a total of 224, 670 s.f.. The footprint of the proposed 52nd Street Office building has 24% of site coverage (site area : 47,578 s.f. - footprint: 11,415 s.f.). Assuming this same site utilization for the total vacant s.f. of zoned office space results in "available" land of 61,121 s.f. ( 254670x.24= 61,121s.f.). Assuming 2 story maximum height results in a total worst case build out of 122, 242 s.f of office space. Projected traffic growth within the project area assumes a worst case total build out of these 9 parcels to be complete in ten years. The full build out was also assumed for estimating the PM Peak Hour trip generation of this undeveloped area ,as shown in Table 3. The total trip generation reflects the difference between current land use and future office zoned potential. Table 3 - Projected Trips Time Period Rate /1000 sf Trips Trips Total unit Entering Exiting Office PM Peak Hr. 122.0 x 1.5 26 157 183 (14 %) (186 %) Reduction of\ 9 x 1.02 -6 -3 -9 Single Family Housing -PM Pk Hr.' Net Traffic Growth 20 154 174 1 ITE Trip Generation - Land Use Code #210 - Single Family Detached Housing This projected background traffic growth is shown on Figure 5 as additional traffic over and above the proposed office building generated traffic volumes. Figure 5 shows estimated future PM peak hour traffic volumes generated by the project and by background growth from the areas which has been rezoned from residential to office. A total of trips 21 PM trips will be added to the intersection of S151st and 5151. r f r r 1 1 1 i S. 154th St. 5 1 1% • • T CO CO ti M r N 52nd Ave. S. �'' - r =loin l �, 87 0 (0 CO ti 198 182 Source: URR Manual Counts conducted 12 -9 and 12- 10 -98. Peak hour determined to be 4:45 -5:45 urban Figure 3 regional Existing PM Peak Hour Volume (Avg.) research Fifty- Second Avenue South. Building i r r r r 1 L 1 (3) 10% y0 51st Ave. S. (12) 35% S. 151 st St. 52nd Ave. S. to 20 d 30 5 * Project Site: Trip Generation PM Pk. -35 AWDT - 255 AM Pk. - 40 (20) 55% S. 154th St. 17 00% - Estimated distribution * - Rounded to nearest 5 ( ) - PM Peak hour trips generated by the project Source:. Trip Generation based on ITE Trip Generation Report, 6th ed., 1997 (2nd pr.) urban Figure 4 regional Traffic Analysis: Trip Distribution research Fifty- Second Avenue South Building 154th St. 10% (4) 26% 10% (8) (3) 17 vi d Project Site ' 20% (7) 35 65% (23) 11 20% (7) XX% (XX) OM OW alb MUM Legend Trip Distribution Percentage PM Peak Hour Background (Growth Resulting from Rezone) 3% (1) 10% (3) 10% (3) 15% (5) 26 I N not to scale CD N 10% (4), 5% (2) 9 2% (1) 2% (1) Figure 5 - Site Generated Traffic Volume Distribution at Build Out 52' Avenue South Building 2% (1) 15% (5) 26 1 f 1 it 1 Level of Service Analysis Level of Service (LOS) calculations have been conducted by Transportation Planning & Engineering, Inc. (TP &E) for the 52' Ave. S. /S. 154th St. intersection. In conjunction with their analysis TP &E recently visited the intersection, the project site and the surrounding street network. The PM peak hour traffic volumes used in this analysis are based on the traffic volume counts conducted by Urban Regional Research (URR) at the 52 "d Ave. S. /S. 154th St. intersection on Wednesday, December 9, 1998 and Thursday, December 10, 1998. The peak hours occurred from 4:45 to 5:45 PM. The future PM peak hour traffic volumes used in this analysis were also provided by URR. These volumes include the existing traffic volumes, plus URR's estimated volumes generated by the proposed 52nd Ave. S. Office Building, plus TP &E's estimated volumes generated by the proposed 515` Ave. S. office building as discussed in their "515` Avenue South Office Building Traffic Impact Analysis" dated December 19, 1997. As requested by the City, additional future LOS analysis was conducted with the two proposed office buildings and development of nine other underdeveloped parcels in the 52 "d Ave. S. /S. 15151 St. vicinity. The future PM peak hour traffic volumes for these conditions were also provided by URR. Level of service (LOS) is a qualitative measure describing operational conditions within a traffic flow, and the perception of these conditions by drivers or passengers. These conditions include factors such as speed, delay, travel time, freedom to maneuver, traffic interruptions, comfort, convenience, and safety. Levels of service are given letter designations, from A to F, with LOS A representing the best operating conditions (free flow, little delay) and LOS F the worst (congestion, long delays). Generally, LOS A and B are high, LOS C and D are moderate, and LOS E and F are low. 1 1 i 1 1 1 ( LOS is determined by the calculated average delay per vehicle. Delays are calculated using the procedures in the Transportation Research Board Highway Capacity Manual - Special Report 209, 3rd Edition, updated 1997. The average delay in seconds and corresponding LOS are as follows: TYPE OF INTERSECTION A B C D E F Signalized <10.0 >10.0 and <20.0 >20.0 and <35.0 >35.0 and <55.0 >55.0 and <80.0 >80.0 Stop Sign Control <10.0 >10 and <15 >15 and < 25 >25 and < 35 >35 and < 50 >50 The LOS calculations were conducted using the new HCS release 3.1 computer software. Unlike previous versions of the HCS software, this new software considers the effect of gaps in the traffic flows on the main street created by upstream traffic signals. The traffic signal at the I -5 southbound ramp /S. 154 St. intersection creates gaps in westbound traffic on S. 154th Street. These gaps are available for use by vehicles turning onto S. 154th St. from 52 "d Ave. S., and are beneficial to the operation of the unsignalized intersection. Table A shows the results of the LOS calculations. Copies of the computer printouts showing the LOS calculations and results are included in the Appendix. The southbound left turn from 52 "d Ave. S. to eastbound S. 154th St. is the critical traffic movement at this intersection. This traffic movement is calculated to operate at LOS D under existing conditions. The southbound left turn is expected to operate at LOS E in the future with the proposed 52nd Ave. S. and 51' Ave. S. office buildings fully occupied. Traffic Impact Mitigation Requirements With the two proposed office buildings and development of the other nine underdeveloped parcels in the 52nd Ave. S. /S. 1515` St. vicinity (ranging from 20% to 100% buildout as shown on Table A), the southbound left turn is expected to operate at LOS F. With full buildout of these properties, widening S. 154th St. to add an eastbound left turn lane and an eastbound refuge /acceleration lane (for southbound left turns to turn into) could improve the southbound left turn to LOS C. In addition it should be noted that the grade at the intersection of S. 151st Street and 515` Avenue S. is steep with limited sight distance. Because of the increase in build out generated traffic growth, modification to the intersection to increase sight distance is recommended. This modification may require possible slope cutting or clearing and potential right of way acquisition. i TABLE A 52 "d Ave. S. /S. 154th St. PM PEAK HOUR LEVEL OF SERVICE SUMMARY CONDITIONS EASTBOUND LEFT TURN SOUTHBOUND APPROACH Existing (Average of 12/9/98 and 12/10/98 counts) A (9.7) D (32.3) Future with 52 "d Ave. S. Office Building and 51' Ave. S. Office Building A (9.8) E (43.7) Future with 52"d Ave. S. Office Building, 51st Ave. S. Office Building, and 20% Buildout of 9 Parcels A (9.8) F (52.9) Future with 52 "d Ave. S. Office Building, 51st Ave. S. Office Building, and 50% Buildout of 9 Parcels A (9.8) F (71.8) Future with 52 "d Ave. S. Office Building, 51st Ave. S. Office Building, and 100% Buildout of 9 Parcels A (9.8) F (130.1) Future with 52"d Ave. S. Office Building, 51st Ave. S. Office Building, 100% Buildout of 9 Parcels, Eastbound Left Turn Lane and Eastbound Left Turn Refuge /Acceleration Lane A (9.8) C (22.9) 0 Number shown is the average delay in seconds per vehicle, which determines the LOS per the Highway Capacity Manual, 3rd Edition updated 1997. Prepared by Transportation Planning and Engineering, Inc. March 24, 1999 1 1 TABLE 4 PRO -RATA SHARE CONTRIBUTIONS FOR CITY STREET IMPROVEMENT PROJECTS 52ND AVENUE OFFICE BUILDING LOCATION NET NEW PM PEAK HOUR TRIPS COST PER NET NEW NOON PEAK HOUR TRIP PRO -RATA SHARE CONTRIBUTION Southcenter Pkwy./ Strander Blvd. 2 $140.00 $280.00 Andover Park E./ Strander Blvd. 1 $135.00 $135.00 Andover Park W./ Strander Blvd. 1 $317.00 $317.00 W. Valley Hwy./ S. 180th St. 1 $475.00 $475.00 Andover Park E./ Baker Blvd. 1 $377.00 $377.00 Andover Park W./ Minkler Blvd. (n /s lefts, signal) <1 $392.00 NA Southcenter Pkwy./ S. 168th St. <1 $167.00 NA W. Valley Hwy./ Strander Blvd. 1 $283.00 $283.00 Interurban Bridge over Green River 1 $1,122.00 $1,122.00 Southcenter Pkwy./ Minkler Blvd. <1 $137.00 NA Andover Park W./ Minkler Blvd. <1 $89.00 NA TOTAL $2,989.00 APPENDICES • MIN INTERVAL ENDING 15 30 45 00 FROM N ON 3 2 NJ) RIGHT 2 IL.�1LJ LEFT TRUCKS BUSES 1L DATE£e'G c1 . bAYvieP__ LOCATION 4'731 4:3'P" 14f4.li CHECKER Ts WEATHER _£1 ACCUMULATIVE CHECKER SURFACE_____ NON -- ACCUMULATIVE. .___ CHECKER _ SUMMARY__ FROME ON_j'TN AA l' Mirk: • .� EIMEMIN MIMI fIIIIIMINIUMIPIIII M 1NEN 30 ��)1:���3���♦��r1�1� ' :o !MI NMI MIMI MO= TNRU gala 15 30 45 00 15 30 45 00 15 30 45 00 15 30 45 00 15 3D 45 00 TRUCKS ACC BUSES i cc FROM S 0 2t_ FROM WON RIGHT MU LEFT TRU.:KS BUSES IIIIIII NM f�^ TOTALS ENTERING INTERSECTION__, HRH t Au:NAUKS ACC WE IFS -. -CC raimAor. BUSES N ACC �� EMI EMI o „ MEI /0; 11:3111111121111111111111111M111 111111111MINN NMI 111111111111111 ___ !L�!�1:i7 2 . "I» �_iV1MI EN M' 11 MI NM 61 ill mo' 111 li Ell 111111111 Li? ft! 15 30 45 00 TnTN t 'r 1 TOTRL Adz � e _ '7 1- I L r ..._ i (_ __ r » mom Amor min c a c c C c c c � I MMIralIelIIIIfWIF c ITIVJi'J1Ht401 1Z 3ASH INTERVAL ENDING DATE?%C: 1 C4 . DAY "01° 8.5 LOCATION -1464-14 Y CHECKER WEATHER S ' ACCUMULATIVE CHECKER __ SURFACE NON—ACCUMULATIVE CHECKER ___ SUMMARY FROM N ON 15 FROM E ON_ /540-N FROM S ON_ `.dJ! II TRUCILS Mal TNRU a ?I TRIYKS ACC m all om BUSES _MI BUSES p,acc Mil MUM MI MINN _1■___11.'_IIIIIII MI MI KM MIMI_ o =NMIttl.�l.= EMI o'' KIPIE WAra_rt_IM_�_ _ 9mMiZ MM IMO RIGHT FROM W ON /S L-1.r) TOTALS EkTI MK 1k1EBS(C1IIN TRCCKs BUSES TnucKs BUSES TOTAL 45 00 TnzAt r s r 1_ .t I Iiilic�lf�lLfliii!C�i!I� :IIIraJraL'MX% fV f - _ EMS MIS MIMI sus i 1 i 1 1 1 • MAR -02 -99 TUE 09:54 AM WASHINGTON EMD FAX NO. 253 512 7200 LX/s1-74 lq �41e. P. 03 WORKSHEET FOR ANALYSIS OF TWSC T-INTERSECTIONS Page 1 of 1 t Location: gc., $ S. f nil gi : Name: , HOURLY Major Sireet Name: S• r $ /•-fa 5•r. - VOLUMES IN PCPH , V5 NA VOLUMES ' - Exclusive 4 - LTl.ei�v7 N. Z —V.i r V V. l;5 N Vs --.-.t _ NA v� ' Grade h Date of Counts: x'9110 -4S �/� Vr V, 1 I biz- la la/ N 5'ri9 r Op' V4 V„ I I — — • Time Period: Ik4-6"--' ,S146°P N� Grace °c Average Running Speed: -+�� 6. 7 f d° 410.5e. PHF: Minor Slreer Name VOLUME ADJUSTMENTS • Movement No. 2 3 4 5 7 9 Volume, V (vph) -iss 87 / / ¢.gyp GG. 18 Volumc, v (pcph), scc Table 10.1 ;,,.;� „ , :::.- .y :I= •'r.r; -' ', STEP 1: RT from Minor Street ( Vg Conflicting Flows: Vc (Figure 10 -3) Potential Capacity: cp.; (Fig. 10.4, 5) Movement Capacity: Cm,; Vc.g=1 /2V3Q1 +V2 + = vph . Cp,9= pcph cm,9= cp9 = _pcph STEP2: LT From Major Street � V4 Conflicting Flows: Vc (Figure 10.3) Potential Capacity: cp.; (Fig. 10.4, 5) Movement Capacity: cm,; Prob. of Queue -free State: po,i (Equation 10 -3) Major Left Shared Lane Prob. of Queue-free State: p"o,i (Equation 10 -10) Vc,4 =V3 +V2 + — vph Cp,4= pcph Cm,4 =Cp,4= pcph Po,4 =1- v4/cm,4= 1— 1" P0'4 p"0,4= 1_ (Vs / `\ Ss / STEP 3: LT From Minor Street V7 Conflicting Flows :Vc (Figure 10-3) Potential Capacity: cp.; (Fig. 10-4, 5) Capacity Adjustment Factor due to Impeding Movements: fi Movement Capacity: cm,; Vc,7r--1/2V3 m +V2 +Vs +V4 + + + = vph Cp 7= pcph f7 =p04= (shared lane use per) cm,7_f7xcp,7= ,pcph SHARED -LANE CAPACITY v7 +v 9 if CSH— lane is shared (v7 /cm.7) +(v9 /cm.9) Movement No. v(pcph) cm(pcph) csH (pcph) Avg. Total Delay (Fig.10.7) LOS DA 9 Average total delay for the intersection (Eq. 0-14) DrV7 +D9V9 I D4V4 V2 +Vz +V4 +Vs +V7 +V9 m - if a right turn lane exists on major road V3 is excluded MAR -02 -99 TUE 09:54 AM WASHINGTON END GITi/ Or' I g4k—A4 ;/t,/ ate/ 9. bo FAX NO, 253 512 7200 P. 04 �^ WORKSHEET FOR ANALYSIS OF TWSC T- INTERSECTIONS Page 1 of 1 t Location: S Aro r`■ i 5, #‘01 -sCr Name: '1 HOURLY Mator sweat Name: X'4* -si 'Cr: VOLUMES IN PCPH VOLUMES EsetuaNe 4__ Vs N,� NA . (.---- Vi NA V N� y. i' —v, LT Lei�e7 • Va _4.n 4 N.- Efla 0 fY/s) ipie„, , .VI -Th , Gracie ,, r Date of Counts: ) Z "'p ' S13 V1 Vr ®1V 1. Z/ a°r/. r 3 / Time Peri od• 444.5" - s".".4$17iy V, Vv 1 I o "� Grady ti Average Running Speed: se Miner Street Name VOLUME ADJUSTMENTS - Movement No. 2 3 4 5 7 9 Volume, V (vph) '=' •. �'... :; 'r 1.�':I,ii1 �1iJ.�11.1i/1l. c , ', r l :'; IIf./.J ".1 . 4- Volume, v (pcph), see Table 10 -1 ,,.'� ' "` STEP 1: RT from Minor Street * Vg Conflicting Flows: Ve (Figure 10 -3) • Potential Capacity: cp,; (Fig. 10 -4, 5) Movement Capacity: cm,' Ve,9= 1/2V3-d) +V2 + = vph cp•9= pcph Cm.9=Cp,9= pcph • STEP2: LT From MJor Street Conflicting Flows: Ve (Figure 10 -3) Potential Capacity: cp.; (Fig. 10.4, 5) Movement Capacity: em.i Prob. of Queue -free State: po,; (Equation 10 -3) Major Left Shared Lane Prob. of Queue -free State: p"o,; (Equation 10.10) Vc,4 =V3 +V2 , + el vph Cp,4=r pcph pcph Cm.4 =Cp 4= p0,4= 1- v4/cm,4= I-- • 1 04 p*o.4= Ys ss STEP 3: LT From Minor Street V7 Conflicting Flows :Ve (Figure 10 -3) Potential Capacity: Cp,; (Fig. 10 -4, 5) Capacity Adjustment Factor due to Impeding Movements: f; Movement Capacity: cm,; Vc,7 =1 /2V3°+V24.V5 +V4 + + -t- — vph cp 7= pcph f7 =po,4= (shared lane use p*) _ Cm,7 =f7XCp,7= ,pcph SHARED -LANE CAPACITY CSH= - vy +vq if lane is shared (v7 /Cm,7) +(v9 /Cm,9) - . Movement No, 02111111WIRWmoloshoWIIM v(pcph) ♦..■■■ cm(pcph) csi (pcph) wrrr Avg. Total Dctay(Fig,10.7) LOS • Dw 7 • Y ',;:r , ti4 21:,400,:,a Average total delay for the intersection (Eq. 10 -14) D7V7 4. D9Vg + D4V4 V2 +V3+ V4+ VS+ V7+ V9 lD - i f a right turn lane exists on major road V, is exeluded CO - if right tum from major street is channelized and yields to maiorstreet left lumina traffic. VI is exeluded. MAR -02 -99 TUE 09:55 AM WASHINGTON EMD FAX NO, 253 512 7200 P. 05 -2. ea' �i Wu 4 Cr h�f l t/C , Ge: /SSZi✓v S/ * r C�o'ieo" 33'4,4 �2. 4a . S. ac? was. i i WORKSHEET FOR ANALYSIS OF TWSC T- INTERSECTIONS Page 1 of 1 t Location:, 2k'p4M. Se, Sf • Name: , HOURLY Major Street Name: ,X /J #4, 5,--. VOLUMES VOLUMES 1N PCPH V5 . NA VOLUMES N. LT Lane? ,4,._ — V4 r,..____„„ , ' ......--"..... r____ NA y —÷ Graaa . Date of Counts: /2-1_40-0A id. v, v, 1 1 � N irr,op. -D% \ CI"- V� Vv T _. • Time Period: l t d�" 5‘:45.;31 N. ltd Gratlaa ti Average Running Speed: Sr 6-9/ 4 �,l. S. , PI-1F: Minor Street Name VOLUME ADJUSTMENTS . Movement No. 2 3 4 5 7 9 Volume, V (vph) Volume, v (pcph). see Table 10.1 `' 7'' " t" „ ':'�;`:' "yix „: =; ;.s;•, :::; STEP 1: RT from Minor Street (' Vg Conflicting Flows: Vc (Figure 10.3) Potential Capacity: cp,i (Fig. 10-4, 5) Movement Capacity: em,; Ve,g =1/2V3''+ V2 + = vph ep,9= pcph cn,g=ep,g= pcph • STEP2: LT From Major Street Va Conflicting Flows: Vc (Figure 10 -3) Potential Capacity: cp,i (Fig. 10 -4, 5) Movement Capacity: cm,i Prob. of Queue -free State: po.; (Equation I0 -3) Major Left Shared Lane Prob. of Queue -free State: p*o,; (Equation 10.10) Ve,4= V3m +V2 + — vph cp 4 =pcph cm,4 =Cp 4= pcph po,4 =1- v4/cm,4= • 1 1— Pit' p"o,4= 1” Ss STEP 3: LT From Minor Street J V7 Conflicting Flows:Vc (Figure 10.3) Potential Capacity: co (Fig. 10.4, 5) Capacity Adjustment Factor due to Impeding Movements: fi Movement Capacity: cm,i Vc,7 =1/2V3dt +V2+VS +V4 + + + = vph Cp 7= pcph f7=po 4= (shared lane use p *) cm,7= f7xep,7= pcph SHARED -LANE CAPACITY vi +v9 if is cat= lane shared (v7/cm,7) +(V9Icm.9) VW!. - Movement No, v(pcph) cm(pcph) cstt(pcph) Aprzawammodet Avg. Total Delay Mg. 10.7) .. .. LOS A� 7 9 Average total delay for the intersection (Eq. 10.14) 1�V7 + DgV9 +D4V4 V2 +V3 +V4 +V5 +V7 +V9 Ql • if a right turn lane exists on major road V3 is excluded fit - if debt turn from maier street k ehannelized and uirtde in r,o0nr •rtiu 1.1r famine ,rnfrn V. ie er/t„dMA MAR 24 '99 15:21 T0- 2066265324 FROM- T -376 P.06/16 F -486 HCS: Unsignallzed intersection ueiease 3.1 1 V}LT'0E)(2. TWO -WAY STOP CONTROI.(TWSC) ANALYSIS Analyst: DHE Intersection: S. 154th St. /52nd Ave, S. Count Date: Average of 12/9/98 & 12/10/98 Time Period: PM Pk Hr Intersection Orientation: East -West Major St. Vehicle Volume Data: Movements: 1 2 5 6 10 12 lEkt$ fi'r J Volume: HFR: PHF: PHV: 11 430 788 87 66 18 11 430 788 87 66 18 1.00 1.00 1,00 1.00 1.00 1.00 0.02 0.02 0.02 0.02 0.02 0.02 Pedestrian volume Data: Movements: Flow: Lane width: Walk speed: % Blockages Median Type: None f$ of vvhiclos: 0 Flared approach Movements: 0 of vehicles: Northbound 0 b of vehicles: Southbound 0 Lane usage for movements 3.2 &3 approach: Lane 1 Lane 2 Lane 3 1. T R L T R L T R Y Y N N N N N N N Channelized: N Grade: -0.05 Lane usage for movements .1.56.6 approach: Lane 1 Lane 2 Lane 3 N Y N N N Y N . N N Channelized: N Grade: 0,05 Lane usage tor movements 'x,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R N N N N N N N N Channelized: N Grade: 0.00 Larva usage for movements :.0.116,12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N Y N N N N N Channelized: N Grade: 0.03 Upstream Signal Data: Approach:Eastbound L prot Distance: 0 Progression Speed: 0' Cycle Length: 0 Green Time: 0 Arrival Type: 3 .nAn MAR 24 '99 15 :21 TO-2066265324 FROM- T -376 P.07/16 F -486 v/c 0.01 95% queue length Control Delay 5.7 LOS A Approach Dolsy Approach LOS 0.a9 32.3 OY'd #2' 32.3 A workshoot 11 Shared Major LT Impedance and Delay Rank 1 Delay Calculabionc }4ovemene 2 5 P of 0.99 1.00 ✓ it 430 0 ✓ 12 0 0 S it 1700 1700 S i2 1700 1700 1" Oj 0.90 1.00 D moj loft 9.7 0.0 N number major st lanes 1 1 Delay. rank 1 mvmts 0.2 0.0 MAR 24 '99 15:21 TO- 2066265324 FROM- T -376 P.08/16 F -486 Tbg +DFIn. TWO -WAY STOP CONTROL(TWSC) ANALYSIS, _. Analyst: DHE Intersection: S. 154th St. /52nd Ave. S. Count Date: Future w/ 52nc. 51st Timo Period: PM Pk Hr Intersection Orientation: East -West Major St. Vehicle Volume Data: Movements: 1 2 0 6 10 12 Volume: HFR: PHF: PHv: 11 11 1.00 0.02 430 430 1.00 0.02 Pedestrian Volume Data: Movements: Flow: Lane width: Walk speed: • Blockage: Median Type: None tt of vehicles: 0 F.ru w/ 5r..." 1 SI Jr 788 788 1.00 0.02 94 94 1.00 0.02 100 100 1.00 0.02 23 23 1.00 0.02 Flared approach Movements d of vehicles: Northbound 0 4 of vehicles: Southbound 0 Lane usage for movements :.,2 &3 approach: Lane 1 Lana 2 Lane 3 L T R L T R L T R Y Y N N N N N N N Channelized: Grade: -•0,05 Lane usage for movements 4,5 &6 approach: Lane 1 Lane 2 L T R L T R Channelizsd: N. Grade: 0.05 Lane 3 L T R Lane usage tor movements 1.849 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T L N N N N N N N N Channeli2ed: N Grade: 0,00 Lane usage for movements :10.11 &12 approach: Lane 1 Lane 2 L T R L T A L T R Lane 3 Y N Y N N N N N N Channelized: N Grade: 0.03 Upstream Signal Data: Approach:Eastbound L prat Distance: 0 Progronnioh Spood: 0 Cycls Length: 0 Gruen Time: 0 Arrival Type: 3 •IIAA MAR 24 '99 15 :22 T0- 2066265324 FROM- T -376 P.09/16 F -486 95% quouo longth Control Da1ay 9.8 43.7 LOS A E Approach Delay Approach LOS d3.7. Worknheot 11 shared Major LT Impodanca and Delay Rank 1 Delay Calculations Movement 2 S P aj 0.99 1.00 ✓ ,il 430 0 ✓ i2 0 0 S it 1700 1700 s Iii 1700 1700 P• 01 0.98 1,00 D maj left 9.8 0,0 N number major at lanes 1 1 Delay. rank 1 mvmts 0.2 0.0 MAR 24 '99 15:22 TO- 2066265324 FROM- TWO -WAY STOP CONTROL (TWSC) ANALYSIS Analyst: DHE Intersection: S. 154th St. /52nd Ave, S. Count Date: Future w/ 52nc +. 51st,20% build Time Period: FH Pk Hr Intersection Orientation: East -West Major St. Vehicle Volume Data: Movements: 1 2 5 6 10 12 T -376 P.10/16 F -486 if IVA ><n P' imAne. W/ c 2 N0; S t Y % Du,LD & T a! ct PARaCK Volume: 12 430 788 97 117 26 t iFR: 12 430 788 97 117 26 PHF: 1.00 1.00 1.00 1.00 1.00 1.00 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 Pedestrian Volume Data: Movements: Flow: Lane width: Walk speed: % Blockage: Median Type; None N of vehicles: 0 Flared approach Movements 4 of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements :..2 &3 approach: Lana 1 Lan 2 Lane 3 L T R L T R L T R Y Y N N N N N N 1. Channelized: N Grade: -0.05 Lane usage for movements 4.5&6 approach; Lane 1 Lane 2 Lane 3 L T ' R L T R L T R N Y N N N Y N N N channeilxed: N Grade: 0.05 Lane usage for movements ".8 &9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R N N N N N N N N N Channelized: N Grade: 0.00 Lane usage for movements :.0.11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N Y N N N Channelized: N Grade; 0,03 Upstream Signal Data IApproach:Eastbound IDistance: 0 1111 Drogreseion Spend: 0 Cycle Length: 0 Green Time: 0 0 IArrival Type: 3 3 L Prot MAR 24 '99 15 :22 TO- 2066265324 FROM- T -376 P.11/16 F -486 v/c 0.02 95% queue length Control Delay 9.8 LOS A Approach Delay Approach LOS 0.68 52.9 P 52.9 P Wokuk- Worksheet 11 Shared Majo: LT impedance and Delay Rank 1 Delay CalcUlatiann Movement 2 5 P of 0.98 1.00 ✓ it 430 0 ✓ i2 0 0 s it 1700 1700 S i2 1700 1700 P• Oj 0.98 1.00 D maj left 9,e 0,0 N number major et lanes 1 1 Delay. rank 1 mvmte 0,2 0.0 MAR 24 '99 15 :22 TO- 2066265324 FROM- T -376 P.12/16 F -486 RW. UIIb J Lyna414eu LIILVLSU%. L1VII AOLPQaV .+.y TWO -WA`.' STOP CONTROL (TV SC ) ANALYS I S g `t p ..5b Analyst: DHE Intersoction: S. 154th St /52nd Ave. S. Count pate: Future w/ 52nd. 51st.50% build Time Period: PM Pk Mr Intersection Orientation: East -West Major St. Vehicle Volume Data: Movements: 1 2 5 6 10 12 Pto-Litla w/ 52."; s+ 51) 7• QkLt -UoteT 6f' q PARtpS Volume: 12 430 788 101 141 31 HFR: 12 430 788 101 141 31 PHF: 1.00 1,00 1.00 1.00 1.00 1.00 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 Pedestrian Volume Data: Movemente: Flow: Leno width: Walk speed: % Blockage: Median Type: None # of vohicloa: 0 Flared approach Movements: s of vehicles: Northbound 0 u of vehicles: Southbound 0 Lane usage for movements 1.2 6,3 approach: Lone 1 Lane 2 Lona Y Y N N N N N N N Channelized: N Grade: -0.05 Lane usage for movements 4.556 approach: Lane 1 Lane 2 Lane 3 L T P L T R L T R N Y N N N Y N N N Channelized: N Grade: 0.05 Lane usage for movements 7.059 approach: Lane 1 Lane 2 Lane 3 L T P L T R L T R N N N N N N N N N Channelized: N Grade: 0,00 Lane uoago for movomanto 10.11E+12 approach: Lane 1 Lane 2 Lane 3 L T P L T R L T R Y N Y N N N N N N Channelized: N Grade: 0.03 Upstream Signal Data: Approach:Eastbound Distance: Progression speed: Cycle Length: Green Time: Arrival Type_ L prat 0 �^ ^3 0 0 0 0 �^ ^3 MAR 24 '99 15:22 TO- 2066265324 FROM- T -376 P.13/16 F -486 vru u,uc u,oc 95% queue length Control Delay ,?,8 71.8 TWRIIIONIA092 LOS A F Approach Delay 71.8 Approach LOS F Worksheet 11 Shared Majo :: LT Impedance and Delay Rank 1 Dalay Calculations Movement 2 5 1' of 0.98 1.00 ✓ it 430 0 ✓ 12 0 0 S it 1700 1700 S i2 1700 1700 p* 0 0,98 1.00 D maj left 9.8 0.0 N number major st lanes 1 1 Delay. rank 1 mvmts 0.2 0.0 MAR 24 '99 15:23 TO-2066265324 FROM- T -376 P.14/16 F -486 j1GS: Unsignallted 1ntGrC0ccl.on xelease s.I TWO-WAY STOP ONTROL (TWSC) ANALYSIS Tt)bit0A Analyst: bHE Intersection: S. 154th St. /52nd Ave. S. Count Date: Future w/ 52nc1. 51st. buildout Time Period: PM Pk Hr Intersection Orientation: East -West Major St. Vehicle Volume Data: Movements: 1 2 5 6 10 12 Volume: HFR: PHF: PHV: PvTivt WI 5j,ND, 5 I 4)43 fib Bu14-9 dtAr oP 9 PM eee.s 13 430 788 107 183 38 13 430 788 107 183 38 1.00 1.00 1.00 1.00 1.00 1.00 0.02 0.02 0.02 0.02 0.02 0.02 Pedestrian Volume Data: Movements: Flow: Lane width: Walk speed: 6 Blockage: Median Type: None a of vehicles: 0 Flared approach Movements: a of vohicles: Northbound 0 4 of vehicles: Southbound 0 Lane usage for movements 1,26.3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y Y N N N N N N N Channelized: N Grade: -0.05 Lane usage for movements 1,566 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R L Y N N N Y N N N Channelized: N Grade: 0.05 Lane usage for movements 7.869 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Channelized: N Grade: 0.00 Lane usage for movements L0.11 &12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N Y N N N N N N Channelized: N Grade: 0.03 Upstream Signal Data: Approach:Eastbound L prof Distance: 0 Progression Speed: 0 Cycle Length: 0 Green Time: 0 0 Arrival Type: 3 3 , MAR 24 '99 15:23 TO- 2066265324 FROM- T -376 P.15/16 F -486 •I V 95% queue length Control Delay LOS Approach belay Approach LOS V,V6 A.U. 1. 8 A 130,1 F 130.1 F worksheet 11 Snared Maio:: LT Impedance and Delay Rank 1 Delay Calculations Movement 2 5 "Tb to ALL P Oj 0.98 1.00 ✓ it 430 0 ✓ i2 0 0 S i1 1700 1700 S i2 1700 1700 P• Oj 0.98 1.00 13 maj left 9,6 0,0 N number major st lanes 1 1 Delay, rank 1 mvmts 0,2 0.0 MAR 24 '99 15:23 TO- 2066265324 FROM - q T -376 P.16/16 F -486 TWO-WAY STOP NTROL (TWSC J ANALYSIS t� 'J �' Analyst: DHE Intersection: S. 154th St. /52nd Ave. S. Count late: Future w /52nd.51st.build,lanes Time Period: PM Pk Hr intersection Orientation: East -West Major St. Vehicle Volume Data: Movements: 1 3 5 6 to 12 Volume: HPR : PHF: PHV: FIAT lAftE. ta/ FtA' f)u,LD"fr AND ADDED E$L.1 EQ REF466./A jA*PoN t.,, 13 430 788 107 183 38 13 430 788 107 183 38 1.00 1.00 1.00 1,00 1.00 1,00 0.02 0.02 0.02 0.02 0.02 0.02 Pedootrion Volume Data: Movvmanto: Flew: Lane width: Walk speed: % Blockage: Median Type: TWLTL u of Vehicles: 4 Flared approach Movements: u of vehicles: Northbound 0 d of vehicles: Southbound 0 Lane usage for movements 1.263 approach: E13 Lane 1 .. -ne 2 Lane 3 N N N Channelized: Grade: ..0.05 Lane usage for movements 4.566 approach: W D one 1 Lane 2 N Channoli7od: Grade: 0.05 N N N N N N N Lane 3 L T R N N N Lane usage for movements 1.869 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R N N N N N N N N N Channelized: N Grade: 0.00 Lane usage for move to ]0.11612 approach: Sd 1 Lane 2 Lane 3 L T R L T R L T R Y Y N N N N N N Channelized: N Grade: 0.03 Upstream Signal Data: Approach:Ea:3tbound L prot T Distance: 0 Progression Speed: 0 cycle Length: 0 Green Time; 0 0 Arrival Type: 3 3 rn.....n..:a.. ♦f,_.. n___. • IAA •.700 TUKWILA OFFICE Tukwila, Washington Storm Drainage Report Prepared For: S.T. Corporation Prepared By: Greg Diener, P.E. Pacific Engineering Design, Inc. August 26, 1998 Revised December 29, 1998 RECEIVED CITY OF TUKWILA DEC 3 1 1998 PERMIT CENTER 0q8o300 PEDI Job No. 95064 STORM DRAINAGE REPORT TUKWILA OFFICE TUKWILA, WASHINGTON August 26, 1998 PREPARED FOR S.T. CORPORATION 1200 SOUTH 192ND STREET, SUITE 300 SEATTLE, WASHINGTON 98148 PREPARED BY DAVID BOCKRATH & GREG DIENER, P.E. PACIFIC ENGINEERING DESIGN, INC. 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431 -7970 TABLE OF CONTENTS PROJECT DESCRIPTION EXISTING DRAINAGE 2. PROPOSED DRAINAGE 3 STORMWATER DETENTION DESIGN COLLECTION AND CONVEYANCE DESIGN WATER QUALITY TREATMENT DESIGN WATER QUALITY 9' TEMPORARY EROSION CONTROL VICINITY MAP TIME OF CONCENTRATION DRAINAGE BASINS frk DETENTION /ORIFICE DESIGN � 3 BIOFILTRATION DESIGN 2 TEMPORARY EROSION CONTROL POND DESIGN SOILS REPORT 3 G PROJECT DESCRIPTION PROJECT DESCRIPTION The project site consists of 1.09 acres and is located on the east side of 52nd Avenue South just north of Southcenter Boulevard. The entire frontage is along 52nd Avenue South and has two drive entrances. The proposed project consists of a commercial office building with associated parking, utility, landscape and street frontage improvements. Water and sanitary sewer already exist in 52nd Avenue South and will need utility connections to serve the project. Storm drainage will be released into an existing ditch located in the southeast corner of the site. EXISTING DRAINAGE i EXISTING DRAINAGE Presently the subject site consists of a house and separate garage with a partial gravel driveway. The remainder of the site is covered with dense native grasses, trees and blackberry bushes. All of the onsite runoff is sheetflow that drains from the northwest to the southeast corner of the site at an average gradient of 9.3 percent. Here the drainage is collected into a 5 to 6 foot drainage ditch consisting of dense grass and blackberry shrubs. The water is conveyed directly to the south and is collected into the storm drain system thru a 48" box culvert on the west side of the I -5 Freeway off -ramp (53rd Avenue South). PROPOSED DRAINAGE o PROPOSED DRAINAGE The stormwater detention is designed to meet the King County Design Criteria to provide temporary storage for increased surface water runoff resulting from the proposed development. The temporary storage is designed to hold the 100 -year 24 hr. and 100 -year, 7 -day post development storm while releasing surface water at a runoff rate of 50% of the 2 -year 24 hr. event and also at the 10 -year 24 hr. event. STORMWATER DETENTION DESIGN Using Water Works software a design has been developed for a 90 LF 72" CMP storage tank to detain the difference between the pre and post developed 2 and 10 -year 24 hr. storms, while handling the 100 -year 24 hr. event and 100 -year, 7 -day event. • The detention will be released at 50% of the existing 2 and 10 -year flow rates out of a multiple orifice structure located on the north end of the detention tank. The detention tank has been designed to hold the required volume without an additional factor of safety. The storage tank will also hold the 100 -year event and have a peak discharge rate of 0.82 cfs. After detention, these flows will be released into a 135 -foot long biofiltration swale. The bio -swale will treat the water quality storm and then discharge the treated stormwater into the existing drainage ditch at the southeast corner of the site. See the following pages for calculations and details COLLECTION AND CONVEYANCE DESIGN All of the stormwater runoff will be collected in a series of catch basins, strip drains, and downspout lines. All of these collectors will convey the stormwater to the detention facility through a series of PVC storm pipe. WATER QUALITY WATER QUALITY TREATMENT DESIGN City of Tukwila Drainage Code requires development projects to meet current water quality treatment standards. To comply with the code, the project must treat runoff using KCSWDM criteria. Since there is sufficient site area for a biofiltration swale it was selected as the best BMP. According to King County and City of Tukwila Design Standards, biofiltration should be sized to treat the existing 2 -year storm runoff. Based on a discharge rate of 0.085 cfs for the 2 -year event, a biofiltration swale with bottom width 1.50 and 135 feet long was designed in accordance with the King County Stormwater Management Design Manual. Since the proposed parking area is less than 1 acre, no special water quality requirements apply. See the following pages for calculations and details 4- TEMPORARY EROSION CONTROL TEMPORARY EROSION CONTROL Sediments from the site will be trapped within the Temporary Erosion/Sediment Control pond and silt fences. In areas where it is not possible to direct flows to the sediment ponds, filter fences or sediment traps will be constructed to remove sediments from runoff prior to it exiting the site. A temporary construction entrance will be installed for the site. This will effectively prevent soils from leaving the site on vehicle tires and shall be maintained throughout the life of the construction until the site is paved. Adjacent streets used by construction equipment will be swept using a street - sweeper as often as necessary to remove soils /rocks /mud from the existing streets. Streets will be swept at least once a week during the construction of roads and utilities and more often if required. Fills will be placed under continuous supervision and upslope of a filter fence surrounding the area to prevent fill soils /sediments from being transported offsite. The slopes will be compacted, sloped at 2:1 (max.) and seeded immediately. In lieu of seeding the slopes, straw mulch (3" min. depth) may be placed on the slopes to prevent erosion as an interim measure before final hydroseeding. VICINITY MAP VICINITY MAP eprig ,1 g Sul 1r col u p ST ..St R(VEAfSY ll CRESt • 1, le •, I27,0 st ■ Sr ? • 11�R 14,1111 SORM LA :1. STO 111,) St 5 133P0 S I s Ira FOSTER 14 I VAR'' _. r Hl0 }I >, sr VL R 1 H E , ,,H 1.16111 1SOr11 Sr `S 1.I7r1 1. 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(:)•• CALCULATED BY DR OF DATE m • �•l 4 i • • • • • ......T( = ........_a ,z I 1 I { i ! 4 1 1 1 I 1 t I : , I I 1, I I i ■ 1 i I 1 ..............∎ • • 1 ! 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431 -7970 FAX:431 -7975 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN where: Ti = travel time (minutes) L = flow length (feet) V = average velocity (feet /sec) and 60 = conversion factor from seconds to minutes Time of concentration (To) is the sum of Ti values for the various consecutive flow segments. where: To = Tt + Tt + ... Tt 1 2 m To = time of concentration (minutes) and m = number of flow segments Sheet Flow Sheet flow is flow over plane surfaces. It usually occurs in the headwater of streams. With sheet flow, the friction value (n,) (a modified Manning's effective roughness coefficient that includes the effect of raindrop impact; drag over the plane surface; obstacles such as litter, crop ridges and rocks; and erosion and transportation of sediment) is used. These n, values are for very shallow flow depths of about 0.1 foot and are only used for travel lengths up to 300 feet. Table III -1.4 gives Manning's n, values for sheet flow for various surface conditions. For sheet flow of up to 300 feet, use Manning's kinematic solution to directly compute Tt. where: Tt 0.42 (n,L10'8 (P2)O52 (80)0.4 Tt = travel time (min), n, = sheet flow Manning's effective roughness coefficient (from Table III -1.4). L = flow length (ft), P2 = 2 -year, 24 -hour rainfall (in), and so = slope of hydraulic grade line (land slope, ft /ft) Velocity Equation A commonly used method of computing average velocity of flow, once it has measurable depth, is the following equation: V = k r where: V = velocity (ft /s) k = time of concentration velocity factor (ft /s) so = slope of flow path (ft /ft) "k" is computed for various land covers and channel characteristics with assumptions made for hydraulic radius using the following rearrangement of Manning's equation: k = (1.49(R)"57)/n where: R = an assumed hydraulic radius n = Manning's roughness coefficient for open channel flow 1II -1 -14 FEBRUARY, 1992 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Shallow Concentrated Flow: After a maximum of 300 feet, sheet flow is assumed to become shallow concentrated flow. The average velocity for this flow can be calculated using the k, values from Table III -1.4 in which average velocity is a function of watercourse slope and type of channel. After computing the average velocity using the Velocity Equation above, the travel time (Ti) for the shallow concentrated flow segment can be computed using the Travel Time Equation described above. Open Channel Flow: Open channels are assumed to begin where surveyed cross section information has been obtained, where channels are visible on aerial photographs, or where lines indicating streams appear (in blue) on United States Geological Survey (USGS) quadrangle sheets. The k, values from Table III -1.4 used in the Velocity Equation above or water surface profile information can be used to estimate average flow velocity. Average flow velocity is usually determined for bankfull conditions. After average velocity is computed the travel time (Ti) for the channel segment can be computed using the Travel Time Equation above. Lakes or Wetlands: Sometimes it is necessary to estimate the velocity of flow through a lake or wetland at the outlet of a watershed. This travel time is normally very small and can be assumed as zero. Where significant attenuation may occur due to storage effects, the flows should be routed using the "level pool routing" technique described in Section I1I- 1.4.4. Limitations: The following limitations apply in estimating travel time (TO. • Manning's kinematic solution should not be used for sheet flow longer than 300 feet. • In watersheds with storm drains, carefully identify the appropriate hydraulic flow path to estimate T,. Storm sewers generally handle only a small portion of a large event. The rest of the peak flow travels by streets, lawns, and so on, to the outlet. Consult a standard hydraulics textbook to determine average velocity in pipes for either pressure or nonpressure flow. • A culvert or bridge can act as a reservoir outlet if there is significant storage behind it. A hydrograph should be developed to this point and the "level pool routing" technique described in Section III - 1.4.4 should'be used to determine the outflow rating curve through the culvert or bridge. Example: The following is an example of travel time and time of concentration calculations. Given: An existing drainage basin having a selected flow route composed of the following five segments. Note: Drainage basin is in Federal Way and has a P2 = 2.1 inches. Segment 1: L s0 Segment 2: L go Segment 3: L s0 Segment 4: L so Segment 5: L go = 200 ft. Forest with dense brush (sheet flow) = 0.03 ft /ft, n, = 0.80 = 300 ft. Pasture (shallow concentrated flow) = 0.04 ft /ft, k, = 11 = 50 ft. Small pond (year around) = 0.00 ft /ft, k, = 0 = 300 ft. Grassed waterway (intermittent channel) = 0.05 ft /ft, k, = 17 = 500 ft. Grass -lined stream (continuous) = 0.02 ft /ft, k, = 27 III -1 -15 FEBRUARY, 1992 11 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III -1.4 "n" AND "k" Values Used in Time Calculations for Hydrographs "n," Sheet Flow Equation Manning's Values (for the initial 300 ft. of travel) n, Smooth surfaces (concrete, asphalt, gravel, or bare hand packed soil) 0.011 Fallow fields or loose soil surface (no residue) Cultivated soil with residue cover (ss 0.20 ft /ft) Cultivated soil with residue cover (s> 0.20 ft /ft) Short prairie grass and lawns Dense grasses Bermuda grass Range (natural) Woods or forest with light underbrush Woods or forest with dense underbrush • 0.05 0.06 0.17 0.15 0.24 0.41 0.13 0.40 0.80 *Manning values for sheet flow only, from Overton and Meadows 1976 (See TR -55, 1986) "k" Values Used in Travel Time /Time of Concentration Calculations Shallow Concentrated Flow (After the initial 300 ft. of sheet flow, R = 0.1) k, 1. Forest with heavy ground litter and meadows (n = 0.10) 3 2. Brushy ground with some trees (n = 0.060) 5 3. Fallow or minimum tillage cultivation (n = 0.040) 8 4. High grass (n = 0.035) 9 5. Short grass, pasture and lawns (n = 0.030) 11 6. Nearly bare ground (n = 0.25) 13 7. Paved and gravel areas (n = 0.012) 27 Channel Flow (intermittent) (At the beginning of visible channels R = 0.2) k, 1. Forested swale with heavy ground litter (n = 0.10) 5 2. Forested drainage course /ravine with defined channel bed (n = 0.050) 10 3. Rock -lined waterway (n = 0.035) 15 4. Grassed waterway (n = 0.030) 17 5. Earth -lined waterway (n = 0.025) i 20 6. CMP pipe (n = 0.024) 21 7. Concrete pipe (0.012) 42 8. Other waterways and pipe 0.508/n Channel Flow (Continuous stream, R = 0.4) k, 9. Meandering stream with some pools (n = 0.040) 20 10. Rock -lined stream (n = 0.035) 23 11. Grass -lined stream (n = 0.030) 27 12. Other streams, man -made channels and pipe 0.807/n ** III -1 -16 FEBRUARY, 1992 1 Z t. MB (I Olin NMI GRAPHIC SCALE LEGEND 00 76 -0 PROPERTY INC (0571444 C0NI004 TWINED CRAM 770451(0 SPOT OLIVAIICH 005104[ WATER MAM NE* 0171171 UIE r/ ICIER CAISTNC 50001047 SERER 1041 NEN 5AMINIT 971 S01Ma NEN 110010 POE r/ (01040A5M R00101T 11(1071.70 NAIL 0404010 00511NC TREE TO DE SAVED 110* 011511101 01410M 0/ 04!( 1360,1.1101104 504411 0051071 AC PAVEMENT Kr A.C. 0175[4(047 MV 010710(11 0140..10 MCN 104[417[ SIDCNALX IORD144 ACCESS 004115 NOTE 1. CWCKTC RCI0RNC 00115 0110 4.0' N *007! 0400.0441 A 5(00*171E 0004441. L IIOOMOM R0au7 NO011 941710 0E /TOR (4) RM7. 1 ANY 04(.41 SECTORS Of (051040 CORD AND 10471014 t0 K NIPLAC(0 MM NCI. 175 0MCC1W *1 0( 011.0771. 14'1'([101. I -65 (051040 STEPS TO OE *100107. ) ,,'f 1t4Atw 1 Nv.OTI- 42.15, 0504170040 INTO 5041•11'00. 12 4 10' 1.0' OCPN 4 Mr' 0117041' SP WS. CO 01 (TYPE ■ - 72'.) MM 501.0. 24•.. 10 000 LO A 0 nor RESIRICLW OCMCL (SCE OCTAL 40. 54(ET CO) RN. 74.03 [0012004[7 0/. (1111.. 4442 *40.11' •I 71.50 P .V.111' NI - 11.00 N V. 1N' w LIT 1.1 .41. 4247 7111 12• 11-17 Y 0421 C0 / TOP 2. (E 1) 0/ 144 5010. LOCKING 110. RM. 71.50 .4 070.00 • 41. 74 *0 .µ[1141Q'[ SCE SECT°. 9111 CL 1311 t1. 011. 12111 a 010- IL1RA11011 SMALL 5. 00104. SCE DUAL 45, 0(11 C7. C MO- r1L1110110N SRALE 10 DISCHARGE 10 0451040 PORT Of SIORW RELEASE. • 44.: AL't 4H 0.51).011. 0(101 *00101(0. 0! 11 N -12 Y 01377 _ - �('t• . . ..77! 70.2 040E 1010(10 DRIVEWAY ENTRANCE. ADJUST WATER VALVE TO GRACE 010 Kr 00 NOE [0101[74 SOhALA. 00101 (051141 co 0. (tat 7) RM. 10.32 *40.441.0. 4412 441 12. 14-12 Y 0.0000 241. 040 ACCESS MICR r/ SCLM. 24•7. LO1WO MD. RM. 7105 (SCI OCTAL n. OM CO CO 14. (MC 4 - 91•11 MTN SO* 21 4. L004NO UD rm. 7141 O 0/.(11'.0 . 41.10 14V.1M• p. 4143 SCI 0(1AL 15. 9147 C7. oar a 71•0 040 0(1011111 TAI. S. 0.0000 SCI 0C7AL Lq 94[11 u 3011 a CCHCRE1( 01[1170410 PALL 1• (101)40 DRAM 1700 4• W W1LI< AROUND OMLDNO. (T1MAL) SCI S(C110N O-O. f1QT CS 14211 Of COMCK01 PETAOR0 WALL -5 ' 4•'•17' 4.14 11500141 .0 T1! .40 MO* NOE (•11(1( O40KNA7 (NDIANCL N ON NEW L2 MOE CO/C. 510(001X. 60107 (1031040. SCE SICDON 0 -0 VII CO: (1451140 00141 001 TO IC PEROVEO 1740 [049110 OKCO(AO POM71/CO+w+CTON _ 0.7415.9VU.00M.117 V.1101774447 001 OIr a MMLA UrDCR001N04O ..1v A.:n OROWAN[0 r 4.1'4 SAR01T 1.2 RAM OW E %5100 :11:'. EDGE Of PAVEMENT 10 PROVO( 0 1`1'.7) 4.A CUM. 510101011 MATCH U( KR it'0 KM A.C. IAVEN(07 MEAL 17000100 14117 a 1(L CONC. 0411 NO MITTEL (LATCH Kr CURL 1.0 01.7151 10 [050446) 0 Iq 1 (115100 ►0141 0014.1 10 700170. 40010! 10P Cr 01.11L11..0 10 K RIM 411)4 PROPOSED *0(00107. 010140E 17004100. 401! a (1E. [0140/0071511 95 -6. rwoxcl 1401 08 -26- PACIFIC ENGINEERING DESIGN INC o CIVIL ENGINEERING A PLANNING CONSULTAt DRAINAGE BASINS 12/7/98 2:0:0 pm Pacific Engineering Design Inc page 1 TUKWILA OFFICE BLDG. STORM DRAINAGE REPORT JOB NO. 95064 BASIN ID: EX02 NAME: EXISTING 2 -YEAR STORM'. SBUH METHODOLOGY TOTAL AREA 1.09 Acres BASEFLOWS 0:00 cfs RAINFALL TYPE: TYPE1A DERV . IMP PRECIPITATION 2.0.0 :inches AREA 1.•04 Acres 0.05 Aci TIME INTERVAL..... 10:00 min CN:::,: 86.00; 98.00 TC 15.56 m.in., 15.56 min ABSTRACTION CO.EFF: 0.:20. TcReach - Sheet L.: 300.00 ns :0 .1500 p2yr.:: '2.00 s:0-.1050. TcReach Shallow L: 31 .00 ;ks : 11.00; s:0.0645 ' PEAK RATE: 0 17 cfs VOL 0:08'Ac -ft' TIME:. BASIN 'ID' EX10 SBUH METHODOLOGY.. TOTAL AREA RAINFALL TYPE... .PRECIPITATION.... TIME INTERVAL.:.:. 1.09 Acres TYPE1A. 2.90 inches 10.00 min 0.00cfs PERV . IMP 1.`.04 `Acres 0..05 Ac' 86:00 98.00 -15:56 min% 15;56 min ABSTRACTION`COEFF: 0.20 TcReach Sheet L: 300.00 ns : 0 . 1500 p2yr :; 2.00 s:0.1050 TcReach Shallow L 31.00 ks:11.00 :s:.0.0645 PEAK RATE: 0.34 cfs VOL: 0.15 Ac-ft . TIME BASIN ID: EX100 SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE: PRECIPITATION: TIME INTERVAL: 480: min NAME: ;EXISTING 100- YEAR: STORM :`, ABSTRACTION COEFF:' 0.20 TcReach Sheet L: 300,00 ns:0.1500 p2yr 2:00;' TcReach - Shallow L: 31.00 , ks : 11:.00 s:0.0645 PEAK RATE: 0.56 cfs VOL: 0.23 Ac-ft :;TIME BASEFLOWS: 0 00 cfs:: PERV . AREA..; 1: "04 Acres CN ..: p6:..0.0 TC'.' 15.56 min IMP 0,.05 Ac 98.00 15.56 min 480 min 12/7/98 2 :1:6 pm STORM DRAINAGE REPORT JOB NO. 95064 Pacific Engineering De TUKWILA OFFICE.BLDG. page 1 BASIN ID: DEVO2' SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE... PRECIPITATION....: TIME INTERVAL...:: ABSTRACTLON'COEFF PEAK RATE •0 36•cf BASIN ID: DEV10, SBUH •METHODOLOGY .` TOTAL AREA .... . RAINFALL TYPE.... PRECIPITATION.... TIME INTERVAL... BASIN SUMMARY. NAME DEVELOPED. -2- YEAR:: STORM 1.09 Acres TYPEIA: 2. 00 ' i nches ...... 10.00 min BASEFLOWS: 0.00: cfs '. PERV Acres 86.00 5.00.. min. AREA... CN TC. 0.20 VOL 0`.13 Ac-ft NAME: DEVELOPED 1 :09 ' "Acres TYPE1A' 2.90 inches` 10 :00 min ABSTRACTION COEFF: 0.20 PEAK RATE 0.57 cfs VOL: BASIN ID: DEV100 SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE... PRECIPITATION.....: TIME 'INTERVAL.. ABSTRACTION COEFF:'. PEAK RATE: 0 .82 -cf BASIN ID: DEV100. -7 SBUH METHODOLOGY; TOTAL AREA RAINFALL TYPE... PRECIPITATION.... TIME INTERVAL.:. TIME: 480 min. 10-YEAR STORM BASEFLOWS : ; 0 .,00 cf s: PERV . .. 'AREA. 0.34 Acres CN 86:00 T.0 5.00' min`.;.,. 0:21 Ac -ft, : TIME ` .480 NAME: DEVELOPED 100-YEAR 1.09 :Acres ' TYPE1A . 3.96 inches: 10.00.min BA$EFLOWS': AREA' PERV., .0.34. Acres.. CN .: TG 5 :00 min STORM .0.00 cfs: 0 .20 VOL 0.30. Ac ft TIME 480 mill.. NAME: DEVELOPED 100-YR 8.T 1.09 Acres KC7: 9 :90 inches 60 :,00 min. ABSTRACTION COEFF: 0.20 PEAK RATE 0.46 cfs : VOL 0,.79: Ac--f BASEFLOWS:` CN TC 0.:.00 cfs 0-84 Acres 86.00 ...).00 m i n 3.300 IMP O .75 Ac 98.00 5.00 mir IMP O .75 Ac 98.00 5.00 mir IMP O .75 Ac 98..00 5.00 mir IMP O :75 Ac 98.00. 5..00 mir KING COUNTY. WASHINGTON :S UR FACE WATER DESIGN M ANU AL FIGURE 3.5.1C 2 -YEAR 24 -11 OUR ISOPLUVIALS 2 -YEAR 24 -HOUR PRECIPITATION ,,. 3.4'"" ISOPLUVIALS OF 2 -YEAR 24 -HOUR TOTAL PRECIPITATION IN INCHES o 1 2 3 4 5 6 1/90 1 1 1 1 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1E 2.1 22 t.\ 23 24 2s 2.6 2.7 2.8 3.0 10-YEAR 24-HOUR ISOPLUVIALS 10-YEAR 24-HOUR PRECIPITATION ISOPLUVIALS OF 10-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES o 1 2 3 4 5 6 7 8 Mlles 1: 300,000 rb. tb. 3.5.1-10 tb. I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL I FIGURE 3.5.1H 100 -YEAR 24 -HOUR ISOPLUVIALS 1 p =3.9b -1"1-YEAR 24 -HOUR PRECIPITATION 3.4 ISOPLUVIALS OF 100 -YEAR 24 -HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 8 Milos 1: 300.000 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN M ANUAL FIGURE 3.5.1I 100 -YEAR 7 -DAY ISOPLUVIALS 11 cZi os 100 -YEAR 7 -DAY PRECIPITATION 3.4 ----- ISOPLUVIALS OF 100 -YEAR 7 -DAY TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 8 Mlles 1: 300,000 4 ffir cv tifirrIN czy 00. r 3.5.1 -14 o /6/ 'R 15. 14.0 ' 13.0 1/90 Its PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS SHEET NO. OF JOB ToNu\;? 3FcE CALCULATED BY DATE BIZ p) ! . . . • 1 • t I 1 1 6... Q. t.... ,,, i. ... ..i ...i. , .. i .... •• 0 • 1 I • • I I 1 ........ I c I :. 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',. . .. ; i -! • ! ! , i 1 • i ' I i 1 i I , ; • ; ; .1 . ... ..1... . - .; . • . .. .- i. . — : . i 1 ! i • I . • ' " i .. - - • , 1 I i i s • ' • I ; i I • ; I • , 1, s I i I I • I I i ; I • • i 1 . ; i . 4 . " 't ".. • " i I . ! . i • ! i i • 1 , ,... ... I . ' . I 1 ; i ; • I I • I i s 1 1 . .1 ! 1. • I I . ; I • ....... ... 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431-7970 FAX:431-7975 1 1 i 1.. I 1 1 1 1 1 1 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Soil Type - Hydrologic Soil Group Soil Type Hydrologic Soil Group Newberg NisquaUy Nooksack Norma Ogarty Olete Olomount Olympic Divas Orid'a Orting Oso OvalI Pastik Pheeoey Phelan Pilchuck Potchub Poulsbo Prather Puget Puyallup Queeu Quilcene Ragnar Rainier Raught Reed • B B C C/D C ND C B D D ND C C C • C ND C C C C D 13 ND ND B C B ND Spanaway Springdale Suluvar Sultan Sultan variant Sunua Swantown Tacoma Tanwax Tealwhit Tenino Tisch Tokul Townsend Triton Tukwila Tukey Urban Vaiiton Verlot Wapato Warden Whidbey Wilkeson Winston Woodinville Yelm Zynbar A/B B B C B C ND D •ND ND C D ND C ND D ND variable 13 C ND 13 ND B A B C B c Hydrologic Soil Group Classifications A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well -to- excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. ND Data not currently available for this soil type. *From SCS, TR -55, Second Edition, June 1986, Exhibit A -1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 1988 and various county soil surveys. III -1 -10 FEBRUARY, 1992 i 1 1 1 1 1 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III -1.3 SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24 -hour storm duration. LAND USE DESCRIPTION • CURVE NUMBERS BY HYDROLOGIC S0 GROUP A B C D Cultivated land(1): •winter condition 86 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed Wood or forest land: young second growth or brush Orchard: with cover crop 42 64 76 81 55 72 .81 86 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on 75% of the area Fair condition: grass cover on 50 -75% of the area 68 80 86 90 77 85 90 92 Gravel roads & parking lots: Dirt roads & parking lots: 76 85 89 91 72 82 87 89 Impervious surfaces, pavement, roofs etc. Open water bodies: lakes, wetlands, ponds etc. 98 98 98 98 100 100 100 100 Single family residential(2):. Dwelling Unit /Gross Acre , %Impervious(3) 1.0 DU /GA 15 1.5 DU /GA 20 2.0 DU /GA 25 2.5 DU /GA 30 3.0 DU /GA 34 3.5 DU /GA 38 4.0 DU /GA 42 4.5 DU /GA 46 5.0 DU /GA - 48 5.5 DU /GA 50 6.0 DU /GA 52 6.5 DU /GA 54 7.0 DU /GA 56 PUD's, condos, apartments, %impervious commercial businesses & must be industrial areas computed I Separate curve number shall be selected for pervious & impervious portions of the site or basin (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street /storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. III -1 -12 FEBRUARY, 1992 DETENTION /ORIFICE DESIGN 12/7/98 4 :59:15 pm STORM DRAINAGE REPORT JOB NO. 95064 Pacific Engineering Design, Inc page TUB <WILA OFFICE BLDG. STAGE STORAGE TABLE UNDERGROUND PIP` ID No. 1 Description: 72- INCH =DIA. UNDERGROUND PIPE Diameter: 6.00 ft. Length: 90.00 ft.' Slope...: 0.0000 ft /ft upstr: dnstr: STAGE (- ---STORAGE - - - -) STAGE (- ---STORAGE -- --) STAGE (777-STORAGE-7-) STAGE (----STORAGE - ---) (ft) -- -cf - -- -- Ac -Ft- (ft) -- -cf --- - -Ac -Ft (ft) -- -cf - -- - -Ac -Ft (ft) -- -cf - -- --Ac -Ft -` 62.42 62.50 62.60 62.70 62.80 62.90 63.00 63.10 63.20 63.30 63.40 63.50 63.60 63.70 63.80 63.90 0.0000 6.6244 22.244 42.936 67.531 95.370 126.00 159.10 194.40, 231.68 270.76 311.48 353.70 397.29 442.15 488.16 0.0000 0.0002 0.0005 0.0010 0.0016 0.0022 0.0029 0.0037 0.0045 0:0053 0.0062 0.0072 0:0081 0.0091 0.0102 0.0112 64.00 64.10. 64.20 64.30 64.40 64.50 64.60 64.70 64.80 64.90 65.00 65.10 65.20 65.30 65.40 65.50 535.23 583.26 632.18 681.90 732.35 783.45 835.12 887.31 939.94 992.96 1046 1100 1154 1208 1262 1316 0.0123 0.0134 0.0145 0.0157 0.0168 0.0180 0.0192 0.0204 0.0216 0.0228 0.0240 0.0252 0.0265 0.0277 0.0290 0.0302 ........... 65.60 1369 0.0314. 67.20 65.70 1423 0.0327 67.30 65:80 1477..0.0339 67.40 65.90 .1530 0.0351 67.50 66.00 1584 0.0364' 67.60 66.10 1636 0.0376 67.70 66.20 1689 0:0388 67.80 66.30 1741. 0.0400 67:90 66.40 1792. 0.0411 68.00 66.50 1843 0.0423 68.10 66.60 1893 0.0435 68.20 66.70 1942 0.0446 68.30 66.80 1990 0.0457 68.40 66.90 2038 0.0468 68.50 67.00 2084 0.0478 67.10 ' 2130 0.0489 2174 2216 2258, 2298 2336 2372 2406 2437 2466 2492 2515 2533 2544 2545 0.0499 0,0509 0.0518 0.0527 0.0536 0.0544 0.0552 0.0560 0,0566 0.0572 0.0577 0.0581. 0.0584 0.0584 12/7/98 4:59:16 pm STORM DRAINAGE REPORT JOB NO. 95064 Pacific Engineering Design Inc page TUKWILA OFFICE-.BLDG STAGE DISCHARGE'TABLE MULTIPLE ORIFICE ID No. 1 Description: ORIFICE DISCHARGE ASSEMBLY Outlet Elev: 62.42 Elev: 60.42 ft Orifice Diameter.: 1.2773 in. Elev: 66.02 ft Orifice 2 Diameter: 3.3984 in. Elev: 66.72 ft Orifice 3 Diameter: 0.9375 in. STAGE ( -- DISCHARGE - - -) STAGE (- =DISCHARGE -- -) STAGE .( -- DISCHARGE -- -) `STAGE .:(--DISCHARGE ---) (ft) - - -cfs (ft) -- -cfs (ft) . - - -cfs - (ft) - -. -cfs.: 62.42 62.50 62.60 62.70 62.80 62.90 63.00 63.10 63.20 63.30 63.40 63.50 63.60 63.70 63.80 63.90 0.0000 0.0125 0.0188 0.0234 0.0273 0.0307 0.0337 0.0365 0.0391 0.0415 0.0438 0.0460 0.0481 0.0501 0.0520 0.0539 64.00 64.10 64.20 64.30 64.40 64.50 64.60 64..70. 64.80 64.90 65.00 65.10 65.20 65.30 65.40 65.50 0.0557 0.0574 0.0591 0.0607 0.0623 0.0639 0.0654 0 :0669 0.0683 0.0697 0 :0711 0 :0725 0..0738 0 :0751 ,0.0764 0.0777 65.60 65.70 65.80 65.90 66.00 66.10 66.20. 66.30 66.40 66.50 66.60 66,70 66.80 66.90 67.00 67.10 0.0790 0.0802 0.0814 0.0826 0.0838 0.1736 0,2191. 0.2531 0.2815 0.3066 0.3292 0.3500 0.3762 0.3978 0.4176 0.4362 67.20 0.4538 67.30 0.4706 67.40 0:4867 67.50 :0.5021 67.60 0.5171. 67.70 ' 0.5316 67.80 0.5456 67.90 ,.0.5593. 68.00 0.5726 68.10 0.5856 68.20 0.5982 68.30 0.6106 68.40 0.6227 68.42 0.6251 12/7/98 5:4:47 pm STORM DRAINAGE REPORT J08 NO. 95064 Pacific Engineering Design Inc page TUKWILA OFFICE BLDG. STAGE DISCHARGE TABLE RISER DISCHARGE ID No. 2 Description: RISER OVERFLOW Riser Diameter (in): 12.00 elev: 68.42 ft Weir Coefficient...: 9.739 height: 68.92 ft Orif Coefficient...: 3.782 incrern :. 0.10 ft STAGE ( -- DISCHARGE -- -> STAGE. ( -- DISCHARGE- - -> .STAGE ( -- DISCHARGE ---> STAGE :::(-- DISCHARGE--- ). (f,t) - -- cfs -- • (ft) -- -cfs (ft) - - -cfs (ft) = -cfs 68,42 0.0000 69.50 0.2204 68.60 0.7437 Cl2- 68,80 2.2813. 68.92 2:6743 68.70 1.4430 x5 68.90 2.6202 Ct �leo :ve /f ek ,+pLA.) 12/7/98 4 :59:17 pm STORM DRAINAGE REPORT JOB NO. 95064 Pacific Engineering Design Inc page TUKWILA OFFICE BLDG. LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO -. -DIS- (- PEAK -) OUTFLOW STORAGE DESCRIPTION ) (cfs) (cfs) - -id- - -id- (- STAGE) id (cfs) VOL (cf) 1/2 2-YR /2-YR 0.08 0.36 1 1 65.94 7 0.08 "1551.86 cf 10 -YR. 0.34 0.57. 1 1 66.65 8 0.34 1915.38 cf 1000R, 0.56. 0.82 1 1 67.90 9 0.56 2438.14 cf . 100 -YR, 7 -DAY 0.00 0.46. 1 1 66.82 12 0.38 1997.52 cf BIOFILTRATION DESIGN PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS JOB 1LR).-US c)FF\ cic.q0"/ SHEET NO 1 OF /98 CALCULATED BY DATE 77: • • • I i ! i , • • ,• : • ... j. ... • 1(-••1 ......... Al 17•0 • • ';•• (,,ck )(awl CoLic.)*; wE-ct- 4' : : . . . . . .• .• . .• • . : . , : : ' . : ; . . . i . . • • . I • . . . 'I. • ; I : • PT* • I. • .. ••• ! : r ,_ _ , il 7-6' .,-,,Y;6 \--:.7N ,- :-.7.1. 1 , • , Vi e.,1:(xA.i.--/ z..,•4 , i 7 1 P..t../ . . . . . ; , J . . i •!-.)c..>-E..- ::,; : 6-6. .: Er..11 . : . . . . . i . . . . . : J • : . 1 : • . . . , • i . , .. ■ : : .1 ... ... ; ; ■ . : i•- 0P tc3 ! 1 . . . . . -.. iSk-ci\tz-.:- \-0i3s-- \(-4=9-51 iC Is--) (41 Skj C Ffic.-67 : ) - tr7o4ici. • , I 1 , , 0 e OrrS L-0\17\r) O 7 F- ., .) ! s 1.1 = 237 : . 4L7 5/- SP 1 i 1 i ' : I • ; A-C) P'.C.7..C.."5Q • Li 74 j 4 I i . , . I ; i • ! I 3 i i . ; l• ; I : . i i 1 I I .• . S• 4 4 . 1 1 : • . 4 . : . . . ; . : ... : ; .• I ; I . 4 i 1 I I ■ s i . i • J 7 1 ' ! '. '. .....?.. . • i .... 4 J , i J . ... i I , . • i i I I I O'M ; Lij I i 1 . t iittrt i .. .\., '1.E...<'. .... ! 41,.' /:-;-eel)oi(ve : :. . i . • • , I ,. . i 1 , ........... . .A..A.j. — . •-, • ' •i• • ...i. i i Cr' : .....„ -.■....... ' .1.,.. ■ . a... ■ .. 1 ..... : . j I . i I • i ) C.) ) Fill / )7-7-7 ■ . ; 1 1 '.; I ■ I i ! ■ t : , , r • , ,,, , , It •,. • • • . . , • ; . , . ; ; . • , , ; . • • . , . . , I t : 3 3 t i i 1 ! 1 r i • I . • 4 I . , 1 r I ; 4 ; I . , I 3 I . • . I . . . • . I i I I 3 i t ! t 3 i It i II • t I : • • i t i i I i t 4 • I ; I . t 3 I I i I ! I 3 ; i • ; I i , I •, ... . • -,••• i i i I 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431-7970 FAX: 431-7975 1. 1 1 1 MAN-MADE CHANNELS VARIABLES LIST: Y - FLOW DEPTH B - CHANNEL BOTTOM WIDTH S - CHANNEL SLOPE Q - FLOWRATE M - CHANNEL SIDE SLOPE N - CHANNEL ROUGHNESS VARIABLE TO BE SOLVED (Y,Q,B,M,S OR N) ? B Y (FT) 2,0..33 Q (CFS), :? 0.083 M (FT/FT) .? • S (FT/FT) .02' N (FTA1/6) 2. 0.35 <Shift> <Prt Sc> print RESULTS . B= 0.37 FT A= 0.45 SF p= 2LIm 5 V= 0.19 FPS F= 0.07 SUB-CRITICAL FLOW <Return> repeat, <Space Bar>.back to menu. VARIABLES LIST: Y - FLOW DEPTH Q - FLOWRATE MAN -MADE CHANNELS B - .CHANNEL BOTTOM WIDTH M - CHANNEL SIDE SLOPE VARIABLE TO BE SOLVED (Y,Q,B,M,S OR N) ? Y Q (CFS) 2 0.82 B (FT) ?:1.50 M (FT /FT). ? 3 S (FT /FT) ?..02, N (FT ^1/6) ? .030. RESULTS E.- - CHANNEL SLOP N - CHANNEL ROUGHNESS <Shift> <Prt Sc> print <Return> repeat. . <Space:Bar> back to menu KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 4.6.4 BIOFILTRATION FACILITIES Core Requirement #3, in Section 1.2.3, specifies when biofiltration facilities must be provided to treat proposed project runoff. Note, biofiltration facilities may be installed prior to, or following, peak rate runoff control facilities but will always precede water quality ponds, vaults or swales. Facilities designed to improve the quality of storm and surface water runoff through the application of biofiltration have been shown by a number of studies to be effective in removing a significant amount of the total suspended solids, fine sediments, some non - soluble heavy metals, and some nutrients from the runoff. Locally, a study by Professor Richard Horner of the University of Washington's Civil Engineering Department, sponsored by the Washington State Department of Ecology, the Municipality of Metropolitan Seattle (METRO), King County, and the cities of Bellevue, Mountlake Terrace and Redmond, developed guidelines for sizing biofiltration swales and filter strips. In addition, work performed by Dr. Gary Minton, Resource Planning Associates, for the City of Seattle "Water Quality: Best Management Practices" Manual has demonstrated the practical application of the results of both theoretical and empirical research to the design of biofiltration facilities. There are two types of biofiltration facilities described in this Section. They are biofiltration swales and filter strips. A biofiltration swale is essentially a vegetation lined channel with the runoff treated by flowing at a shallow depth and relatively slow velocity through the vegetation. The biofiltration swale is best suited to treat runoff that has been collected and concentrated such as at the outfall to a peak rate runoff control facility. Filter strips are areas covered by vegetation over which runoff sheet flows at a very shallow depth and in a dispersed manor. Filter strips are well suited to treating runoff from impervious areas such as parking Tots where frequent gaps in the extruded asphalt curbing provide dispersed inflow points to the filter strip. Design Criteria General o Biofiltration swales and filter strips shall be designed consistent with the requirements for conveyance system analysis and route design criteria in Section 4.3.2 and the design criteria for open channels in Section 4.3.7, unless superseded by the following design criteria. o Biofiltration swales shall have a maximum bottom width of 50 feet. o Biofiltration swales shall have one foot high (and one foot keyed below the swale invert) check dams placed every 50 ,feet along their length starting 20 feet downstream from the inflow point. The check dams shall have 2:1 side slopes and be constructed of rip rap per table 4.3.6A (100 % passing an 8" sieve). o Curbing for impervious areas tributary to filter strips shall be designed with a one -foot gap for every 5 feet of curbing. o The transverse slope of impervious areas tributary to filter strips shall be level, and the impervious area cross slope shall not exceed 10 percent. Geometries o Biofiltration swales shall be trapezoidal or rectangular in shape, based on the side slope and stabilization criteria contained in Section 4.3.7. o The length of biofiltration swales should be at least 200 feet, wherever feasible. The length may be reduced to a minimum of 50 feet provided the surface area of the design water surface at the biofiltration design flow is equal to that computed based on a 200 foot length (see Method of Analysis below). o The 200 feet of biofiltration swale length may be achieved by dividing the swale into segments (minimum 50 feet in length) with interconnecting pipes to transfer runoff between segments. This is particularly useful on slopes which exceed 6 percent where the segments can traverse the slope and thus "step" the biofiltration swale down the slope. IS 4.6.4 -1 11/92 30 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL o Filter strips shall be designed so that each lineal foot of length will receive runoff from a maximum of 140 square feet of impervious surface. o Filter strips shall be a minimum of 15 feet in width and a maximum of 30 feet in width (both measured in the plan view). Slope o Biofiltration swales may have slopes up to 6 percent. o Where the slope of a biofiltration swale will be less than 0.5 percent, or the seasonal mean ground water level will be at or above the swale bottom, emergent wetland vegetation must be planted. o Filter strips shall have a minimum cross slope of 2 percent and a maximum cross slope of 15 percent. o The transverse slope of filter strips (at the point where the filter strip meets the impervious surface) shall be level. o Runoff from a filter strip shall be intercepted at the bottom of the strip by a swale sized to convey the peak rate of runoff for the maximum design storm event away from the bottom of the strip. Vegetation Biofiltration swales and filter strips shall be vegetated based on the physical conditions using either an urban (lawn and other areas to be frequently mowed), rural (for use in areas to be left un -mowed end more natural in appearance), or wetlands (swales only) seed mixture (per Section 5.5.4). Methods of Analysis Use Manning's Equation Method for Preliminary Sizing of Open Channels, as described in Section 4.3.7, to determine the cross - sectional geometry of a biofiltration swale using the following parameters. Biofiltration Design Flow Rate o Biofiltration swales shall be sized using a biofiltration design flow rate as specified in Core Requirement 1/3, in Section 1.2.3, using the hydrograph methods described in Chapter 3. o Filter strips shall be sized by providing 0.23 square feet of strip per one foot length of tributary unit area of impervious surface. Manning's Roughness "n" o Use a Manning's "n" of 0,35 when sizing a biofiltration swale for biofiltration function. Use an appropriate Manning's "n" from Table 4.3.7B (such as 0.027 for (awns) when evaluating the swale for conveyance capacity and maximum velocity for stability. Slope o Regardless of the actual proposed biofiltration swale slope, use a slope of 2 percent when sizing the swale for biofiltration function. Use actual proposed slope when evaluating the swale for conveyance capacity and stability. Velocity o The velocity of runoff through the biofiltration swale or filter strip at the biofiltration flow rate shall not exceed 1.5 feet per second at a Manning's "n" of 0.35. * �* 4.6.4 -2 11192 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL. o The velocity of runoff through the biofiltration swale or filter strip for the maximum conveyance capacity design flow rate (see Core Requirement #4, Section 1.2.4) shall not exceed 5 feet per second. Design Flow Depth o Biofiltration swales shall be designed using a design flow depth at the biofiltration design flow rate by assuming a win -ter design height of vegetation as shown in Table 4.6.4A. TABLE 4.6.4A DESIGN FLOW DEPTH BY TYPE OF VEGETATION Type of Vegetation Winter Design Height Design Flow Depth Urban (lawns) 3 inches 1 inch • Rural (natural areas) 6 inches 4 inches Wetlands (wet areas) 10 inches 8 inches Design Process Biofiltration Swales 1. Compute the biofiltration design flow rate. 2. Determine the preliminary route and actual slope. 3. Compute the bottom width of the swale based on the proposed vegetation type and side slopes (3 to 1 preferred). 4. Check the velocity at the biofiltration design flow rate (Ignore the check dams and use the actual swale slope). If in excess of 1.5 feet per second, re- design the swale by decreasing the actual swale slope, stepping down the slope by dividing the swale into segments, or increasing the width. 5. If the swale length must be less than 200 feet in length, compute the surface area of the design water surface at the biofiltration design flow rate and widen the shortened swale to provide an equivalent surface area. 6. Use the conveyance capacity maximum design flow rates and establish the required swale depth to provide adequate freeboard. 7. Check the maximum velocity in the swale at the maximum design flow rate (Ignore the check dams when computing the maximum velocity.) If greater than 5 "feet per second re- design the swale by decreasing the actual swale slope, stepping down the slope by dividing the swale into segments, or increasing the width. Filter Strips 1. Compute the required width of the filter strip by calculating the length of of tributary unit area of impervious surface per one foot length of strip and multiplying times 0.23 feet. 2. Determine the preliminary design of the filter strip. 3. Size the swale at the toe of the filter strip to convey the maximum design flow rates from the area tributary to the filter strip. 4.6.5 COALESCING PLATE OIL /WATER SEPARATORS Coalescing plate oil /water separators are used to effectively remove oil and grease from surface water. They operate by using differential gravity separation of particles that have a different density than water. Particles of higher density than water (such as sediments) will settle down to the bottom, while particles with a lower density than water (such as oils) will rise to the top. Once separated from the water column the particles of interest can be removed. The most effective separator designs employ a series of parallel inclined plates that shorten the distance particles have 11/92 1 1 1 1 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL to settle and provide for self - cleaning of the plates through inclination at an angle in excess of the angle of repose of the particles. Coalescing plate oil /water separators shall be designed to meet the requirements of Special Requirement #6, in Section 1.3.6. Design Criteria o See Figure 4.6.5A for sample detail. o The amount of area contributing runoff to the separator should be limited to that area which will actually introduce oil and grease into the runoff in order to avoid needlessly over - sizing the facility. o A gravity drain shall be provided one foot above the bottom of the separator vault and sized to allow the facility to be completely drained in one hour. o Peak runoff flows above that for the water quality design storm (Pt -wq) must bypass the facility in a separate conveyance to the point of discharge. A mechanism must be provided at the bypass point to allow the facility to be manually taken "off- line" for maintehance and repair. o The actual design and manufacture of the separator plates requires a detailed understanding of the internal hydraulic parameters required to optimize particle removal (such as plate spacing, angle of inclination) as well as selection of the most reliable materials for plate fabrication. Design engineers are, therefore, encouraged to employ pre- manufactured and standardized separator assemblies in the facilities they design supplied by well - established water resource equipment firms. o The spacing and construction of structures, materials allowed, accessibility for maintenance, easements, and hydraulic design methods shall be the same as those described for detention vaults in Section 4.4.6. o Oil /water separators shall be placed before biofiltration, water quality, and infiltration facilities except those facilities which are fed directly by sheetflow. Method of Analysis The storage volume in the separator vault and the size of the separator assembly shall be based on a process flow rate computed using the hydrograph methods described in Chapter 3, and on the separator assembly manufacturer's design criteria. 4.6.5 -2 11/92 TEMPORARY EROSION CONTROL POND DESIGN PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS JOB TULU1l OFF:\ 0-.7. 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Suite 16 Bellevue. \\.\ 93005 (2066) 747.5618 FAX 7478561 ST Corporation 1200 South 192nd Street, Suite 300 Seattle, Washington 98148 Attention: William Van Geelkerken Subject: Geotechnical Engineering Study Proposed Office Building 15208 - 52nd Avenue South Tukwila, Washington Dear Mr. Van Geelkerken: August 10, 1995 JN 95267 We are pleased to present this geotechnical engineering report for the office building to be constructed at 15208 - 52nd Avenue South in Tukwila. The scope of our work consisted of exploring site surface and subsurface conditions and then developing this report to provide design criteria for foundations, retaining walls, and pavements and recommendations for general earthwork. You authorized our work by accepting our proposal, P -3637, dated July 19, 1995. The subsurface conditions of the proposed building site were explored with seven test pits and one boring that generally encountered loose to medium- dense, native sands and silts beneath 1 to 3 feet of topsoil and fill. The native soils are suitable to support relatively conventional footings. The footing excavations encountering the native sands will need to be wetted and compacted with a hoe -pack prior to placing forms. Where the native silts are exposed in the foundation excavations, the subgrade should be protected with a layer of crushed rock. Some groundwater seepage could be encountered in the deeper excavations for the lower floor, particularly during the wet season, This would require some dewatering of the excavations. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or if we can be of further assistance during the design and construction phases of this project. A Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Associate 36 GEOTECHNICAL ENGINEERING STUDY Proposed Office Building 15208 - 52nd Avenue South Tukwila, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed office building to be constructed at 15208 - 52nd Avenue South in Tukwila. The general location of the site is illustrated on the Vicinity Map, Plate 1. We were provided with conceptual plans showing the proposed building footprint and finish floor elevations. Rolf Preuss Associates developed these plans. The property dimensions, the existing topography, and the locations of the existing structures on the 'site : :sere indicated on the site plan. Based on these plans, we anticipate that the proposed building will consist of two floors over a basement parking garage that will daylight toward the east and south. The finish floor elevation for the parking garage is to be 70 feet, which will result in maximum cuts of approximately 18 feet below the existing grade for the foundation construction at the garage's northwestern corner. The footings for the first and second floors will step up toward the north and west from the parking garage wall. On -grade paved parking will be located east and north of the building. A drive ramp will slope up toward 52nd Avenue South along the southern side of the building for access to the garage and eastern parking. SITE CONDITIONS Surface The irregularly shaped site is located between an Interstate 5 right -of -way and 52nd Avenue South. An off -ramp for southbound Interstate 5 abuts the eastern property line. At the time of our field work, the site was developed on its northern half with a residence and a detached garage. With the exception of a gravelled driveway north of the house and a grass yard close to the residence, the remainder of the site was covered with blackberry vines. Shrubs and medium -sized trees were scattered around the property. An abandoned wooden shed was located on the southern portion of the site. The ground surface on the site and in the general vicinity is characterized by gentle slopes dropping toward the southeast. The northern approximately one -third of the property is relatively level. Slopes on the southern portion of the site have inclinations of less than 20 percent. No indications of slope instability, near- surface soil creep, or seepage at the ground surface were observed during our site visits. Development around the site is a mixture of commercial and residential buildings. Office buildings are located immediately to the north, west, and south of the property. Single - family and multifamily housing exists further to the north and northeast of the site. 37 c;1'.c) 11t('11CONSUL'1'AN'15, 1hC. ST Corporation August 10, 1995 Subsurface JN 95267 Page 2 The subsurface conditions were explored by excavating seven test pits and drilling one boring at the approximate locations shown on the Site Exploration Plan, Plate 2. The field exploration program was based upon the proposed construction and required design criteria, the site topography and access, the subsurface conditions revealed during excavation, the scope of work outlined in our proposal, and the time and budget constraints. The test pits were excavated on August 1, 1995 with a rubber -tired backhoe. A geotechnical engineer from our staff observed the excavation process, logged the test pits, ar4 obtained representative samples of the soils encountered. "Grab" samples of selected subsurface soils were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 through 6. The single boring was drilled on July 31, 1995, using a truck - mounted, hollow -stem auger drill. Samples were taken at 5 -foot intervals with a standard penetration sampler. This split - spoon sampler, which has a 2 -inch outside diameter, is driven into the soil with a 140 -pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soils encountered. The Test Boring Log is attached as Plate 7. In the explorations, we encountered a 1- to 3 -foot layer of loose, silty sand topsoil and fill below the surface vegetation. Below this surficial layer, the test pits and boring revealed loose to medium -dense sands with low silt contents. Thin layers of stiff silt were observed in these sands in several of the test pits. In the boring and Test Pit 1, we encountered dense, glacially consolidated sands and silty sands. These dense soils were found at a depth of 11 feet in Test Pit 1 and a depth of about 26 feet in Boring 1. The native sands that underlie the loose topsoil and fill appear to be recessional deposits resulting from streams flowing off glaciers and hillsides after the last glaciation. The silt layers found within the recessional sands resulted from small lakes or ponds that would allow these fine sediments to settle out. The glacially consolidated soils that underlie these recessional deposits slope down toward the east or southeast, based on the results of Test Pit 1 and Boring 1. The final Togs represent our interpretations of the field Togs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. If a transition in soil type occurred t',i {(s l lid i l ¼ 'u sSUL AN IS, INC. ST Corporation August 10, 1995 JN 95267 Page 3 between samples in the boring, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the logs are interpretive descriptions based on the conditions observed during excavation and drilling. The compaction of backfill was not in the scope of our services. Loose soils will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. groundwater • 4 Groundwater seepage was observed in Boring 1 at a depth of about 20 feet and in Test Pit 6 at a depth of 11 feet. The explorations were left open for only a short time period and were conducted during summer months. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater levels could be higher during winter and spring months. CONCLUSLON51IND ECO.MMENDAT1O S General The subsurface explorations conducted for this study indicate that the site is underlain by loose to medium -dense sands containing occasional layers of stiff silt. These native soils are suitable to support the proposed building on conventional foundations. Prior to placing concrete, the footing subgrades comprised of native sands will need to be wetted and compacted with a hoe -pack. We recommend accomplishing the footing excavation with a smooth backhoe bucket to limit disturbance. A layer of crushed rock can be laid in footing excavations that encounter silts in order to limit subgrade softening under worker foot traffic. The footings for the Upper-two floors will be located behind the foundation walls for the floors below them. To prevent the upper footings from surcharging the lower walls, the upper footings must be bottomed below a 1.5:1 (Horizontal:Vertical) imaginary zone extending up from the base of the lower walls. This will likely require lowering the footing elevations for the upper two floors in areas. Grade beams may be required for continuous footings to span the basement backfill. The temporary cuts should be possible without shoring. if excessive groundwater is encountered in the excavations, which is most likely to occur in the deep excavations for the parking garage's northwestern corner, it will be necessary to cut the temporary slopes at a flatter inclination. Additional temporary slope protection and temporary dewatering could be required where significant seepage is encountered. 3°) ST Corporation August 10, 1995 JN 95267 Page 4 The native sand soils should be suitable for structural fill and general wall backfill, if they are placed and compacted during dry weather. Wet weather placement will generally be unfeasible due to the fine - grained nature of the sands. It may not be possible to compact the sands to 95 percent of the maximum density without repeated compaction and moisture conditioning. We have encountered this problem with similar sands on other sites. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, develop- ment, and geotechnical constraints that become more evident during the review process. Cosventio.ttalioundatioris The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, native sands, or on structural fill placed above these competent, native soils. The native sands must be compacted prior to placing concrete or structural fill. See the later sub - section entitled nelal_EarTh or aQd Structural Fill for recom- mendations regarding the placement and compaction of structural fill beneath structures. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. They should be bottomed at least 12 inches below the lowest adjacent finish ground surface for frost protection. The Ioca1 building codes should be reviewed to determine if different footing widths or embedment depths are required. The footing subgrade must be cleaned of loose or disturbed soil prior to pouring compacting the subgrade. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand or simply excavating the footings using a smooth bucket on the backhoe. Some overexcavation may be required below the shallower footings to expose competent, native soils. Unless lean concrete is used to fill the overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 3- foot -wide footing must be at least 5 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings constructed according to the above recommendations and placed directly on competent, native soils or structural fill.' A one -third increase in this design bearing pressure may be used when considering short-term wind or seismic Ioacls. For the above design criteria, it is anticipated that the total post - construction settlement of footings founded on go ST Corporation August 10, 1995 JN 95267 Page 5 competent, native soils, or on structural fill up to 5 feet in thickness, will be about 1 inch, with differential settlements on the order of one -half inch in a distance of 50 feet along a continuous footing. Lateral loads due to wind or seismic forces may be resisted by friction between the founda- tion and the bearing soils, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil, or surrounded by level, structural fill. We recommend the following design values for the foundation's resistance to lateral loading: Ear amder Design Value Coefficient of Friction 0.40 Passive Earth Pressure 300 pcf Where: (1) pcf is pounds per cubic foot. (2) Passive earth pressure is computed using the equivalent fluid density. If the ground in front of the foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. Seismic Considerations The site is located within Seismic Zone 3 as illustrated on Figure No. 23 -2 of the 1991 Uniform Building Code (UBC). In accordance with Table 23 -J of the 1991 UBC, the site soil profile is best represented by Profile Type S2. The native sands below the site have a low potential for liquefaction due to the absence of a near - surface water table. This is confirmed by our review of the geologic map entitled Liquefaction Susceptibility of the Des Moines Quadrangle (Palmer et al., 1994), which designates the site to have a low liquefaction susceptibility. Slabs -on -Grade The building floors may be constructed as slabs -on -grade atop the native sands. The subgrade soils must be in a firm, non - yielding condition at the time of slab construction or underslab fill placement. We recommend compacting the slab subgrade with a vibratory roller prior to placing concrete. Any soft areas encountered should be excavated and replaced with select, imported, structural fill. 4( ST Corporation August 10, 1995 JN 95267 Page 6 All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of coarse, free- draining, structural fill with a gradation similar to that discussed later in Permanent Foundation and Retaining Walls. In areas where the passage of moisture through the slab is undesirable, a vapor barrier, such as a 6 -mil plastic membrane, should be placed beneath the slab. Additionally, sand should be used in the fine - grading process to reduce damage to the vapor barrier, to provide uniform support under the slab, and to reduce shrinkage cracking by improving the concrete curing process. Permarnent_E ndati a nd .Retaining.WaIt Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soils they retain. The following recommended design parameters are for walls that restrain level backfill: parameter _ Desjgn Value Active Earth Pressure* Passive Earth Pressure Coefficient of Friction Soil Unit Weight 35 pcf 300 pcf 0.40 130 pcf Where: (1) pcf is pounds per cubic foot. (2) Active and passive earth pressures are computed using the equivalent fluid densities. * For restrained walls that cannot deflect at least 0.002 times their height, a uniform lateral pressure of 25H psf should be used for the active earth pressure. H is the effective design height of a wall. The values given above are to be used to design permanent foundation and retaining walls only. The passive pressure given is appropriate for the depth of level, structural fill placed in front of a retaining or foundation wall only. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above recommended values to design walls. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no'surcharge slopes or Toads, such as vehicles, will be placed behind the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Also, if sloping backfill is desired behind the walls, we will need 4 2. ST Corporation August 10, 1995 JN 95267 Page 7 to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The compaction of backfill near the walls should be accomplished with hand- operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. • • . Retaining Wall Backfill Backfill placed behind retaining or foundation walls should be coarse, free - draining, structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand soils are used as backfill, a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining wails. The drainage composites should be hydraulically connected to the foundation drain system. Where seepage is encountered in the excavations, the wall backlit{ should consist entirely of free - draining gravel. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build -up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a relatively impermeable soil or topsoil, or the surface should be paved. The sub - section entitled General Earthwork_ and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof the below -grade walls. If moist conditions or some seepage through the walls are not acceptable, damp - proofing or waterproofing should be provided. This could include limiting cold - joints and wall penetrations, and possibly using bentonite panels or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion is not considered waterproofing, but it will help to prevent moisture, generated from water vapor or capillary action, from seeping through the concrete. Excavations and Slopes Excavation slopes should not exceed the limits specified in local, state, and national govern- ment safety regulations. Temporary cuts to a depth of about 4 feet may be attempted 4' Gi:U L i :CH i (:UNSUL't AN IS, INC. ST Corporation August 10,1995 JN 95267 Page 8 vertically in unsaturated soils. Based upon Washington Administrative Code (WAC) 296, Part N, the unsaturated, native soils at the subject site would be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated in these soils at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. Flatter cut slopes or shoring will be necessary where excessive groundwater seepage is encountered. The above recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsup- ported for a relatively short duration to allow for the construction of foundationst.retaining walls, or utilities. It will be important to protect the temporary cut slopes with plastic sheeting. This will prevent erosion during wet weather and reduce the drying of the near - surface sands during dry weather. The native sands will experience more ravelling, if they are allowed to loose their moisture. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sands can cave suddenly and without warning. Contractors should be made especially aware of this potential danger. We anticipate that some shallow ravelling of the cut slopes may occur. All permanent cuts into native soils should be inclined no steeper than 2:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This could be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. ra' age Considerations We recommend the use of footing drains at the base of all foundation and retaining walls. These drains should be surrounded by at least 6 inches of 1 -inch- minus, washed rock and then wrapped in non- woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, the perforated pipe invert should be at least as low as the bottom of the footing, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 8. For the best long -term performance, perforated PVC pipe is recommended for the footing drains. ■i:U s (.0 jULIe N IS, IIVC. ST Corporation August 10, 1995 JN 95267 Page 9 Groundwater was observed during our field work. If seepage is encountered in the excavations, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottoms of the excavations. The excavations and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building should slope away at least 2 percent, except where the area is paved. Pave rn e,ittALas All pavement sections may be supported on competent, native soils provided these soils can be compacted to a 95 percent density and are in a stable, non - yielding condition at the time of paving. Structural fill or fabric may be needed to stabilize soft, wet, or unstable areas. We recommend using Supac 5NP, manufactured by Phillips Petroleum Company, or a non -woven fabric with equivalent strength and permeability characteristics. In most instances where unstable subgrade conditions are encountered, 12 inches of granular, structural fill will stabilize the subgrade, except for very soft areas where additional fill could be required. The subgrade should be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in a later sub - section entitled General Earthwork and Structural Fill. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. The pavement for lightly loaded traffic and parking areas should consist of 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt - treated base (ATB). We recommend providing heavily loaded areas with 3 inches of AC over 6 inches of CRB or 4 inches of ATB. Heavily loaded are are typically main driveways, dumpster sites, or areas with-truck traffic. The pavement section recommendations and guidelines presented in this report are based on our experience in the area and on what has been successful in similar situations. Some maintenance and repair of limited areas can be expected. To provide for a design without the need for any repair would be uneconomical. Ge eral Earthwork and StLuctural Fill All building and pavement areas should be stripped of surface vegetation, topsoil, organic soils, and other deleterious material. It is extremely important that the foundations and slabs 4s t;t:c, t1:: tt l :uNsUL•GAC' t;, INC. ST Corporation August 10, 1995 JN 95267 Page 10 for the existing structure also be removed, The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non - structural areas, such as landscape beds. Structural fill is defined as any fill placed under a building, behind permanent retaining or foundation walls, or in other areas where the underlying soils need to support Toads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill soils is very important and must be closely controlled during the filling and compaction procestis. The allowable thickness of the fill lift will depend on the material type selected, the compac- tion equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. The following table presents recommended relative compactions for structural fill: Minimum Relative Location of .Ej!lLplacemtent Comp_gdion Beneath footings, slabs, or 95% walkways Behind retaining walls 90% Beneath pavements 95% for upper 12 inches of subgrade, 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557 -78 (Modified Proctor). Use of On -Site Soils If grading activities take place during wet weather, or when the silty, on -site soils are wet, site preparation costs may be higher because of delays due to rains and the potential need to import granular fill. The on -site soils are generally _silty and thus moisture- sensitive. Grading operations will be difficult during wet weather, or when the moisture content of these soils exceeds the optimum moisture content. 61:(111:: :11 Ck)i,SUL'<<\i, IS, INC. ST Corporation August 10, 1995 JN 95267 Page 11 The moisture content of the siltier on -site soils must be at, or near, the optimum moisture content, as they cannot be consistently compacted to the required density when the moisture content is significantly greater than optimum. The moisture content of the on -site soils was generally near, or below, the estimated optimum moisture content at the time of our explorations. The on -site sand soils underlying the topsoil could be used as structural fill, if grading operations are conducted during hot, dry weather, when drying the wetter soils by aeration is possible. Due to the fine- grained nature of the on -site sands, adequate compaction could require repeated efforts and close monitoring of the moisture content. We have experienced problems in obtaining the required compaction with similar soils on other site§. Moisture - sensitive soils may also be susceptible to excessive softening and "pumping" from construction equipment, or even foot traffic, when the moisture content is greater than the optimum moisture content. It may be beneficial to protect subgrades with a layer of imported sand or crushed rock to limit disturbance from traffic. Ideally, structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three - quarter -inch sieve. LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soils encoun- tered in the test pits and boring are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits and borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of ST Corporation and its representa- tives for specific application to this project and site. Our recommendations and conci isions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in d-7 (;1:.0.11:(1 I C'O •cstI1 J:.. =� INC:. ST Corporation August 10, 1995 JN 95267 Page 12 accordance with current standards of practice within the scope of o:l• services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. We recommend including this report, in its entirety, in the project contract documents so the contractor may be aware of our findings. ADDITIONAL. SE.BV(CES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the intent of contract plans and specifications, and to provide recommendations for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. The following plates are attached and complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 6 Test Pit Logs Plate 7 Boring Log Plate 8 Footing Drain Detail dc( :11 :0'11:.la1 ST Corporation August 10, 1995 JN 95267 Page 13 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. MRM /JRF:jcv cc: Rolf Preuss Associates Respectfully submitted, GEOTECH CONSULTANTS, INC. f EXPFRES 10125 /T5 • Marc R. McGinnis, P.E. Associate )4,21/ James R. Finley, Jr., P.E. Principal 4c, I I'.(11 C.t)NSUL:1 ?\RIS. INC. 51 S 1 8Th 51 �y rl , 1 �. s127rwOl`':rj P1'.. 162 L18 FDSTE HS 144 . FS ST ST S 1 +9n, S 158TH S l6IS ST 1624 ST STMHOER s 167rr4 Sr ST —172HO s ^ 172H0 PL K sr S 1 7rH LI8 sr VICINITY MAP 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No. 1 95287 Gorr AUG 1995 1 i f m / z / / / r 1 1 // a7i /- F L _ _ J / y //i a W Z F a / / / / / o a- N / L. / ; I r - - - -1 I 1 F • I I ,g Ili 1 1 I yD 1 L_ __,1 _! w= /g0 —/ rng 1 i� I r -/ . SI 52nd AVENUE SOUTH SITE EXPLORATION PLAN 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON 0 0 0 a a Alktv 41-0 4 rw rr< T! r!_^..% vL^ T: OT. 1ww••.'+ lr.«^.< siw... M.• TW��: r+\ t: r:'l iY-' F[.* tretr: nelf•:; itt:•G i•. rJ A[. w,f l7N re«-,M✓ zrrrnrrt' ^nr,r:r'!r`L'+TT:Yi. ecfl��•f... OTT,. 1 0 5 10 15 J`¢� •oc G USCS TEST PIT 1 Description Elevation ±90 Imma 10 15 SP Brown, slightly silty SAND with roots and trace gravel, fine- grained, dry to moist, medium -dense (topsoil) Brown SAND with trace silt, fine- to medium- grained, moist, medium - dense • •I•I•1•? stir Brown /gray, silty SAND with gravel, moist, dense (glacial till) •+t- becomes stained sandstone USCS Test pit terminated at 13.5 feet below grade on 8 -1 -95. No groundwater encountered during excavation. No caving. TEST PIT 2 Description Elevation ±82' Sod and roots (topsoil) Light brown SAND with occasional thin, silty sand layers, fine- grained, dry, loose to medium -dense Test pit terminated at 11 feet below grade on 8 -1 -95. No groundwater encountered during excavation. No caving. GEOTECH CONSULTANTS. INC. GL.4 1C. r.1•f1aC TEST PIT LOGS 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No: 95267 • Dale: AUG 1995 Logged by: DBG Plate: 3 .rte.. '_'r....'.e • A. n • .11.114 Yiwi]1Y144��'•� -__ a0/l veWai' M .¢Mir.n- n...3WP.A.se1{WiCiV TEST PIT 3 61--`‘ Q`y`�c� 4G °c USCS Description Elevation ±74' 10 15 10 15 Fill Slightly silty SAND with roots, fine- grained, dry, loose (fill) -clay pipe SP SM Light brown, slightly silty SAND, fine- grained, dry, loose to medium - dense SP Light brown SAND, fine - grained, dry, medium -dense ML CL T1TTT `Z1 his cqr d. q, qG° US CS Brown /gray, sandy, clayey SILT, moist, stiff Test pit terminated at 12 feet below grade on 8 -1 -95. No groundwater encountered during excavation. No caving. TEST PIT 4 Description Elevation ±78' Sand with roots and some gravel, dry, loose (topsoil) Tan SAND with occasional thin layers of silt, fine- grained, dry, loose to medium -dense SP SM SP Light brown SAND, fine- to medium- grained, dry to slightly moist, medium -dense Test pit terminated at 11.5 feet below grade on 8 -1 -95. No groundwater encountered during excavation. No caving. GEOTECFI CONSULTANTS. INC. TEST PIT LOGS 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No: 95267 Dale: AUG 1995 Logged by: DBG Plate: 4 53 ev. ��.V �_........_...._......`....r..- .. «....,... .—.� _ _.scats .. _— J`e 4 _k.9 G °c USCS TEST PIT 5 Description Elevation ±84' 10 15 0 5 to • th y`J�c` oc Brown SAND with roots and some silt and gravel (topsoil) Light brown, gravelly SAND, fine- to medium- grained, dry, medium - dense Tan, sandy SILT, low plasticity, dry, stiff USCS Gray/brown SAND, fine- to medium- grained, dry, medium -dense Test pit terminated at 11 feet below grade on 8- 1 -95.. • No groundwater encountered during excavation. No caving. TEST PIT 6 Description Elevatiwr ±68' L Owe 10 15 Topsoil Light brown SAND, fine - grained, dry, medium- dense. 1E1111 Gray and orange mottled SILT, low plasticity, moist, stiff Gray SAND, fine- to medium- grained, moist to wet, medium -dense Test pit terminated at 12 feet below grade on 8 -1 -95. Minor groundwater encountered at 10.5 feet during excavation. No caving. GEOTECH CONSULTANTS, INC. TEST PIT LOGS 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No: 95267 Date: AUG 1995 Logged by: 7Nate: DBG 5 ,'1•CiY!+rt . 2�ic t• �YlL.` YLS! C": UM1' �L'. "..R'JiT.:tW2.3IlL' \ii:.f_'L4i" � — — •••K��::rf ^ >�y1'� _ _ � _ _ - - --uMG► "..•iWlt::rl.iaY.A••�• •�•.�••u __— v�— .y______��5� 10 15 TEST PIT 7 uscs Dc'sc•riptivni Elevation ±76' Brown, silty SAND with roots (topsoil) Light brown SAND with trace gravel, fine- grained, dry, loose to medium - • _. dense SP . • Y �Hit MLI Gray, sandy SILT, low plasticity, moist, stiff SP Brown /gray SAND, fine- to med no,- grained, moist, medium -dense Test pit terminated at 10.5 feet below grade on 8 -1 -954. No groundwater encountered during excavation. No caving. GEOTECH CONSULTANTS. • TEST PIT. LOGS 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No: 95267 Date: AUG 1995 Logged by: Plate: OBG 6 4 5 13 16 10 51 50/4" BO RING 1 USCS Description Elevation ±86' Dark brown, slightly silty SAND with organics, moist, loose (topsoil and fill) FSS-P M • Brown, slightly silty SAND, fine- to medium- grained, moist, loose - becomes grayish brown with iron stains and occasional gravel, medium -dense - becomes less silty, very moist - becomes wet and silty Qul Nal BBB BB Black, silty SAND with occasional organics, fine- to medium- grained, wet Grayish brown, silty SAND with gravel, moist, dense (glacial till) SP SM Brown, medium- to coarse - grained SAND with silt, wet, dense Test boring was terminated at 31 feet below 'grade on 7- 31 -95. Slight groundwater seepage was encountered at 20 feet during drilling. TEST BORING'LOG 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job No: 95267 Date: AUG 1995 Slope bock/ill owoy from foundation. --� WASHED ROCK BACKF /L L See /ex/ for requirements. . O • 1 ,s •� 1,-1-•;•• 6 min. NONWOVEN GEOTEXT /L E F/LTER FABRIC TIGHTLINE ROOF DRA /N Da not connect to fooling drain. SLAB •1 VAPOR BARR /ER 4 "min. FREE - DRAINING SAND /GRAVEL • 4" PERFORATED HARD PVC P /PE /nver/ al /east os /ow as fooling and /or crawl space. Slope /o drain. Place weepho /es downward. GEOTECH CONSULTANTS .4 FOOTING DRAIN DETAIL 15208 - 52nd AVENUE SOUTH TUKWILA, WASHINGTON Job tio.: Dote: 95287 AUG 1995 S7 Scale: N.T.S. PIVe C T EN. GIN E. E',R1NG' STRUCTURAL CALCULATIONS FOR 52nd Avenue South Building 15208 -52nd Avenue South Tukwila, WA Client: ST Corporation 1200 South 192nd Street, Suite 300 Seattle, Washington Structural and CMI Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285 -0618 EXPIRES 7/27/9 P4e 1So3o • qeo3w 1 RECEIVED CITY OF TUKWILA SEP - 4 1998 PERMIT CENTER CODE REQUIREMENTS: ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE UNIFORM BUILDING CODE, Vat EDITION, AS AMENDED BY THE CITY OF TUKWILA. GENERAL: /g CONTRACTOR SHALL PROVIDE BRACING OR SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENINGS, ARCHITECTURAL TREATMENT, AND DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR SIZES AND LOCATIONS OF ALL OPENINGS FOR DUCTS & PIPES ETC. NOT SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK WITH ALL THE UTILITIES AND ADJACENT PROPERTIES. CALL BEFORE DIGGING 1- 800 - 424 -5555. DESIGN LOADS: LIVE LOADS: GARAGES PRIVATE MOTOR VEHICLE 50 PSF OFFICES 50 PSF + PARTITION 20 PSF ROOF 25 PSF (SNOW) WIND LOAD: 80 MPH, EXPOSURE 8 EARTHQUAKE: UBC ZONE 3 Z = 0.3 I = 1.0 Rw = 6 C = 2.75 FOUNDATIONS: FOUNDATIONS SHALL BEAR'ON UNDISTURBED NATIVE SOILS. ALLOWABLE SOIL BEARING CAPACITY IS 3000 PSF. SEE SOILS REPORT #95267 PREPARED BY GEOTECH CONSULTANTS, INC., DATED 10 AUGUST 1995 FOR ADDITIONAL INFORMATION. FOUNDATION DESIGN PARAMETERS ARE AS FOLLOWS: NON- YIELDING 25H PSF YIELDING 35 PCF PASSIVE 300 PCF COEFFICIENT OF FRICTION 0.40 FROST DEPTH 18" ALL SOIL BEARING SURFACES SHALL BE SUBJECT TO APPROVAL BY THE GEOTECHINICAL ENGINEER CONCRETE: CONCRETE SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE STANDARD 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS ". CEMENT AND CONCRETE SHALL CONFORM TO UBC STD. 19 -1,3,& 4. ADMIXTURES SHALL BE APPROVED BY THE BUILDING OFFICIAL. AN AIR ENTRAINING ADMIXTURE SHALL BE ADDED TO ALL CONCRETE EXPOSED TO FREEZE /THAW ACTION TO PROVIDE 5% + 1% ENTRAINED AIR. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED UNLESS APPROVED BY THE ARCHITECT. f'c W/C RATIO # SACK SPECIAL INSP. USE AT NON- 1 PER CY REQUIRED 28 DAYS AIR I AIR OF CONC. 2500 0.67 0.54 5 1/2 3000 0.58 0.46 5 1/2 NO NON - STRUCT S.O.G. YES WALL, FIGS & COLS. AS AN ALTERNATIVE TO THE ABOVE, THE CONTRACTOR MAY SUBMIT A CONCRETE MIX DESIGN FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE ALTERNATE MIX DESIGN WILL BE REVIEWED FOR CONFORMANCE TO UBC 1905. CHAMFER ALL EXPOSED CORNERS PER ARCHITECT OR 3/4" IF NOT SPECIFIED BY ARCHITECT. REINFORCING STEEL: ASTM A -615 DEFORMED BARS GRADE 60 (fy = 60 KSI). WELDABLE AND BENDABLE REBAR ASTM A -706, GRADE 60. PROVIDE LAP SPLICES PER SCHED. MINIMUM CONCRETE COVER SHALL BE: CONCRETE CAST AGAINST EARTH FORMED SURFACE EXPOSED TO EARTH OR WEATHER CONCRETE NOT EXPOSED TO WEATHER OR EARTH: SLABS, WALLS BEAMS, COLUMNS: PRIMARY REINFORCING TIES, STIRRUPS, SPIRALS 3" 1 1/2" 3/4" 1 1/2" 1" REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEUQATELY SUPPORTED BEFORE CONCRETE IS PLACED. WELDING OF REINFORCING STEEL IS NOT PERMITTED WITHOUT PRIOR APPROVAL FROM THE ENGINEER. AWS D1 -4, WABO CERTIFIED WELDERS. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT EXCEPT AS SHOWN ON DESIGN DRAWINGS. CONCRETE WALL REINFORCING: PROVIDE TWO HORIZONTAL #5 BARS AT EACH FLOOR LEVEL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING AT EACH WALL INTERSECTION AND TWO VERTICAL #5 BARS AT EACH WALL CORNER AND INTERSECTION. AT ALL OPENINGS PROVIDE A MINIMUM OF TWO #5 BARS OVER, UNDER AND AT SIDES. EXTEND HORIZONTAL BARS AT LEAST LAP DISTANCE PAST THE OPENING OR AS FAR AS POSSIBLE AND HOOK. EXTEND VERTICAL BARS THE FULL STORY HEIGHT OR AS FAR AS POSSIBLE AND HOOK. PROVIDE ONE #5 BAR BY 4' -0" LONG, DIAGONALLY AT EACH CORNER OF ALL OPENINGS. WALLS SHALL BE REINFORCED AS SHOWN ON THE PLANS AND DETAILS OR IF NOT SHOWN SHALL BE AS FOLLOWS: WALL THICKNESS 6" 8" HORIZONTAL VERTICAL LOCATION BARS BARS #4 @ 15 "oc #5 8 18 "oc #4 @ 10 "oc #5 @ 16 "oc @ CL OF WALL @ CL OF WALL STRUCTURAL STEEL: MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: STRUCTURAL STEEL CONNECTION MATERIAL STRUCTURAL TUBES KSI STRUCTURAL PIPE STRUCTURAL BOLTS WOOD CONNECTION BOLTS ANCHOR BOLTS WELDING ELECTRODES ASTM A 36, Fy = 36 KSI ASTM A 36, Fy =36 KSI ASTM A 500, GRADE B, Fy = 46 ASTM A 501, Fy = 36 KSI ASTM A 325 -SC ASTM A -307 ASTM A -307 OR A -36 E70XX DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE 9TH EDITION OF THE "AISC SPECIFICATION FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ". ALL WELDING SHALL CONFORM TO THE AWS D1 -1 "STRUCTURAL WELDING CODE ". ALL WELDING SHALL BE PERFORMED BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) AND AWS CERTIFIED WELDERS. ALL COMPLETED PENETRATION WELDS (CP) SHALL BE ULTRASONIC TESTED, ALL FILLET WELDS SHALL BE VISUALLY INSPECTED. SAWN LUMBER: SAWN LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16 LATEST EDITION. SPECIES AND GRADE SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED ON DRAWINGS: USE GRADE WALL STUDS & BLOCKING 2" TO 3" THICK, 4" WIDE HEM -FIR STD. 2" THICK, 6" & WIDER HEM -FIR NO. 2 WALL PLATES 2 X 4 DF -L STD. 2 X 6 DF -L NO. 2 JOISTS DF -L NO. 1 LEDGERS & DRAG STRUTS DF -L NO. 1 BEAMS & POSTS 4" THICK & LARGER DF -L NO. 1 FRAMING NOTES: FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE AS MANUFACTURED BY SIMPSON COMPANY (OR APPROVED EQUAL). ATTACH JOISTS TO FLUSH HEADERS AND BEAMS WITH SIMPSON "U" SERIES JOIST HANGERS TO SUIT THE JOIST SIZE. NAILS SHALL BE COMMON. NAILING NOT SHOWN SHALL BE PER TABLE 23 -I -Q OF THE UBC. PROVIDE SOLID BLOCKING AT BEARING POINTS. TIMBER CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS AND WHERE CONNECTORS STRAP TWO MEMBERS TOGETHER PLACE ONE HALF OF THE NAILS OR BOLTS IN EACH MEMBER. SHRINKAGE IN WOOD STRUCTURES: PLUMBING, ELECTRICAL & MECHANICAL SYSTEMS SHALL BE DESIGNED & BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE. GLUED LAMINATED MEMBERS: GLUED LAMINATED MEMBERS SHALL HAVE AITC IDENTIFICATION MARK. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. BEAMS & COLUMNS SHALL BE VISUALLY GRADED WESTERN SPECIES INDUSTRIAL GRADE, AND STRENGTH INDICATED BELOW: USE SIMPLE SPAN COMBINATION SYMBOL SPECIES 24F - V4 DF /DF o CONTINUOUS OR CANTILEVER 24F - V8 DF /DF WOOD SHEATHING: WOOD SHEATHING PANELS SHALL HAVE THE APA GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C -D INT APA WITH EXTERIOR GLUE (CDX) WITH THE FOLLOWING THICKNESSES AND RATINGS: NAILING SHEATHING PANEL EDGE FIELD BLKG FLOORING 3/4" 48/24 T &G 10d @ 6" 10d @ 10" NO ROOF 5/8" 40/20 T &G 10d @ 6" 10d @ 12" NO ALL ROOF SHEATHING AND SUB - FLOORING SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN OR AS INDICATED ON DRAWINGS. ROOF & FLOOR SHEATHING SHALL BE GLUED & NAILED. USE ONLY ADHESIVE COMFORMING TO APA SPEC. AFG -01, APPLY IN ACCORDANCE WITH THE MFG. PREFABRICATED WOOD JOISTS: SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS MANUFACTURED BY THE TRUS -JOIST CORPORATION, OR AN APPROVED EQUAL. SHOP DRAWINGS SHALL BE APPROVED BY THE ARCHITECT PRIOR TO FABRICATION. LOADING SHALL BE AS FOLLOWS: TOP CHORD LIVE LOAD SEE DESIGN LOADS ABOVE TOP CHORD DEAD LOAD 12 PSF BOTTOM CHORD DEAD LOAD 5 PSF INSPECTION: IN ADDITION TO REQUIRED INSPECTIONS BY BUILDING DEPARTMENT OFFICIALS, SPECIAL INSPECTION BY AN APPROVED AGENCY SHALL BE PERFORMED FOR SOIL BEARING SURFACES, REINFORCEMENT PLACEMENT, CONCRETE PLACEMENT, STEEL ERECTION, WELDING, AND HIGH STRENGTH BOLTING. SHOP DRAWINGS: SHOP DRAWINGS FOR GLUED LAMINATED BEAMS, PREFABRICATED WOOD JOISTS, CONCRETE REINFORCEMENT, STRUCTURAL STEEL SHALL BE SUBMITTEI) TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. IN ADDITION TWO COPIES OF THE ABOVE SHOP DRAWINGS AFFIXED WITH A REVIEWED STAMP BY THE ENGINEER OF RECORD SHALL BE SUBMITTED TO THE CITY FOR REVIEW PRIOR TO FABRICATION. C T EN G1:N.E "ERI NG;. Project: Date- 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: Client: Page Number' (206) 285 -0618 �J ny Lc. = Zs (5n0,--)) D L 3psr rTL_ Z, 6 - (3) Mr•c, 2.. o0 For Tois"- spans /9-.oa psP •0 - 34/ Zc3' TTL to 2-el 2`1 - 7` 20 "7"Tki @ a i /fix 4 Q/, _�ygo E'S (Cif) Ca /C V /G.I 0 S.• 22,5 w.Oy .(1 c S, oxio6 c:1` iSL Z2,5- w �y TTw. 4, ?8 x,o&dL Z =-( d dr 5i�e - /, S IAA; (vrm LONG• ezn" PA 6177,p4P /4l/o,446/e To' sF , Aw„ Tois4" r7 Pe VI; cot 0-1 load Spci/,y 7 -1 30' • "t's— . Zo., TT k) I.SZ Zy„ • 6E" T- L 3Z' • c(v" Zo" 7771"1 133 2-`1-14,7 -- T -1 S2(' .13 '- ,U" riz /2sOf 303 zy T -'1 3Z': . Sfn. Zo'' 750 1 33 y . :19 y T-s- 13.6,?' ..3A1" Zo" 7-77.. 35o. 2. Li TAG .?, 23' , i S iy'Tj- /2gDF 253 24 ; 7- P- 13,'3' way • Zo" 7-j- L. 35"o zy T -5 29.0' .3-1 -O 7-1w j6,3 ZU. J- -% 27:33' .s -9" ZO"TTL r /?-H Z14 •33", o� T -ice 32. . ,.. zo'' 7-10 1 33 19;Z .: 7- /I s/,Srlt, 14" 1-7Z / ?S OF 303 ., Z,1 S -1 L 0 - L/,,' ,q'' r3-7-72 57 OF- 3C,3 z 4 7 -13 za. 4.6' . 45.„ 204 TSt.J I"• Zo•/ .= z 4/ '. 3 ? oK ?- /4/ y . .l " /H" 7'1T /2S .Cli 303. 2y 7-is ZG, o' (05- Zo" rJtAl Z011 z y 7 -/( (.6-7 . ozl•• /y rss /2S DF -Ye zl4„. zy ,oz oK 7-17- 1;2,3u' . L/3' Zo T Tt :3Zo 2,/ T l `' /0, 327 • Wt' 20 TTL Z'qZ :. 'Zy T- /9 2.z ;c' ..ss' 20.T 3-L Zr.9 zy 7 -.20,' It.bz' . "32:e' 20 TEL X 3 S ..03 o $o:s# cJ.J'e d �r al kJ %oil Structural and Civil Engineers Load Tables /Snow ( 115 %) Allowable Uniform Load (PLF) TJWT a TM' Series Parallel Chord • Open Web Series TJW "' Series FL =Flat roof less than V8" in 12" slope. SL= Sloped roof greater than '/e" in 12" slope. Depth 14 16 18 20 22 24 26 32 28 30 32 34 36 38 40 46 Depth Depth Span Span FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL 14 432 432 472 472 472 472 472 472 472 472 472 472 472 472 454 454 436 436 418 418 403 403 387 387 371 371 356 356 14 16 340 340' 385 385 413 413 413 413 413 413 413 413 413 413 413 413 413 413 407 407 393 393 378 378 364 364 350 350 16 18 284 284 322 322 360 360 367 367 367 367 367 367 367 367 367 367 367 367 367 367 367 367 367 367 357 357 344 344 18 20 235 ,235 268 268 300 300 330 330 330 330 330 330 330 330 330 330 330 330 330 330 330 330 330 330 330 330 330 330 20 22 194 ',194; 222 222 249 249 276 1276' 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 22 24 158 158 183 183. 209 :209 241 1241" 264 264 275 275 275 275__ 275 275 275 275 275 275 275 275 275 275 275 275 275 275 24 26 129 135 157 157. 179 179 204 ,204• 224 224 244 244 254 254 254 254 254 254 254 254 254 254 254 254 254 254 254 254 26 28 106 117 136 '136,; 155 155 174 074 200 200 218 '218- 235 235 236 236 236 236 236 236 236 236 236 236 236 236 236 236 28 30 88 103 113 119 136 '136 152 '152: 169 169 188 188 203 2037 218 218 220 220 220 220 220 220 220 220 220 220 220 220 30 32 74 90 95 104 118 =119_ 133 133 148 048, 163 -163 184 184 198 198 206 206 206 206 206 206 206 206 206 206 206 206 32 34 63 79 81 92 100 105 118 118` 131 131. 144 '144; 157 157 170 1767 186 186 194 194 194 194 194 194 194 194 194 194 34 36 54 71 69 82 86 94 104 'i105' 116 :116' 128 '128' 139 '139 151 3151: 162 1627 174 174 183 183 183 183 183 183 183 183 36 38 47 62 60 73 74 84 90 94 104 410, 114 ,114 125 125 135 ..135; 145 1.1451 156 156 173 173 173 173 173 173 173 173 38 40 40 54 53 69 66 79 80 89 95 100 109 '109. 119 119; 128 1.128` 137 ;137: 146 ;146. 157 157 165 165 165 165 165 165 40 42 185, 46 47 62 58 71 69 79 83 88 97 197`• 105 105 114 }114': 127 X127= 136 7136' 141 !.1417 147 747 157 157 157 157 42 44 143 40 41 54 51 63 61 71 73 79 85 87,. 94 '94'; 102 '102, 110 ;1110, 118 1,118 125 :125 138 .138 141 141 150 150 44 46 102 91 36 47 45 57 54 64 64 71 75 78 85 :'85c' 92 '921 99 7.99.4 106 -106', 113 ;113 120 ;120 126 71'26' 133 ,'133 '122 46 48 57 58 72 42 40 52 48 59 57 65 67 71 77 -`78" 84 .64'` 91 '917 97 f97' 104 :104 110 '.110 116 '116 122 204 48 50 46 38 37 50 48 43 54 51 60 60 66 69 ,71;„. 77 ie77,i, 83 ,183,:, 89 ;89.• 95 :95. 101 ;101' 106 106. 112 .112 50 52 190 195 195 46 48 42 39 50 46 55 54 60 62 66 71 4711 76 061 82 :02! i 87 '487,, 93 ' 93 98 ;,98 103 103 52 54 156 166 .166 175 175 38 183 45 41 50 48 55 56 60 64 '65; 70 ?.70 ?' 75 '75`.. 80 '80 86 86'' 91 :'911`, 96 -96 54 56 130 130 138 142 ,146. 153 153 41 38 46 44 51 51 55 58 60 65 65: 69 69'. 74 :74 79 j79_: 84 _84' 89 89 56 58 106 96 113 106 120 117 127 38 135- 43 40 48 46 52 53 56 60 61 65 '65'' 69 .69; 74 i:;74'.:. 78 %.78- 83 :83 58 60 81 70 92 78 98 87 105 96 112 41 118 45 42 49 48 53 54 57 61 ,T611 65 '65:' 69 `69 73 :.73'.. 77 '77 60 62 53 49 62 56 73 64 85 71 91 39 98 43 39 46 44 50 50 54 56 j57:- 61 :.61:. 65 ,65. 69 ,691 73 ,73 62 64 39 39 47 45 56 51 66 58 77 40 85 44 41 47 46 51 51 54 57 358e 61 61. 65 ;.65". 126 :68 64 66 43 41 51 47 60 42 38 45 42 48 47 51 53 "54'7 58 '58.'. 61 61" 64 '64 66 68 117 60 62 43 39 46 43 39 46 44 49 49 52 54 t55., 58 ,258' 61 '61 68 70 100 95 105 102 110 62 64 40 39 43 41 46 45 49 50 52 55 :55'. 57 '57 70 TJST" Series Depth 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Depth Span FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL Span 14 616 616 638 638 648 648 647 647 651 651 626 626 601 601 577 577 553 553 528 528 507 507 488 488 469 469 449 449 433 433 418 418 14 16 5105 553 553 563 563 572 572 579 579 577 577 579 579 560 560 538 538 515 515 496 496 478 478 461 461 442 442 427 427 412 412 16 18 401 ''404 463 174W 496 504 504 511 511 518 518 520 520 520 520 520 520 503 503 485 485 469 469 453 453 435 435 420 420 406 406 18 20 304 328 375 .275. 423 ;123, 450 450 456 456 461 461 467 467 471 471 473 473 473 473 472 472 460 460 445 445 428 428 414 414 401 401 20 22 236 271 295 3 ni,350 :35U 390 D"A.1 412 412 416 416 421 421 425 425 429 429 433 433 431 431 432 432 432 432 421 421 408 408 395 395 22 24 188 228 234 261 285 !295 328 -3281 361 MI5 379 379 383 383 387 387 391 391 394 3941399 399 397 397 399 399 397 397 399 399 390 390 24 26 152 194 190 223 231 251 275 308 X308? 337 337 352 352 355 355 358 358 361 361 364 364 367 367 369 369 370 370 371 371 369 369 26 28 125 167 156 192 190 217 226 241 265 a "Z66 291 ;...,... 315 315 328 328 331 331 333 333 336 336 338 338 341 341 343 343 341 341 338 338 28 30 105 136 130 168 158 189 188 210 221 .232. 253 253' 275 7275' 296 296 307 307 309 309 312 312 314 314 316 316 318 318 312 312 311 311 30 32 88 112 110 146 133 166 159 185 186 204 215 -22a 242 242' 260 260: 279 279 289 289 291 291 293 293 295 295 297 297 291 291 289 289 32 34 76 94 94 125 114 147 136 164 159 181 183 197 209 '214; 231 '231' 248 248: 264 264 273 273 274 274 276 276 278 278 272 272 270 270 34 36 65 79 81 103 98 131 117 146 136 161 158 176 180 191 203 206` 221 .221' 236 236 251 251 258 258 260 260 261 261 256 256 254 254 36 38 57 74 70 88 85 111 101 131 118 145 137 158 156 172 176 185, 198 ;198 212 -212 225 X225 238 238 245 245 246 246 241 241 239 239 38 40 50 64 61 80 74 98 89 118 104 131 119 143 136 155 154 167 173 179' 191 X191. 203 :203'. 215 7215 227 227 233 233 228 228 226 226 40 42 44 50 54 71 66 86 78 102 91 119 105 129 120 140 135 151 152 162 169 '.173 184 184• 195 7195 206 606 217 217 217 217 215 215 42 44 39 44 48 57 58 72 69 89 81 107 93 118 106 128 120 138 134 148 149 158 165 ;168 178 178 188 .188 198 198 206 205 204 204 44 46 38 43 50 52 63 61 78 72 94 83 106 94 117 107 126 119 135 133 145 147 b54' 161 '163 172 ;172' 181 181 190 190 195 195 46 48 39 44 46 56 55 72 64 83 74 98 84 108 95 116 107 124 119 133 131 141 144 '150 158 156 166 .166 175 175 183 183 48 50 39 42 49 49 61 58 74 66 87 76 99 86 107 96 115 107 122 118 130 130 138 142 ,146. 153 153 161 161' 169 169 50 52 38 49 45 54 52 65 60 79 68 91 77 99 86 106 96 113 106 120 117 127 128 135- 139 ;142 149 ;149 156 156 52 54 39 41 49 47 59 54 70 62 81 70 92 78 98 87 105 96 112 106 118 116 125 126 131 136 138' 145 145 54 56 37 44 43 53 49 62 56 73 64 85 71 91 79 98 88 104 96 110 105 116 114 122 124 128 134 135 56 58 39 39 47 45 56 51 66 58 77 65 85 72 91 80 97 87 102 96 108 104 114 113 120 122 126 58 60 43 41 51 47 60 53 70 59 79 66 85 73 90 80 96 88 101 95 106 103 112 111 117 60 62 43 38 46 43 54 49 63 54 72 61 80 67 85 74 90 80 95 87 100 95 105 102 110 62 64 39 46 40 52 45 59 50 65 56 74 61 79 68 84 74 89 80 . 94 87 98 94 103 64 66 42 45 41 52 46 60 51 68 57 75 62 79 68 84 74 88 80 92 87 97 66 68 35 41 38 50 43 56 48 63 52 70 58 74 63 79 69 83 74 87 80 91 .'68 70 38 35 46 40 50 44 57 49 64 53 70 58 74 63 78 69 82 74 86 70 1. Straight line interpolations may be made between depths and spans. 2. Values shown are maximum allowable load capacities of the trusses in pounds per lineal foot (PLF) based on: • simple span, uniformly loaded conditions. • an assumed 25% ratio of dead load to total load (eg.: 30 psf live /10 psf dead).These tables may be non - conservative if the actual ratio is higher than 25 %. A more accurate analysis can be obtained by using the TJ- SpecT" software program. • top chord no -notch bearing clips with 234" bearing for TJWT" Series or top chord standard bearing clips for TJST" Series. Higher values may be possible with other types of bearing clips. 3. These tables may also be used for bottom chord bearing trusses (maximum bottom chord slope of r112") 12 ") with or without cantilevers - at one or both ends. Cantilevers are limited to 'h of the main span provided the inboard shear for cantilevered conditions is limited to 2,500 lbs. for TJWT" Series or 4.070 lbs. for TJST" Series. 4. Values in gray SFiaded areas may be increased 7% for TJWT" Series or 4% for TJST" Series for repetitive member usage if the criteria on page 9.2 are met. Values shown are maximum allowable Toad capacities. Open web trusses will be custom designed to the specified Toads. REV. 7/96 W 6.15 TM"' 8 TJLIXT" Series Parallel Chord • Open Web Series Load Tables /Snow (115 %) Allowable Uniform Load (PLF) TJLT" Series FL =Flat roof less than Ye" in 12" slope. SL= Sloped roof greater than 1 /e" in 12" slope. lth 14 16 18 20 22 24 26 26 28 28 30 32 34 36 38 40 Depth Jan FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL Span 14 328 328 361 361 358 358 350 350 341 341 329 329 317 317 304 304 292 292 280 280 270 270 259 259 248 248 239 239 14 16 258 258 292 292 325 325 332 332 325 325 316 316 305 305 294 294 283 283 272 272 263 263 253 253 24.4 244 234 234 16 18 215 215 245 245 273 273 300 300 311 311 303 303 294 294 285 285 275 275 265 265 257 257 248 248 239 239 230 230 18 20 179 )79, 204 204 228 228 252 252 275 275 292 292 284 284 276 276 268 268 259 259 251 251 243 243 234 234 226 226 20 22 141 147 169 1169 189 189 209 209 229 229 248 '248 267 267 268 268 261 261 253 253 246 246 238 238 230 230 222 222 22 24 112 122 145 .147 165 165 183 183 201 201 218 218 235 235 251 251 254 254 247 247 240 240 233 233 226 226 219 219 24 26 90 105 116 124 140 140 155 155 170 170 185 1185 200 200 214 214 228 228 241 241 235 235 229 229 222 222 215 215 26 28 74 91 95 105 119 124 138 138 152 :152 165 '165 179 179 192 192• 205 205 217 217 222 222 224 224 218 218 212 212 28 30 62 79 79 92 99 107 119 119` 131 131 143 143 154 .154 166 166 177 177 188 188 201 201. 204 204 210 210 208 208 30 32 52 69 67 81 83 92 100 X103_ 119 119 129 129 140 .140 150 150 161 161 171 171 176 176 186 186 193 193 194 194 32 34 44 58 57 71 70 81 85 91 101 101,: 113 .113 123 123 132 132 141 141 150 150 161 161 164 164 170 170 179 179 34 36 37 49 49 64 60 72 73 81 87 90 99 :.99 112 .112 121 121 129 129 138 138 142 142 151 151 157 157: 159 159 36 38 42 42 56 52 65 63 73 75 81 88 .89_ 97 97 105 105 117 117 125 125 131 131 135 135 143 143 148 148 38 40 36 36 48 46 62 56 69 66 76 77 83 89 90�' 97 :597.-. 104 104 111 ;111 119 119 • 125 125 128 .128' 133 133 40 42 41 40 53 49 64 59 71 68 77 79 84 89 9 ` 97 97. 103 103 107 107 112 112 119 119 122 122 42 44 36 37 47 43 55 51 61 59 67 68 73 78 79 85 85 93 .93 100 100 105 105 107 .107,. 114 114 44 46 41 38 49 45 55 52 60 61 66 69 ".,71, 77 77.. 82 "82' 87 87% 94 '94. 101 101f 103 103 46 48 36 45 40 50 47 55 54 60 62 65 70 70 75 75 80 BO 85 85 • 91 '91-: 97 97 48 50 40 38 46 42 51 48 55 55 60 62 ,,64, 69 :,69. 73 73j, 78 -78 82 ,82t 88 88 50 52 37 43 38 47 43 51 50 55 56 59 63 ;,63 : 67 78 83 .721 88 ';76j 80 80 52 54 39 37 43 39 47 45 51 50 54 57 '58 62 .67.' 62' 66 '66' 70 ;70.1 74 -74 54 56 37 39 39 43 41 47 46 50 51 54 57 57! 61 61: 65 • 65•- 69 69 56 58 40 40 37 44 42 47 47 50 52 .54_ 57 57. 61 X61 t 64 75 64 58 60 42 37 41 38 44 43 47 47 50 53 '54-. 57 • 57T 60 60 60 62 39 38 42 39 44 43 47 48 50 53 '.53: 56 56 62 64 41 39 39 42 40 45 44 48 49 ._50„ 53 .53 64 66 37 42 40 37 42 41 45 45 47 49 50 66 68 39 43 40 38 42 41 45 45 47 68 70 40 38 38 40 38 42 42 44 70 TJLXT'1 Series (Check with your local Trus Joist MacMillan representative on availability of the TJLXr' Series in your area.) Depth 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Depth nan FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL FL SL Span 1 361 361 361 361 358 358 350 350 341 341 329 329 317 317 304 304 292 292 280 280 270 270 259 259 248 248 239 239 14 3 291 29T, 329 329 337 337 332 332 325 325 316 316 305 305 294 294 283 283 272 272 263 263 253 253 244 244 234 234 16 • 18 244 ''2244` 276 10.8. 308 308 316 316 311 311 303 303 294 294 285 285 275 275 265 265 257 257 248 248 239 239 230 230 18 20 196 &02; 231 1 258 4 58s 284 284 297 297 292 292 284 284 276 276 268 268 259 259 251 251 243 243 234 234 226 226 20 22 152 167 191 t1•, 214 e 41 237 723 ; 258 : 280 280 275 275 268 268 261 261 253 253 246 246 238 238 230 230 222 222 22 24 120 140 154 163 187 1B7, 207 , :207t 227 227. 246 ?246' 265 265 260 260 254 254 247 247 240 240 233 233 226 226 219 219 24 26 97 120 124 139 154 .'1158,; 176 ON 193 193; 210 210; 226 226: 242 242 247 247 241 241 235 235 229 229 222 222 215 215 26 28 80 103 102 120 127 136 153 }153' 172 172' 187 :`187 202 r 202' 217 :217. 231 231 233 233 230 230 224 224 218 218 212 212 28 30 66 88 85 104 105 119 127 133 148 •148; 162 7162 175 t175. 188 7188 201 '2017 213 213 218 218 220 220 214 214 208 208 30 32 55 73 72 92 89 105 107 117 127 -130; 143 X143. 155 155. 171 :171 182 4182 194 194 198 198 206 206 206 206 205 205 32 34 46 61 61 81 76 93 91 104 108 115 126 x;126, 138 '138 149 ;149; 160 '160• 170 :170, 182 182 186 186 192 192 194 194 34 36 39 52 52 69 65 83 79 93 93 103 109 113 123 '123 133 1133 143 ?143? 153 153 161 161- 171 171'• 178 178 180 180 36 38 44 44 59 56 74 68 83 80 92 94 101 108 110•, 119 119 128 ,128 137 •137; 149 149 152 152 162 1,62. 167 167 38 40 38 38 50 49 65 59 75 70 83 82 91 95 100 108 •108 116 116' 124 124 132 `132 142 142 145 ..145; 150 ,150 40 42 44 42 56 52 68 62 75 72 83 83 90 95 98. 105 5105 113 113 120 '120 127 ':127 135 135 137 •137 42 44 38 37 49 46 61 55 69 64 76 73 82 84 89 94 ;96,,, 103 .103 109 .109 116 116 122 ;122 129 129 44 46 43 40 54 49 63 57 69 65 75 74 81 84 88 94 !94. 100 '100 106 :106 114 ..114' 117 117 46 48 38 47 43 58 50 63 58 69 66 75 75 81 84 •.86' 92 °92 98 98 103 103 110 '110 48 50 42 38 51 45 58 52 64 59 69 67 74 75 79 84 X85_ 90 .90•, 95 '95,: 100 )100 50 52 37 46 41 54 47 59 54 64 61 69 68 73 75 78 83 ,83 88 ..88.: 93 ;93 52 54 41 37 49 43 55 48 59 55 64 61 68 68 73 75 `77`• 82 -82." 86 ?86 54 56 37 44 39 51 44 55 50 59 55 63 62 67 68 72 75 ..761 80 t.80 56 58 40 47 40 51 45 55 51 59 56 63 62 67 68 71 75 75 58 60 42 37 48 41 51 46 55 51 59 57 62 62 66 68 70 60 62 45 38 48 42 52 47 55 52 58 57 62 62 65 62 64 41 45 39 48 43 52 48 55 52 58 57 61 64 66 37 42 45 40 48 44 52 48 55 53 58 66 68 39 43 46 41 48 45 51 49 54 68 70 40 43 38 46 41 48 45 51 70 1. Straight line interpolations may be made between depths and spans. 2. Values shown are maximum allowable load capacities of the trusses in pounds per lineal foot (PLF) based on: • simple span, uniformly loaded conditions. • an assumed 25% ratio of dead load to total load (eg.: 30 psf live /10 pst dead).These tables may be non - conservative if the actual ratio is higher than 25 %. A more accurate analysis can be obtained by using the TJ- SpecT" software program. top chord no -notch bearing clips with 13/4" bearing. Higher values may be possible with other types of bearing clips. ,These tables may also be used for bottom chord bearing trusses (maximum bottom chord slope of 1"/12") with or without cantilevers - at one or both ends. Cantilevers are limited to 1/3 of the main span provided the inboard shear for cantilevered conditions is limited to 2,500 lbs. 4. Values in gray 'shaded' areas may be increased 7% for repetitive member usage if the criteria on page 9.2 are met. Values shown are maximum allowable load capacities. Open web trusses will be custom designed to the specified Toads. 6.14 REV. 7/96 W "1'.11 ' Joist .1l1() \•able Uniform Load — Roof Values shown are in pounds per lineal foot (PLF) 'TJI' /Pro" TJM /15 DF TJt'25 DF JOIST CLEAR 91" TJI• /Pro" 11'A" TJI•/Pro" 91/2"TJI' /15 DF 11 %" TJI•/15 DF 91" TJNf25 DF 11'A" TJI *125 DF 14" TJP/25 DF 16" TJI /25 DF JOIST. CLEAR SPAN"? (FL) '� TOTAL LOAD Dl TOTAL LOAD DEFL •TOTAL LOAD DE}i TOTAL LOAD • DffL .• TOTAL LOAD DEFL TOTAL LOAD DEFL TOTAL LOAD DFFI_ TOTAL '•'LOAD^ �� S FtNon• (Ft.) ( Snow 115% Snow 125% - [./240 • Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% .- L240 Snow 115% Non- Snow 125% , • •' %• .•:' :. 11240 Snow 115% Non- Snow 125% '• • • - '•' : 11240 Snow 115% Non- Snow 125% L1240 Snow 115% Non- Snow 125% L /240 Snow 115% Non- Snow 125% 11240 6 281 306 281 306 284 308 262 284 308 262 303 330 262 303 330 378' 303 330 378' 303 330 378' 6 r: 8 212 231 210 212 231 210 213 232 210 213 232 304' 228 248 304' 228 248 304' 228 248 .;•10= 228 248 191 8 !:1 10 170 185 175 170 185 254' 171 186 254' 171 186 254' 183 200 •••.: -12: i?: 183 200 163 183 200 163 183 200 163 10,$1 12 125 136 218' 142 155 218' 143 156 ° .;14::x; 143 156 143 154 167 143 154 167 143 154 167 207' 154 167 207' 12 S< 14 91 100 ::,:.• 16 .; tf 121 132 127 123 133 115 123 133 127 132 143 131 132 143 185' 132 143 185' 132 143 20 • 141 16 71 77 71 94 102 115 98 105 79 108 117 166' 116 120 90 116 126 : 22 •. 116 126 78 116 126 16',': 18 56 61 51 74 81 151' 75 75 56 96 105 96 86 86 65 102 111 109 102 111 102 111 89 18•,6j 20 45 50 38 60 66 65 56 56 42 83 91 71 64 64 48 93 101 81 93 101 104' 93 101 201 22 37 38 29 50 55 50 42 42 32 70 72 54 48 48 36 81 82 62 83 91 91 83 91 63 22':* 24 30 30 23 42 46 38 33 33 25 56 56 42 38 38 29 64 64 48 77 83 71 77 83 53 24,1.4 26 23 23 17 35 38 30 26 26 20 45 45 34 30 30 23 51 51 38 71 75 56 71 77 77 26.;; 28 34 ..-• 36 31 33 25 36 36 27 37 28 54 41 41 31 61 61 46 66 72 62 28 ".i 30 27 27 20 32 24 47 29 29 22 63' 47 38 '1 34 34 26 50 50 38 62 67 51 30 4 32 27 20 40 40 30 54 54 41 40 28 28 21 41 41 31 56 56 42 32• 34 35 35 2s 47 47 35 34 " :' .,i:r >:s�.:''.''•- .TJIa/35DF'?� :.,s;�,:4 : :rte::;' ,..�..t °: '. . • . JOIST CLEAR SPANro1 (Ft.) .: : :. :.• 11'it;" TJP/357DF; ; ; :i -.7.,, '14 ";TJIo/35, DF.'G?1' :'...1 6" TJP/35 DF;1 `.: ;,':;;•11r/a",•;TJt! /55 DF , ':*'i'.'14" TJP /55 DF; : r: ; r•'16".TJI' /55 DF.:''' •'`.,• •; :TOTA?°; LOAD' ' D FC: ;7'7.7. .,TOTAL-' =. .= ;LOAD:.:4 ;'"' ' DEFL. ;TOTAL :; ^: LOAD r. . -;., s;' � ;ATOTAL`': ;- `LOAD': ";' ' F :''.`z;•,':'; •h a;;TOTAL :h`F ': . LOAD''. . rn : vr •:.. c . A-M LOAD ', ^: . UEFL • O' CLEAR, SPAN1?,.• : (Ft.) :f; '' < :^:; .i:.�, Snow' .115% • Non= Snow' • 125 %. ;rt +;Fr•" • 11240 Y.,.. Snow .115% NonY :Snow .125% ?•• •!,4 "r.-1j'., -;; ' :' 240 ;; :Snow. :115% : Non-' 'Snow 125 %: _ ° ~4 :.Snow :'L /240 .c .1 � 115% Non-, Snow '125%:: 'r-;.,' '.L1240 Snow 115% . Non-' St'iow • 125% '± '1'= -11240 Sno 115%' ''Non -- o 1..125 %: •:';.: 'A..!:. ''11/240 ':' 6•..:: 347 377 347 377 347 377 502' 546' 502' 546' 502' 546' • • 6 :: t i : : : :•'8• :: :; 262 285 262 285 262 265 378' 411' 378' 411' 378' 411' 1:-.: -,i; --10.: 210 228 210 228 210 .228 304' 331' 304' 331' 304' 331' .;•10= ': - 12 . 175 191 175 191 175 191 254' 276' 254' 276' 254' 276' •••.: -12: i?: :::::14 •=• 150 163 150 163 150 163 218' 237' 218' 237' 218' 237' ° .;14::x; 4 ': 07.2 -1: 98 FRI 11 : 11 FAX 125 860 7900 TRUS JOIST MACMILLA` t . 1 4 1 1 t h P A R t( t l S A l! 1 Q001 DOUG ERICKSON 8644 :54th Avenue kortheosi Redmond, Weshingten 98052 Phone X5.869.9700 • Fax 425.669.7900 /1.4— . Ll. rr VPT_ I ' 24' .T,z.iH 2 77g., 22 "'WJ5 4847c. t�� 22" T� cw.n C . ,�� �: /5" . TJ L- ', 2 i "r. ohttone /Lam- 6:7i.r`7 ioc.tion I 1K-141 £L A Techwci Reim :tentative 1..26 __ .'......_ . f .. i Job Number Sheet of By Date -,.: 11 : tuwaa Vek2,6 ,M g I .....,:!..: 1 't! !�►� g -3� -¢ tl. h Ti1I ■�. - - um 44 III .!o 1. "- U HIE �g -6 j 1 ■... - -- la_ B 8 1/ u .. mowl. -io r.I c‘i X 5o Nirm N. -3-Th.' I ti 111 I I is ■ `:.: !� if • Gov 9: — — ' e'►ls -zo h B -Z/ °` r�� 9 -az r 1 !., �■ 111 1 6 . z3 �.x� �– – aL... ..,.- . ■ X - z ¢ �I • ; Project: 2 N E E R I N k. 13d; Id ;;„/ So�fb Date' 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Client: Page Number: (206) 285-0618 l3rnM Spom Cent -cr Fc r y .0 e m • 2,1 h Spat, /c �f b �n hf d- Z ^^a Roo r D re.. S -o' mss. tj.S �-� 0" ZO ZOC 0 • /� 20• (,s7'/ ZS =o" z5 =v' Z�. 20 zz 14 26��Z -(=," .50 76,5' 20'- O" //'- 0 9. -0 -v -ON ONO /".4- /4.' / 83 6.53' 8.83 G.s /5 14.08 3•S // ►1 q. 3r A a A 4 a A A 3-13 J — _7r---A— Y Q - >' Q -.t J u Structural and Civil Engineers T r- r-e4c(c, cps j •. uN LI2f •s .gar. Gg ?- N G 1'N I N G 180 Nickerson St. Suite 302 Seattle, WA 98109 Project: Date (206) 285.4512 FAX: Client: Page Number (206) 285 -0618 ,3 a k.M i3 -3/ r3 -3z (3-33 3-3 K g- 36- t3- 36, g -3r -38' 3- 29 Q--%o ✓. L &Pf Stun C•,, l�r^ /.t,n z7' -o" Z 9' 8" 1 ?-'- ,2 /0/0 Tr�'h R,y r 0 rA 1.4/1 A R A -1 -yam A j 4 r3-y c • Is) era, 8' 2G 4 ?+ v A A f.5. Structural and Clvll Engineers i CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -1 BEAM DATA Center Span Length = 10.00 ft Left Cantilever = 5.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin :Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w16x26 • 15.69 in Ixx. • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.08 # r:yy = 1.36 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Uniform Loads Dead Load Live Load Distance To Start Distance To End = 0.25k/ft = 0.36k/ft = -5.00 ft = 10.00 ft USING w16x26, Max S Maxinuns... Actual Moment = 7.9 Stress = 2.48 Shear = 3.52 Stress= 0.90 Deflection = 0.025 fb / Fb : % max 0.104 fv / Fv • % max 0.062 Min. DL Defl Ratio = 28770.22 Min. TL Defl Ratio = 4834.13 SUMMARY • 301.00 in4 = 9.59 in4 • 38.37 in3 • 3.49 in3 • 6.260 in • 1.117 in tress Ratio = 10.45 %, Min Defl. Ratio = 4834.13 TABULAR SUMMARY OF LOAD COiBIMATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Hax Only @Cntr @Cntr @Cants @Cants Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Moments.. H+ @ Center H- @ Center Left @ Right Shears... @ Left @ Right Deflection.. @ Center @ Left @ Right = 0.00 ft = @ Left @ Right = at Reactions Reactions = 7.9 1.9 6.3 0.0 0.6 0.0k-ft -3.4 -3.4 0.0 -7.9 0.0k-ft -3.4 -3.4 0.0 -7.9 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft • 3.52 1.70 3.52 0.00 3.14 0.00k • 2.83 1.02 2.83 0.00 0.57 0.00k _ -0.012 -0.003 -0.012 -0.003 0.004 -0.003 in = 0.025 -0.004 0.011 -0.004 -0.025 -0.004 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 7.14 3.07 4.88 3.07 5.33 3.07k 2.83 1.02 2.83 1.02 0.57 1.02k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -2 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy = 36ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Start Distance To End = 0.25 k /ft = 0.36k/ft = 0.00 ft = 25.00 ft 52nd Ave South Building 97012 PPtPr Hart / StevP Kohut STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r :xx • 26.08 # r:yy • 1.36 in APPLIED LOADS Uniform Loads = 301.00 1n4 • 9.59 in4 = 38.37 in3 • 3.49 in3 • 6.260 in • 1.117 in SUMMARY USING w16x26, Hax Stress Ratio = 39.59 %, Min Defl. Ratio = 641.88 TABULAR SUMMARY Maxinuns... Actual Moment = 30.1 Stress= 9.41 Shear = 6.52 Stress= 1.66 Deflection = -0.245 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48k 14.40 ksi Moments.. H+ @ Center H- @ Center 0.396 • @ Left = 0.115 @ Right 1866.78 Shears... @ Left 641.88 @ Right = Deflection.. @ Center @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 30.1 12.0 -3.4 0.0 -3.4 6.18 2.56 6.52 2.90 -0.245 -0.096 0.000 0.000 0.187 0.064 0.000 6.18 2.56 9.92 4.26 30.1 -3.4 0.0 -3.4 6.18 6.52 -0.245 0.000 0.187 0.000 6.18 7.88 0.0 0.0 0.0 0.0 0.00 0.00 -0.096 0.000 0.064 0.000 2.56 4.26 9.9 -7.9 0.0 -7.9 2.33 3.12 -0.074 0.000 0.029 0.000 2.33 6.30 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k -0.096 in 0.000 in 0.064 in 0.000 in 2.56 k 4.26 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw06O2397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -3 • BEAM DATA Center Span Length = 23.67 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.36 k /ft Live Load = 0.53 k /ft Distance To Start = 0.00 ft Distance To End = 23.67 ft 52nd Ave South Building 97012 PPtpr Kart / StPVP Knhnt STEEL SECTION DATA w16x31 • 15.88 in Ixx • 0.275 in Iyy • 5.53 in Sxx = 0.440 in Syy • 9.12 in2 r:xx • 30.97/ r:yy = 1.39 in APPLIED LOADS Uniform Loads = 375.00 in4 = 12.40 in4 = 47.23 in3 • 4.49 in3 = 6.412 in 1.166 in SUMMARY USING w16x31, Hax Stress Ratio = 69.42 %, Kin Defl. Ratio = 471.83 TABULAR SUMMARY Maxinuns... Actual Moment = 64.9 Stress= 16.49 Shear = 10.97 Stress = 2.51 Deflection = -0.602 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 93.5 k -ft 23.76 ksi 62.88 k 14.40 ksi Moments.. H+ @ Center H- @ Center 0.694 • @ Left 0.174 @ Right 1110.16 Shears... @ Left 471.83 @ Right Deflection.. @ Center @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants • 64.9 27.6 64.9 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0 k -ft = 0.0 0.0 0.0 0.0 0.0k-ft = 10.97 4.66 10.97 0.00 0.00 0.00k • 10.97 4.66 10.97 0.00 0.00 0.00k • -0.602 -0.256 -0.602 -0.256 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 10.97 4.66 10.97 4.66 0.00 0.00k 10.97 4.66 10.97 4.66 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job,: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -4 BEAM DATA Center Span Length = 26.83 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, Y Dead Load Live Load Distance To Start Distance To End = 0.36 k /ft = 0.53 k /ft = 0.00 ft = 26.83 ft 52nd Ave South Building 97012 PPtPr Hart / HtAvA Kohut STEEL SECTION DATA w18x40 • 17.90 in Ixx • 0.315 in iyy • 6.01 in Sxx • 0.525 in Syy 11.80 in2 r:xx • 40.06f r:yy • 1.52 in APPLIED LOADS Uniforn Loads = 612.00 in4 • 19.10 in4 • 68.38 in3 • 6.35 in3 • 7.202 in • 1.272 in SUMMARY USING w18x40, Max Stress Ratio = 62.21 %, Hin Defl. Ratio = 523.59 TABULAR SUMMARY Maxinuns... Actual Allowable Moment = 84.2 135.4k-ft Stress= 14.78 23.76ksi Shear = 12.56 81.19k stress= 2.23 14.40 ksi Moments.. Deflection = -0.615 fb / Fb : % nax 0.622 fv / Fv : % max 0.155 Hin. DL Defl Ratio = 1215.97 Shears... Hin. TL Defl Ratio = 523.59 Deflection.. Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants H+ @ Center = 84.2 36.3 84.2 0.0 0.0 0.0k-ft M- @ Center = -0.0 0.0 0.0 0.0 0.0k-ft @ Left = 0.0 0.0 0.0 0.0 0.0k-ft @ Right = 0.0 0.0 0.0 0.0 0.0k-ft @ Left = 12.56 5.41 12.56 0.00 0.00 0.00k @ Right = 12.56 5.41 12.56 0.00 0.00 0.00k @ Center = -0.615 -0.265 -0.615 -0.265 0.000 0.000in @ Left = 0.000 0.000 0.000 0.000 0.000 0.000 in @ Right = 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 ft = 0.000 0.000 0.000 0.000 0.000in @ Left = 12.56 5.41 12.56 5.41 0.00 0.00k @ Right = 12.56 5.41 12.56 5.41 0.00 0.00k at Reactions Reactions V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -5 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.15k/ft = 0.22k/ft = 0.00 ft = 25.00 ft 52nd Ave South Building 97012 PPtPr Aart / StPve Kohut STEEL SECTION DATA w16x26 = 15.69 in Ixx = 0.250 in Iyy = 5.50 in Sxx = 0.345 in Syy • 7.68 in2 r :xx = 26.08 # r:yy • 1.36 in APPLIED LOADS Uniforn Loads • 301.00 in4 = 9.59 in4 • 38.37 in3 = 3.49 in3 • 6.260 in = 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 24.71 %, Min Defl. Ratio = 1032.12 TABULAR SUi4HARY Haxinuns... Actual Homent = 18.8 Stress = 5.87 Shear = 4.08 Stress = 1.04 Deflection = -0.153 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Moments.. 0.247 0.072 2889.88 Shears... 1032.12 Deflection.. Placed for Hax OF LOAD OOMBII[ATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants M+ @ Center = 18.8 7.7 18.8 0.0 6.5 0.0k-ft H- @ Center = -2.2 -2.2 0.0 -5.0 0.0k-ft • @ Left = 0.0 0.0 0.0 0.0 0.0k-ft @ Right = -2.2 -2.2 0.0 -5.0 0.0k-ft @ Left = 3.86 1.65 3.86 0.00 1.51 0.00k @ Right = 4.08 1.87 4.08 0.00 2.01 0.00k @ Center = -0.153 -0.062 -0.153 -0.062 -0.048 -0.062 in @ Left = 0.000 0.000 0.000 0.000 0.000 0.000 in @ Right = 0.116 0.042 0.116 0.042 0.020 0.042 in 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in @ Left = 3.86 1.65 3.86 1.65 1.51 1.65k @ Right = 6.20 2.75 4.96 2.75 3.99 2.75k at Reactions Reactions V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -6 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin :Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.11 k /ft 0.16 k /ft = 0.00 ft = 25.00 ft 52nd Ave South Building 97012 PPtPr Hart / Steve STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy = 7.68 in2 r:xx • 26.08 # r:yy • 1.36 in APPLIED LOADS Uniform Loads Knhiit 301.00 in4 = 9.59 in4 ▪ 38.37 in3 • 3.49 in3 • 6.260 in • 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 18.64 %, Hin Defl. Ratio = 1372.67 TABULAR SUMMARY Haxinuns... Actual Moment = 14.2 Stress= 4.43 Shear = 3.09 Stress = 0.79 Deflection = -0.115 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48k 14.40 ksi Moments.. H+ @ Center = H- @ Center 0.186 @ Left = 0.055 @ Right = 3712.09 Shears... @ Left = 1372.67 @ Right = Deflection.. @ Center @Left @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Hax 14.2 OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 2.92 3.09 -0.115 0.000 0.087 2.92 4.69 6.0 14.2 0.0 -1.7 -1.7 0.0 0.0 0.0 0.0 -1.7 -1.7 0.0 1.29 2.92 0.00 1.46 3.09 0.00 -0.048 -0.115 -0.048 0.000 0.000 0.000 0.032 0.087 0.032 0.000 0.000 0.000 1.29 2.92 1.29 2.14 3.77 2.14 5.1 -3.8 0.0 -3.8 1.18 1.56 -0.038 0.000 0.016 0.000 1.18 3.06 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00k 0.00k -0.048 in 0.000 in 0.032 in 0.000 in 1.29 k 2.14 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -7 BEAM DATA Center Span Length = 17.00 ft Left Cantilever = 5.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Peter Hart / Stevp Kohut STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy = 7.68 in2 r:xx • 26.08 € r:yy = 1.36 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Uniform Loads Dead Load Live Load Distance To Start Distance To End = 0.26 k /ft = 0.38 k /ft = -5.00 ft = 17.00 ft USING w16x26, SUMMARY • 301.00 in4 • 9.59 in4 • 38.37 in3 • 3.49 in3 • 6.260 in • 1.117 in Max Stress Ratio = 28.93 %, Hin Defl. Ratio = 1097.99 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL+ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Haxinuns... Actual Moment = 22.0 Stress = 6.87 Shear = 5.78 Stress= 1.47 Deflection = -0.129 fb / Fb : % max 0.289 fv / Fv : % max 0.102 Hin. DL Defl Ratio = 3635.65 Hin. TL Defl Ratio = 1097.99 Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Moments.. M+ @ Center = I!- @ Center = @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 22.0 5.78 5.37 -0.129 0.109 0.000 9.34 5.37 8.5 -3.5 -3.5 0.0 2.60 2.18 -0.048 0.033 0.000 0.000 4.00 2.18 22.0 -3.5 -3.5 0.0 5.78 5.37 -0.129 0.109 0.000 0.000 7.19 5.37 0.0 0.0 0.0 0.0 0.00 0.00 -0.048 0.033 0.000 0.000 4.00 2.18 6.5 -8.2 -8.2 0.0 3.22 1.91 -0.032 0.001 0.000 0.000 6.15 1.91 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0k-ft 0.00k 0.00k -0.048 in 0.033 in 0.000 in 0.000 in 4.00k 2.18 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 1 1 1 1 1 1 1 1 1 i CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building b # J : 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -8 BEAM DATA Center Span Length = 30.67 ft" AISC Section Left Cantilever = 0.00 ft Section Depth Right Cantilever = 0.00 ft Web Thickness Unbraced Length = 0.00 ft Section Width Bean Wt. is ADDED To applied loads ✓Flange Thickness Live Load Not Acting with Short Tern Section Area Fy = 36 ksi Section Weight Load Duration Factor = 1.00 / rT, y Beam End Fixity : Pin:Pin • Dead Load = 0_39'k /ft • /4/ Live Load = 0.57 k /ft / B1 Distance To Start = 0.00 ft Distance To End = 30.67 ft USING w24x55, Maximums... Actual Moment = 119.7 Stress = 12.54 Shear = 15.61 Stress= 1.68 Deflection = -0.518 fb / Fb : % max fv / Fv • % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = 52nd Ave South Building 97012 Pptpr Part / Stpvp Kohut STEEL SECTION DATA w24x55 / • 23.57 in Ixx • 0.395 in Iyy • 7.01 in Sxx • 0.505 in Syy = 16.20 in2 r:xx • 55.00 1 r:yy • 1.68 in APPLIED LOADS Uniform Goads • 1350.00 in4 • 29.10 in4 • 114.55 in3 • 8.31 in3 • 9.129 in • 1.340 in SUMMARY Hax Stress Ratio = 52.77 %, Hin Defl. Ratio = ,710,97 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Allowable 226.8 k-ft 23.76 ksi 134.07 k 14.40 ksi 0.528 0.116 1626.43 710.97 Moments.. H+ @ Center M- @ Center ' @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right 0.00 ft @ Left @ Right at Reactions Reactions 0 Placed for Hax • 119.7 52.3 0.0 0.0 0.0 • 15.61 6.82 = 15..612 6.82 • : " 0.51$ -0.226 • 0 :000 0.000 • 0.000 0.000 _ ✓0.000 • 15.61 6.82 • 15.61 6.82 119.7 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0k-ft 15.61 0.00 0.00 0.00k 15.61 0.00 0.00 0.00k -0.518 -0.226 0.000 0.000in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 in 15.61 6.82 0.00 0.00k 15.61 6.82 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 i, 1 1 i i CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR-9 BEAM DATA Center Span Length = 26.83 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.18k/ft = 0.27 k /ft = 0.00 ft = 26.83 ft 52nd Ave South Building 97012 PPtPr Bart / Rtpvp Kohut STEEL SECtIOR DATA w16x26 • 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.081 r:yy • 1.36 in APPLIED LOADS Uniform Loads • 301.00 in4 = 9.59 in4 = 38.37 in3 • 3.49 in3 • 6.260 in • 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 56.27%, Min Defl. Ratio = 507.40 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Maximums... Actual Moment = 42.7 Stress = 13.37 Shear = 6.37 Stress = 1.62 Deflection = -0.635 fb / Fb : % max fv / Fv • % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Moments.. M+ @ Center = M- @ Center = 0.563 • @ Left = 0.113 @ Right = 1158.49 Shears... @ Left = 507.40 @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right Placed for Max 42.7 18.7 42.7 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 6.37 2.79 6.37 0.00 0.00 0.00k 6.37 2.79 6.37 0.00 0.00 0.00k -0.635 -0.278 -0.635 -0.278 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 6.37 2.79 6.37 2.79 0.00 0.00k = 6.37 2.79 6.37 2.79 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -10 BEAM DATA Center Span Length = 25.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.34 k /ft Live Load = 0.50k/ft Distance To Start = 0.00 ft Distance To End = 25.00 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w18x35 • 17.70 in Ixx • 0.300 in Iyy = 6.00 in Sxx • 0.425 in Syy = 10.30 in2 r:xx = 34.97 1 r:yy = 1.49 in APPLIED LOADS Uniform Loads 510.00 in4 = 15.30 in4 = 57.63 in3 = 5.10 in3 = 7.037 in = 1.219 in SUMMARY USING w18x35, Max Stress Ratio = 59.43 %, Min Defl. Ratio = 581.64 TABULAR SUMMARY Maxinuns... Actual Monent = 67.8 Stress = 14.12 Shear = 10.85 Stress= 2.04 Deflection = -0.516 fb / Fb : % max f v / Fv : % nax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 114.1 k -ft 23.76 ksi 76.46 k 14.40 ksi Moments.. M+ @ Center M- @ Center 0.594 • @ Left 0.142 @ Right 1357.21 Shears... @ Left 581.64 @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants = 67.8 29.1 67.8 0.0 0.0 0.0k-ft _ -0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0 k -ft = 0.0 0.0 0.0 0.0 0.0 k-ft • 10.85 4.65 10.85 0.00 0.00 0.00k • 10.85 4.65 10.85 0.00 0.00 0.00k • -0.516 -0.221 -0.516 -0.221 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 in • 10.85 4.65 10.85 4.65 0.00 0.00k • 10.85 4.65 10.85 4.65 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -11 BEAM DATA Center Span Length = 25.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.30 k /ft Live Load = 0.44 k /ft Distance To Start = 0.00 ft Distance To End = 25.00 ft APPLIED LOADS Uniform Loads 52nd Ave South Building 97012 PPtPr Hart / Steve Kohut STEEL SECTION DATA w16x31 15.88 in Ixx 0.275 in Iyy 5.53 in Sxx 0.440 in Syy 9.12 in2 r:xx 30.97f r:yy 1.39 in • 375.00 in4 • 12.40 in4 • 47.23 in3 = 4.49 in3 • 6.412 in • 1.166 in SUMMARY USING w16x31, Max Stress Ratio = 64.08 %, Hin Defl. Ratio = 484.00 TABULAR SUMMARY OF LOAD COMBINATIONS Haxinuns... Actual Moment = 59.9 Stress = 15.22 Shear = 9.59 Stress = 2.20 Deflection = -0.620 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 93.5 k -ft 23.76 ksi 62.88 k 14.40 ksi Monents.. H+ @ Center H- @ Center 0.641 @ Left 0.152 @ Right 1128.42 Shears... @ Left 484.00 @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants • 59.9 25.7 59.9 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft = 9.59 4.11 9.59 0.00 0.00 0.00k = 9.59 4.11 9.59 0.00 0.00 0.00k = -0.620 -0.266 -0.620 -0.266 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in • 9.59 4.11 9.59 4.11 0.00 0.00k • 9.59 4.11 9.59 4.11 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -12 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.17 k /ft = 0.25 k /ft = 0.00 ft = 25.00 ft 52nd Ave South Building 97012 Peter Aart / Steve Kohut STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx = 0.345 in Syy • 7.68 in2 r:xx • 26.08 # r:yy = 1.36 in APPLIED LOADS Uniform Loads • 301.00 1n4 = 9.59 in4 = 38.37 in3 = 3.49 in3 • 6.260 in = 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 27.33 %, Hin Defl. Ratio = 932.10 TABULAR SUMMARY Maxinuns... Actual Moment = 20.8 Stress= 6.49 Shear = 4.51 Stress= 1.15 Deflection = -0.169 fb / Fb : %nax fv / Fv • % nax Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi 0.273 0.080 2635.43 932.10 Moments.. H+ @ Center H- @ Center • @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants • 20.8 8.5 20.8 0.0 7.1 0.0k-ft -2.4 -2.4 0.0 -5.5 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft -2.4 -2.4 0.0 -5.5 0.0k-ft • 4.27 1.81 4.27 0.00 1.66 0.00k = 4.51 2.05 4.51 0.00 2.21 0.00k • -0.169 -0.068 -0.169 -0.068 -0.053 -0.068 in • 0.000 0.000 0.000 0.000 0.000 0.000 in 0.129 0.046 0.129 0.046 0.022 0.046 in 0.000 0.000 0.000 0.000 0.000 in 4.27 1.81 4.27 1.81 1.66 1.81k • 6.86 3.02 5.48 3.02 4.40 3.02k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -13 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 5.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36ksi Load Duration Factor = 1.00 Bead End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y 52nd Ave South Building 97012 PPtPr Part / StPvP Kohut STEEL SECTION' DATA w16x26 = 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.08 # r:yy • 1.36 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Unifon Loads Dead Load Live Load Distance To Start Distance To End = 0.26k/ft = 0.38 k /ft = -5.00 ft = 20.00 ft SUMMARY USING w16x26, Max Stress Ratio = 40.90 %, Min Defl. Ratio = 634.55 TABULAR SUMMARY Maxinuns... Actual Moment = 31.1 Stress = 9.72 Shear = 6.74 Stress = 1.72 Deflection = -0.253 fb / Fb : %nax fv / Fv : % max Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 76.0 k -ft Placed 23.76 ksi for Hax 56.48 k 14.40 ksi Moments.. H+ @ Center = 31.1 M- @ Center = 0.409 @ Left = 0.119 @ Right = 1853.40 Shears... @ Left = 6.74 634.55 @ Right = 6.39 Deflection.. @ Center = -0.253 @ Left = 0.189 @ Right = 0.000 at 0.00ft = Reactions @ Left = 10.25 Reactions @ Right = 6.39 • 301.00 in4 • 9.59 in4 = 38.37 in3 • 3.49 in3 • 6.260 in = 1.117 in OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 12.4 31.1 0.0 10.3 0.0k-ft -3.5 -3.5 0.0 -8.2 0.0k-ft -3.5 -3.5 0.0 -8.2 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 2.99 6.74 0.00 3.22 0.00k 2.64 6.39 0.00 2.40 0.00k -0.099 -0.253 -0.099 -0.076 -0.099 in 0.065 0.189 0.065 0.029 0.065 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 4.39 8.14 4.39 6.50 4.39k 2.64 6.39 2.64 2.40 2.64 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -14 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 4.50 ft Right Cantilever = 4.50 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w16x26 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx 0.345 in Syy • 7.68 in2 r:xx - 26.08 # r:yy • 1.36 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Unifon Loads Dead Load Live Load Distance To Start Distance To End = 0.27 k /ft = 0.40k/ft = -4.50 ft = 24.50 ft SUMMARY USING w16x26, Max Stress Ratio = 42.21 %, Min Defl. Ratio = 589.33 TABULAR SUMMARY Maxinuns... Actual Moment = 32.1 Stress = 10.03 Shear = 7.02 Stress= 1.79 Deflection = -0.259 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft Placed 23.76 ksi for Max 56.48k 14.40 ksi Moments.. H+ @ Center = 1- @ Center = 0.422 @ Left = 0.124 @ Right = 1777.91 Shears... @ Left = 589.33 @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00ft = Reactions @ Left = Reactions @ Right = = 301.00 in4 = 9.59 in4 • 38.37 in3 = 3.49 in3 • 6.260 in = 1.117 in OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 32.1 12.0 -3.0 -3.0 -3.0 7.02 3.00 7.02 3.00 -0.259 -0.094 0.178 0.059 0.183 0.061 0.000 10.38 4.35 10.38 4.35 32.1 0.0 7.9 0.0k-ft -3.0 0.0 -7.1 0.0k-ft -3.0 0.0 -7.1 0.0k-ft -3.0 0.0 -7.1 0.0k-ft 7.02 0.00 3.08 0.00k 7.02 0.00 3.08 0.00k -0.259 -0.094 -0.053 -0.094 in 0.178 0.059 0.019 0.059 in 0.183 0.061 0.020 0.061 in 0.000 0.000 0.000 0.000 in 8.37 4.35 6.16 4.35k 8.37 4.35 6.16 4.35k V4.4D (c) 1983-96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -15 BEAM DATA Center Span Length = 22.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.24 k /ft = 0.35k/ft = 0.00 ft = 22.00 ft 52nd Ave South Building 97012 PPtPr Hart / StpvP Kohut STEEL SECTION DATA w12x26 • 12.22 in Ixx = 0.230 in Iyy • 6.49 in Sxx ▪ 0.380 in Syy = 7.65 in2 r:xx • 25.971 r:yy • 1.72 in APPLIED LOADS Uniform Loads USING w12x26, SUMMARY • 204.00 in4 • 17.30 in4 • 33.39 in3 • 5.33 in3 = 5.164 in • 1.504 in Max Stress Ratio = 56.46 %, Hin Defl. Ratio = 480.29 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Hax Only @Cntr @Cntr Cants @Cants Haxinuns... Actual Moment = 37.3 Stress = 13.42 Shear = 6.79 Stress= 2.41 Deflection = -0.550 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 66.1 k-ft 23.76 ksi 40.47 k 14.40 ksi 0.565 0.168 1118.32 480.29 Moments.. H+ @ Center H- @ Center = • @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 37.3 6.79 6.79 -0.550 0.000 0.000 6.79 6.79 16.0 -0.0 0.0 0.0 2.91 2.91 -0.236 0.000 0.000 0.000 2.91 2.91 37.3 0.0 0.0 0.0 6.79 6.79 -0.550 0.000 0.000 0.000 6.79 6.79 0.0 0.0 0.0 0.0 0.00 0.00 -0.236 0.000 0.000 0.000 2.91 2.91 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -16 BEAM DATA Center Span Length = 19.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Start Distance To End = 0.18k/ft = 0.27k/ft = 0.00 ft = 19.00 ft 52nd Ave South Building 97012 PPtPr Hart / StPvP Kohut STEEL SECTION DATA w16x26 = 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy = 7.68 in2 r:xx = 26.081 r:yy • 1.36 in APPLIED LOADS Uniform Loads • 301.00 in4 = 9.59 in4 • 38.37 in3 = 3.49 in3 ▪ 6.260 in • 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 27.98 %, Min Defl. Ratio = 1440.86 TABULAR SUMMARY Maximums... Actual Moment = 21.3 Stress = 6.65 Shear = 4.48 Stress= 1.14 Deflection = -0.158 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi 0.280 0.079 3293.72 1440.86 Moments.. M+ @ Center M- @ Center @Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax 21.3 OF LOAD C MBIMATIOMS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 4.48 4.48 -0.158 0.000 0.000 4.48 4.48 9.3 -0.0 0.0 0.0 1.96 1.96 -0.069 0.000 0.000 0.000 1.96 1.96 21.3 -0.0 0.0 0.0 4.48 4.48 -0.158 0.000 0.000 0.000 4.48 4.48 0.0 0.0 0.0 0.0 0.00 0.00 -0.069 0.000 0.000 0.000 1.96 1.96 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983-96 ENERCALC CT Engineering, kw0602397 CT Engineering_ 180 Nickersont. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -17 BEAM DATA Center Span Length = 17.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.41k/ft = 0.60k/ft = 0.00 ft = 17.50 ft 52nd Ave South Building 97012 Peter Hart / Stew, Kohut STEEL SECTION DATA w14x22 • 13.74 in Ixx • 0.230 in Iyy = 5.00 in Sxx = 0.335 in Syy • 6.49 in2 r:xx • 22.04 # r:yy • 1.25 in APPLIED LOADS Uniform Loads • 199.00 in4 • 7.00 in4 • 28.97 in3 • 2.80 in3 • 5.537 in • 1.039 in SUMMARY USING w14x22, Max Stress Ratio = 68.75 %, Min Defl. Ratio = 557.56 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Maximums... Actual Moment = 39.4 Stress= 16.34 Shear = 9.01 Stress= 2.85 Deflection = -0.377 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 57.4 k-ft 23.76 ksi 45.51 k 14.40 ksi Moments.. 0.688 0.198 1335.50 557.56 Placed for Max H+ @ Center = 39.4 16.5 39.4 0.0 0.0 0.0k-ft H- @ Center = -0.0 0.0 0.0 0.0 0.0k-ft • @ Left = 0.0 0.0 0.0 0.0 0.0k-ft @ Right = 0.0 0.0 0.0 0.0 0.0k-ft @ Left = 9.01 3.76 9.01 0.00 0.00 0.00k @ Right = 9.01 3.76 9.01 0.00 0.00 0.00k @ Center = -0.377 -0.157 -0.377 -0.157 0.000 0.000 in @ Left = 0.000 0.000 0.000 0.000 0.000 0.000 in @ Right = 0.000 0.000 0.000 0.000 0.000 0.000in 0.00 ft = 0.000 0.000 0.000 0.000 0.000in @ Left = 9.01 3.76 9.01 3.76 0.00 0.00k @ Right = 9.01 3.76 9.01 3.76 0.00 0.00k Shears... Deflection.. at Reactions Reactions V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 I f i r 1 1 i CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -18 BEAN DATA Center Span Length = 26.42 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.41 k /ft Live Load = 0.60k/ft Distance To Start = 0.00 ft Distance To End = 26.42 ft USING w18x40, 52nd Ave South Building 97012 Pater Aart / Stew. Kohut STEEL SECTION DATA w18x40 • 17.90 in Ixx • 0.315 in Iyy • 6.01 in Sxx = 0.525 in Syy • 11.80 in2 r:xx • 40.06 # r:yy • 1.52 in APPLIED LOADS Unifora Loads • 612.00 in4 • 19.10 in4 • 68.38 in3 = 6.35 in3 = 7.202 in = 1.272 in SUMMARY Max Stress Ratio = 67.54 %, Hin Defl. Ratio = 489.75 TABULAR SUMMARY OF LOAD COMBIHATIOHS Haxinuns... Actual Moment = 91.4 Stress = 16.05 Shear = 13.84 Stress= 2.46 Deflection = -0.647 fb / Fb : % max fv / Fv : %nax Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19 k 14.40 ksi Moments.. 0.675 0.171 1145.57 Shears... 489.75 H+ @ Center H- @ Center • @ Left @ Right @ Left @ Right @ Center @Left @ Right 0.00 ft @ Left @ Right Deflection.. at Reactions Reactions Placed for Hax Dead Load + DL LL Only @Cntr Loads LL +ST @Cntr Placed as follows LL LL +ST @Cants @Cants • 91.4 39.1 91.4 0.0 0.0 0.0k-ft 0.0 -0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 13.84 5.92 13.84 0.00 0.00 0.00k • 13.84 5.92 13.84 0.00 0.00 0.00k • -0.647 -0.277 -0.647 -0.277 0.000 0.000in • 0.000 0.000 0.000 0.000 0.000 0.000in • 0.000 0.000 0.000 0.000 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000 in • 13.84 5.92 13.84 5.92 0.00 0.00k • 13.84 5.92 13.84 5.92 0.00 0.00k V4.4D (c) 1983-96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -19 BEAM DATA Center Span Length = 26.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.39 k /ft = 0.57 k /ft = 0.00 ft = 26.50 ft 52nd Ave South Building 97012 PPtPr Hart / Steve Knhut STEEL SECTION DATA w18x40 ▪ 17.90 in Ixx ▪ 0.315 in Iyy • 6.01 in Sxx • 0.525 in Syy • 11.80 in2 r:xx = 40.06 # r:yy ▪ 1.52 in APPLIED LOADS Uniform Loads • 612.00 in4 • 19.10 in4 • 68.38 in3 = 6.35 in3 • 7.202 in • 1.272 in SUMMARY USING w18x40, Max Stress Ratio = 64.77 %, Min Defl. Ratio = 509.13 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Haxinuns... Actual Moment = 87.7 Stress = 15.39 Shear = 13.24 Stress = 2.35 Deflection = -0.625 fb / Fb : % max fv / Fv : % tax Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19 k 14.40 ksi 0.648 0.163 1188.26 509.13 Monents.. M+ @ Center = M- @ Center = • @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Hax 87.7 13.24 13.24 -0.625 0.000 0.000 13.24 13.24 37.6 87.7 0.0 0.0 0.0k-ft -0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0k-ft 5.67 13.24 0.00 0.00 0.00k 5.67 13.24 0.00 0.00 0.00k -0.268 -0.625 -0.268 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 5.67 13.24 5.67 0.00 0.00k 5.67 13.24 5.67 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering, 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -20 BEAM DATA Center Span Length = 24.75 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load Dead Load Live Load Distance To Start Distance To End = 1.95 k = 2.04 k = 7.00 ft = 0.42 k /ft = 0.62 k /ft = 0.00 ft = 24.75 ft 52nd Ave South Building 97012 PPtPr Hart / StevP Kohut STEEL SECTION DATA w18x35 = 17.70 in Ixx • 0.300 in Iyy = 6.00 in Sxx • 0.425 in Syy • 10.30 in2 r:xx • 34.97f r:yy • 1.49 in APPLIED WADS = 510.00 in4 = 15.30 in4 • 57.63 in3 = 5.10 in3 7.037 in • 1.219 in Concentrated Loads Uniforn Loads SUMMARY USING w18x35, Max Stress Ratio = 84.63 %, Min Defl. Ratio = 410.69 TABULAR SUMMARY Haxinuns... Actual Moment = 96.6 Stress = 20.11 Shear = 16.11 Stress = 3.03 Deflection = -0.723 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 114.1 k -ft 23.76 ksi 76.46 k 14.40 ksi 0.846 0.211 946.44 410.69 Monents.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL+ST LL LL +ST for Max Only @Cntr @Cntr (Cants @Cants • 96.6 41.9 96.6 0.0 0.0 = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 16.11 7.02 16.11 0.00 0.00 = 14.38 6.17 14.38 0.00 0.00 _ -0.723 -0.314 -0.723 -0.314 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 • 16.11 7.02 16.11 7.02 0.00 • 14.38 6.17 14.38 6.17 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -21 BEAM DATA Center Span Length = 26.42 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bead End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.42 k /ft = 0.62 k /ft = 0.00 ft = 26.42 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w18x40 • 17.90 in Ixx • 0.315 in iyy • 6.01 in Sxx • 0.525 in Syy • 11.80 in2 r:xx • 40.06 I r :yy • 1.52 in APPLIED LOADS Uniform Loads = 612.00 in4 = 19.10 1n4 = 68.38 in3 • 6.35 in3 • 7.202 in = 1.272 in SUMMARY USING w18x40, Max Stress Ratio = 69.35 %, Min Defl. Ratio = 477.00 TABULAR SUMMARY OF LOAD ODRBI1(ATIOLS Haxinuns... Actual Moment - 93.9 Stress= 16.48 Shear = 14.21 Stress= 2.52 Deflection = -0.665 fb / Fb : % max fv /Fv : %nax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19 k 14.40 ksi Moments.. M+ @ Center H- @ Center 0.693 • @ Left 0.175 @ Right 1118.12 Shears... @ Left 477.00 @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max 93.9 14.21 14.21 -0.665 0.000 0.000 14.21 14.21 Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 40.1 0.0 0.0 0.0 6.06 6.06 -0.284 0.000 0.000 0.000 6.06 6.06 93.9 0.0 0.0 0.0 14.21 14.21 -0.665 0.000 0.000 0.000 14.21 14.21 0.0 0.0 0.0 0.0 0.00 0.00 -0.284 0.000 0.000 0.000 6.06 6.06 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -22 BEAN DATA Center Span Length = 26.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Deptb Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.38 k /ft = 0.55k/ft = 0.00 ft = 26.50 ft 52nd Ave South Building 97012 Peter _Hart / Stow Kohut STEEL SECTION DATA w18x40 17.90 in Ixx 0.315 in Iyy 6.01 in Sxx 0.525 in Syy 11.80 in2 r:xx = 40.061 r:yy 1.52 in APPLIED LOADS Uniform Loads = 612.00 in4 = 19.10 in4 = 68.38 in3 = 6.35 in3 • 7.202 in • 1.272 in SUMMARY USING w18x40, Max Stress Ratio = 62.96 %, Min Defl. Ratio = 523.81 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL+ST Only @Cntr @Cntr @Cants Cants Haxinuns... Actual Moment = 85.2 Stress= 14.96 Shear = 12.87 Stress= 2.28 Deflection = -0.607 fb / Fb : % max fv / Fv : % oar. Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19 k 14.40 ksi Moments.. M+ @ Center = M- @ Center = 0.630 • @ Left = 0.158 @ Right = 1219.60 Shears... @ Left = 523.81 @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Hax 85.2 36.6 85.2 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 12.87 5.53 12.87 0.00 0.00 0.00k 12.87 5.53 12.87 0.00 0.00 0.00k -0.607 -0.261 -0.607 -0.261 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in 12.87 5.53 12.87 5.53 0.00 0.00k 12.87 5.53 12.87 5.53 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -23 BEAM DATA Center Span Length = 19.58 ft Left Cantilever = 5.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Peter Hart / Steve Knhnt STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx = 0.345 in Syy • 7.681n2 r:xx • 26.081 r:yy • 1.36 in APPLIED LOADS » All distances refer to left support, 1 -1 identifies load as being on left cantilever. Unifori Loads Dead Load Live Load Distance To Start Distance To End = 0.20k/ft = 0.29k/ft = -5.00 ft = 19.58 ft SUHMARY USING w16x26, Max Stress Ratio = 30.74 %, Min Defl. Ratio = 875.37 TABULAR SUMMARY Maximums... Actual Allowable Moment = 23.4 76.0k-ft Placed Stress = 7.30 23.76 ksi for Max Shear = 5.20 56.48k Stress= 1.32 14.40 ksi Monents.. H+ @ Center = 23.4 Deflection = -0.182 M- @ Center = fb / Fb : % max 0.307 @ Left = fv / Fv : % max 0.092 @ Right = Min. DL Defl Ratio = 2509.08 Shears... @ Left = 5.20 Min. TL Defl Ratio = 875.37 @ Right = 4.91 Deflection.. 8 Center = -0.182 @ Left = 0.137 @ Right = 0.000 at 0.00 ft = Reactions @ Left = 7.96 Reactions @ Right = 4.91 ▪ 301.00 in4 • 9.59 in4 = 38.37 in3 • 3.49 in3 • 6.260 in • 1.117 in OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 9.4 23.4 0.0 7.8 0.0k-ft -2.8 -2.8 0.0 -6.5 0.0k-ft -2.8 -2.8 0.0 -6.5 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft 2.34 5.20 0.00 2.53 0.00k 2.05 4.91 0.00 1.86 0.00k -0.072 -0.182 -0.072 -0.055 -0.072 in 0.048 0.137 0.048 0.020 0.048 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 3.46 6.32 3.46 5.10 3.46k 2.05 4.91 2.05 1.86 2.05k V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -24 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 6.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.20 k /ft = 0.29k/ft = 0.00 ft = 26.00 ft 52nd Ave South Building 97012 PPtP.r Hart / StPVP Kohut STEEL SECTION DATA w16x26 = 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.081 r:yy • 1.36 in APPLIED LOADS Uniform Loads SUMMARY = 301.001114 = 9.59 in4 = 38.37 in3 • 3.49 in3 • 6.260 in = 1.117 in USING w16x26, Max Stress Ratio = 31.36 %, Min Defl. Ratio = 860.48 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Maximums... Actual Moment = 23.8 .Stress = 7.45 Shear = 5.36 Stress = 1.37 Deflection = -0.193 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Moments.. M+ @ Center = H- @ Center = 0.314 • @ Left = 0.095 @ Right = 2803.86 Shears... @ Left = 860.48 @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max 23.8 9.3 -4.0 0.0 -4.0 4.96 2.04 5.36 2.44 -0.193 -0.073 0.000 0.000 0.167 0.051 0.000 4.96 2.04 8.72 3.79 23.8 -4.0 0.0 -4.0 4.96 5.36 -0.193 0.000 0.167 0.000 4.96 6.71 0.0 0.0 0.0 0.0 0.00 0.00 -0.073 0.000 0.051 0.000 2.04 3.79 7.0 0.0k-ft -9.3 0.0k-ft 0.0 0.0k-ft -9.3 0.0k-ft 1.78 0.00k 3.04 0.00k -0.047 -0.073 in 0.000 0.000 in -0.001 0.051 in 0.000 0.000 in 1.78 2.04k 5.80 3.79k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job /: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -25 BEAK DATA Center Span Length = 11.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.16 k /ft • 0.23 k /ft = 0.00 ft = 16.00 ft 52nd Ave South Building 97012 PPtpr Hart / StPvP Kohut STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0.250 in iyy = 5.50 in Sxx = 0.345 in Syy = 7.68 in2 r:xx • 26.08/ r:yy • 1.36 in APPLIED WADS Uniform Loads = 301.001114 = 9.59 1n4 = 38.37 in3 • 3.49 in3 • 6.260 in = 1.117 in SUMMARY USING w16x26, Hax Stress Ratio = 6.76 %, Hin Defl. Ratio = 7996.34 TABULAR SUMMARY OF LOAD OOKBINATIOXS Haxinuns... Actual Moment = 5.1 Stress = 1.61 Shear = 2.47 Stress = 0.63 Deflection = 0.015 fb / Fb : %nax fv / Fv : % nax Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48k 14.40 ksi Honents.. H+ @ Center = H- @ Center = • @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center @Left = @ Right = O.00ft = @ Left = @ Right = 0.068 0.044 37406.41 7996.34 at Reactions Reactions Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Hax Only @Cntr @Cntr @Cants @Cants 5.1 1.7 -2.3 0.0 -2.3 2.05 0.79 2.47 1.21 -0.012 -0.004 0.000 0.000 0.015 -0.001 0.000 2.05 0.79 4.78 2.12 5.1 0.0 -2.3 0.0 0.0 0.0 -2.3 0.0 2.05 0.00 2.47 0.00 -0.012 -0.004 0.000 0.000 0.012 -0.001 0.000 0.000 2.05 0.79 3.38 2.12 0.8 0.0k-ft -5.1 0.0k-ft 0.0 0.0k-ft -5.1 0.0k-ft 0.53 0.00k 2.03 0.00k 0.002 -0.004 in 0.000 0.000 in -0.015 -0.001 in 0.000 0.000 in 0.53 0.79k 3.52 2.12k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -26 BEAM DATA Center Span Length = 9.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load = 0.38k = 0.60k = 7.50 ft 52nd Ave South Building 97012 PPtPr !Tart / StPlip Kohut STEEL SECTION DATA w16x26 • 15.69 in Ixx = 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx ▪ 26.08# r:yy • 1.36 in APPLIED WADS • 301.00 in4 = 9.59 in4 • 38.37 in3 = 3.49 in3 • 6.260 in • 1.117 in Concentrated Loads Dead Load Live Load Distance To Start Distance To End = 0.14 k /ft = 0.20k/ft = 0.00 ft = 9.00 ft USING w16x26, Max Stress Ratio = Maxinuns... Actual Moment = 4.4 Stress= 1.39 Shear - 2.45 Stress= 0.62 Deflection = -0.008 fb / Fb : %nax fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = Uniform Loads SUMMARY 5.84 %, Hin Defl. Ratio = 14310.02 TABULAR SUMMARY OF LOAD COMBINATIONS Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Honents.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 0.058 0.043 32798.65 14310.02 Placed for Hax 4.4 Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL +ST @Cants 1.9 -0.0 0.0 0.0 1.79 0.79 2.45 1.05 -0.008 -0.003 0.000 0.000 0.000 0.000 0.000 1.79 0.79 2.45 1.05 4.4 -0.0 0.0 0.0 1.79 2.45 -0.008 0.000 0.000 0.000 1.79 2.45 0.0 0.0 0.0 0.0 0.00 0.00 -0.003 0.000 0.000 0.000 0.79 1.05 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.O k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983-96 ENERCALC CT Engineering, kw0602397 CT Engineering, Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job is 97012 Designer: Peter Bart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR-27 BEAM DATA Center Span Length = 8.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.07 k /ft = 0.15 k /ft = 0.00 ft = 8.00 ft USING w16x26, Hax Stress Ratio = Haxinuns... Actual Moment = 2.0 Stress = 0.61 Shear = 0.98 Stress = 0.25 Deflection = -0.003 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = 52nd Ave South Building 97012 PPtPr Rart / StPVP Kohut STEEL SECTION DATA w16x26 ▪ 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.08 $ r:yy = 1.36 in APPLIED LOADS Uniform Loads • 301.00 1n4 • 9.59 in4 • 38.37 in3 ▪ 3.49 in3 • 6.260 in • 1.117 in SUMMARY 2.57 %, Hin Defl. Ratio = 37254.58 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Moments.. 0.026 0.017 96655.41 Shears... 37254.58 H+ @ Center H- @ Center • @ Left @ Right @ Left @ Right @ Center @Left @ Right 0.00 ft @ Left @ Right Deflection.. at Reactions Reactions Placed for Hax = 2.0 0.8 2.0 0.0 0.0 0.0k-ft -0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft • 0.98 0.38 0.98 0.00 0.00 0.00k • 0.98 0,38 0.98 0.00 0.00 0.00k • -0.003 -0.001 -0.003 -0.001 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 in = 0.98 0.38 0.98 0.38 0.00 0.00k • 0.98 0.38 0.98 0.38 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR-28 BEAN DATA Center Span Length = 6.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.27 k /ft = 0.40 k /ft = 0.00 ft = 6.00 ft USING w8x10, Max Stress Maxinuns... Actual Moment = 3.1 Stress = 4.72 Shear = 2.05 Stress = 1.53 Deflection = -0.022 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = TL Defl Ratio = APPLIED LOADS Uniform Loads 52nd Ave South Building 97012 PPtPr Kart / Stevp Knhut STEEL SECTION DATA 08x10 7.89 in Ixx 0.170 in Iyy 3.94 in Sxx 0.205 in Syy 2.96 in2 r:xx 10.05 # r:yy 0.99 in • 30.80 in4 • 2.09 in4 = 7.81 in3 = 1.06 in3 • 3.226 in = 0.840 in SUMMARY Ratio = 19.85 %, Min Defl. Ratio = 3233.62 TABULAR SUMMARY Allowable 15.5 k -ft 23.76 ksi 19.31 k 14.40 ksi Moments.. 0.199 0.106 7819.50 3233.62 H+ @ Center H- @ Center • @ Left @ Right Shears... @ Left Right Deflection.. @ Center @ Left Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax 3.1 2.05 2.05 -0.022 0.000 0.000 2.05 2.05 OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 1.3 0.0 0.0 0.0 0.85 0.85 -0.009 0.000 0.000 0.000 0.85 0.85 3.1 0.0 0.0 0.0 2.05 2.05 -0.022 0.000 0.000 0.000 2.05 2.05 0.0 0.0 0.0 0.0 0.00 0.00 -0.009 0.000 0.000 0.000 0.85 0.85 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -30 BEAM DATA Center Span Length = 20.33 ft Left Cantilever = 5.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Hot Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin » All distances refer to left USING w8x15, Hax Stress Ratio = Haxinuns... Actual Moment = 0.6 Stress= 0.60 Shear = 0.15 Stress= 0.08 Deflection = -0.030 fb / Fb : % max fv / Fv • % max Min. DL Defl Ratio = Min. TL Defl Ratio = AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,Y 52nd Ave South Building 97012 Peter Hart / Stew, Kohut STEEL SECTION DATA v8x15 = 8.11 in Ixx • 0.245 in Iyy • 4.01 in Sxx • 0.315 in Syy • 4.44 in2 r:xx • 15.08 1 r:yy • 1.03 in APPLIED LOADS support, '-' identifies load as be SUMMARY 2.52 %, Hin Defl. Ratio = 6004.80 TABULAR Allowable 23.4 k -ft 23.76 ksi 28.61 k 14.40 ksi 0.025 0.005 6004.80 6004.80 = 48.00 in4 • 3.41 in4 • 11.84 in3 • 1.70 in3 • 3.288 in • 0.876 in ing on left cantilever. SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Hax Only @Cntr @Cntr @Cants @Cants Moments.. H+ @ Center = 0.6 0.6 0.0 0.0 0.0 0.0k-ft H- @ Center = -0.2 0.0 0.0 0.0 0.0k-ft @ Left = -0.2 0.0 0.0 0.0 0.0k-ft @ Right = -0.2 0.0 0.0 0.0 0.0k-ft Shears... @ Left = 0.15 0.15 0.00 0.00 0.00 0.00k @ Right = 0.15 0.15 0.00 0.00 0.00 0.00k Deflection :. @ Center = -0.030 -0.030 0.000 -0.030 0.000 -0.030 in @ Left = 0.019 0.019 0.000 0.019 0.000 0.019 in 0 Right = 0.020 0.020 0.000 0.020 0.000 0.020 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left = 0.23 0.23 0.00 0.23 0.00 0.23 k Reactions @ Right = 0.23 0.23 0.00 0.23 0.00 0.23k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -29 BEAM DATA Center Span Length = 17.33 ft Left Cantilever = 5.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y » All distances refer to left support, ' -' USING w8x10, Max Stress Ratio = Maxinuns... Actual Moment = 0.3 Stress = 0.39 Shear = 0.09 Stress = 0.06 Deflection = -0.014 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = 52nd Ave South Building 97012 Pater Hart / Stew Kohut STEEL SECTION DATA w8x10 = 7.89 in Ixx = 0.170 in iyy • 3.94 in Sxx • 0.205 in Syy • 2.96 in2 r:xx • 10.05 I r:yy • 0.99 in = 30.80 in4 • 2.09 in4 • 7.81 in3 • 1.06 in3 • 3.226 in = 0.840 in APPLIED LOADS identifies load as being on left cantilever. SMEARY 1.63 %, Min Defl. Ratio = 12878.03 TABULAR SUMMARY OF LOAD COMBI TIONS Allowable Dead Load + Loads Placed as follows 15.5 k-ft Placed DL LL LL +ST LL LL+ST 23.76 ksi for Max Only @Cntr @Cntr ()Cants @Cants 19.31 k 14.40 ksi Honents.. M+ @ Center = H- @ Center = @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 0.016 0.005 12878.03 12878.03 0.3 0.3 0.0 0.0 0.0 0.0k-ft -0.1 0.0 0.0 0.0 0.0k-ft -0.1 0.0 0.0 0.0 0.0k-ft -0.1 0.0 0.0 0.0 0.0 k -ft 0.09 0.09 0.00 0.00 0.00 0.00k 0.09 0.09 0.00 0.00 0.00 0.00k -0.014 -0.014 0.000 -0.014 0.000 -0.014 in 0.009 0.009 0.000 0.009 0.000 0.009 in 0.009 0.009 0.000 0.009 0.000 0.009 in 0.000 0.000 0.000 0.000 0.000 in 0.14 0.14 0.00 0.14 0.00 0.14 k 0.14 0.14 0.00 0.14 0.00 0.14k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR-31 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy - 36ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin USING w8x15, Max Stress Ratio = Maximum... Actual Moment = 0.7 Stress = 0.67 Shear = 0.16 Stress= 0.08 Deflection = -0.033 fb / Fb : % max 0.028 fv / Fv • % max 0.006 Min. DL Defl Ratio = 5382.61 Min. TL Defl Ratio = 5382.61 AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w8x15 = 8.11 in Ixx = 0.245 in Iyy • 4.01 in Sxx • 0.315 in Syy • 4.44 in2 r:xx = 15.081 r:yy • 1.03 in APPLIED LOADS SUMMARY 2.83 %, Min Defl. Ratio = 5382.61 TABULAR SUBHARY Allowable 23.4 k -ft 23.76 ksi 28.61 k 14.40 ksi Moments.. M+ @ Center = H- @ Center = @ Left = @ Right - Shears... @ Left = @ Right = Deflection.. @ Center = . @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max = 48.00 in4 = 3.41 in4 = 11.84 in3 = 1.70 in3 = 3.288 in = 0.876 in OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 0.7 0.7 0.0 0.0 0.0 0.0k-ft -0.2 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft -0.2 0.0 0.0 0.0 0.0k-ft 0.14 0.14 0.00 0.00 0.00 0.00k 0.16 0.16 0.00 0.00 0.00 0.00k -0.033 -0.033 0.000 -0.033 0.000 -0.033 in 0.000 0.000 0.000 0.000 0.000 0.000in 0.022 0.022 0.000 0.022 0.000 0.022 in 0.000 0.000 0.000 0.000 0.000in 0.14 0.14 0.00 0.14 0.00 0.14k 0.24 0.24 0.00 0.24 0.00 0.24k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job I: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -32 BEAM DATA Center Span Length = 27.00 ft1AISC Section Left Cantilever = 0.00 ft Section Depth Right Cantilever = 0.00 ft Web Thickness Onbraced Length = 0.00 ft Section Width Bean Wt. is ADDED To applied loads J Flange Thickness Live Load Not Acting with Short Tern Section Area Fy = 36 ksi Section Weight Load Duration Factor = 1.00 v/ rT, y Bean End Fixity : Pin:Pin Dead Load Live Load Distance To Load = 2.91 k = 3.88k = 20.00 ft 52nd Ave South Building 97012 PPtir Hart / StPfrP Kohut STEEL SECTION DATA w16x26 ✓' • 15.69 in Ixx • 0.250 in ryy • 5.50 in Sxx • 0.345 in Syy - 7.68 in2 r:xx 26.08 I r:yy = 1.36 in APPLIED LOADS 301.00 in4 = 9.59 in4 • 38.37 in3 • 3.49 in3 6.260 in 1.117 in Concentrated Loads Dead Load Live Load Distance To Start Distance To End USING w16x26, = 0.19 k /ft = 0.28 k /ft = 0.00 ft = 20.00 ft Unifora Loads SUMMARY Max Stress Ratio = 84.80 %, Min Defl. Ratio = 336.60 TABULAR SUMMARY OF LOAD COMBINATIONS Maxinuns... Actual Moment = 64.4 Stress = 20.15 Shear = 8.80 Stress= 2.24 Deflection = -0.963 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0k-ft 23.76 ksi 56.48k 14.40 ksi Moments.. M+ @ Center 14- @ Center 0.848 @ Left 0.156 @ Right 771.04 Shears... @ Left 336.60 @ Right Deflection.. @ Center @Left at Reactions Reactions Placed for Max Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants • 64.4 28.1 64.4 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft • 7,93 3.46 7.93 0.00 0.00 0.00 k • 8.80 3.89 8.80 0.00 0.00 0.00k • -0.963 -0.420 -0.963 -0.420 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 7.93 3.46 7.93 3.46 0.00 0.00k 8.80 3.89 8.80 3.89 0.00 0.00k @ Right = 0.00 ft = @ Left = @ Right = V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR-33 BEAM DATA Center Span Length = 27.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Load = 2.91k = 3.88k = 20.00 ft 52nd Ave South Building 97012 PPtPr Rart / Stpvp Kohut STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0.250 in Iyy = 5.50 in Sxx • 0.345 in Syy = 7.68 in2 r:xx • 26.08 1 r:yy = 1.36 in APPLIED LOADS • 301.00 in4 • 9.59 in4 • 38.37 in3 = 3.49 in3 • 6.260 in • 1.117 in Concentrated Loads Dead Load Live Load Distance To Start Distance To End = 0.19k/ft = 0.28k/ft = 0.00 ft = 20.00 ft Unifora Loads SUMMARY USING w16x26, Max Stress Ratio = 84.80 %, Min Defl. Ratio = 336.60 TABULAR SUMMARY Maxinuns... Actual Moment = 64.4 Stress= 20.15 Shear = 8.80 Stress= 2.24 Deflection = -0.963 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 76.0k-ft 23.76 ksi 56.48k 14.40 ksi Monents.. 0.848 0.156 771.04 336.60 M+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max 64.4 7.93 8.80 -0.963 0.000 0.000 7.93 8.80 OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 28.1 0.0 0.0 0.0 3.46 3.89 -0.420 0.000 0.000 0.000 3.46 3.89 64.4 0.0 0.0 0.0 7.93 8.80 -0.963 0.000 0.000 0.000 7.93 8.80 0.0 0.0 0.0 0.0 0.00 0.00 -0.420 0.000 0.000 0.000 3.46 3.89 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering_ 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR-34 BEAN DATA Center Span Length = 17.67 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin :Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, Y Dead Load Live Load Distance To Load = 5.41 k = 7.15 k = 13.67 ft APPLIED LOADS 52nd Ave South Building 97012 PPtPr Hart a StPvP Kohut STEEL SECTION DATA w18r40 17.90 in Ixx 0.315 in Iyy 6.01 in Sxx 0.525 in Syy 11.80 in2 r:xx 40.061 r:yy 1.52 in = 612.00 in4 • 19.10 in4 • 68.38 in3 = 6.35 in3 7.202 in ▪ 1.272 in Concentrated Loads SUMMARY USING w18x40, Max Stress Ratio = 29.46 %, Min Defl. Ratio = 2222.60 TABULAR SUMMARY Maximums... Actual Moment = 39.9 Stress= 7.00 Shear = 10.07 Stress = 1.79 Deflection = -0.095 fb / Fb : t max fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19k 14.40 ksi Monents.. M+ @ Center M- @ Center 0.295 @ Left 0.124 @ Right 4833.67 Shears... @ Left 2222.60 @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants • 39.9 17.8 39.9 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0 k -ft = 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft • 3.20 1.58 3.20 0.00 0.00 0.00k • 10.07 4.54 10.07 0.00 0.00 0.00k • -0.095 -0.044 -0.095 -0.044 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in • 3.20 1.58 3.20 1.58 0.00 0.00k • 10.07 4.54 10.07 4.54 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 STEEL BEAM DESIGN BR -35 BEAM DATA Center Span Length = 29.75 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,Y Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: 52nd Ave South Building 97012 PPf r Hart / Stpvp Kohut STEEL SECTION DATA • x16x31 • 15.88 in Ixx ▪ 0.275 in Iyy 5.53 in Sxx ▪ 0.440 in Syy • 9.12 in2 r:xx • 30.97 1 r:yy • 1.39 in APPLIED WADS Concentrated Loads Dead Load = 1.05k 0.85k 3.76 k Live Load = 1.40k 1.20k 5.25k Distance To Load = 11.75 ft 16.50 ft 26.00 ft • 375.00 in4 = 12.40 in4 • 47.23 in3 = 4.49 in3 = 6.412 in • 1.166 in SUMMARY USING w16x31, Max Stress Ratio = 53.43 %, Hin Defl. Ratio = 496.80 TABULAR SUMMARY Haxinuns... Actual Moment = 50.0 Stress= 12.70 Shear = 10.44 Stress= 2.39 Deflection = -0.719 fb / Fb : % nax 0.534 fv / Fv : % nax 0.166 Hin. DL Defl Ratio = 1079.11 Hin. TL Defl Ratio = 496.80 Allowable 93.5 k-ft 23.76 ksi 62.88 k 14.40 ksi Honents.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max OF LOAD COMBINATI0NS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants • 50.0 22.9 50.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k -ft 0.0 0.0 0.0 0.0 0.0k-ft • 3.99 1.95 3.99 0.00 0.00 0.00k • 10.44 4.63 10.44 0.00 0.00 0.00k • -0.719 -0.331 -0.719 -0.331 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in • 3.99 1.95 3.99 1.95 0.00 0.00k • 10.44 4.63 10.44 4.63 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title:. 52nd Ave South Building Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -36 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 5.00 ft Right Cantilever = 2.83 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w18x35 • 17.70 in Ixx • 0.300 in Iyy • 6.00 in Sxx = 0.425 in Syy • 10.301112 r:xx • 34.97/ r:yy • 1.49 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Concentrated Loads Dead Load Live Load Distance To Load = 7.02k 0.79k = 9.09 k 1.00k = 18.33 ft 23.83 ft SUMMARY USING w18x35, Max Stress Ratio = 19.46 %, Min Defl. Ratio = 1366.87 TABULAR SUMMARY Haxinuns... Actual Moment = 22.2 Stress= 4.62 Shear = 15.25 Stress= 2.87 Deflection = -0.077 fb / Fb : %nax fv / Fv : % max Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 114.1 k -ft Placed 23.76ksi for Max 76.46 k 14.40 ksi Moments.. M+ @ Center M- @ Center 0.195 @ Left = 0.199 @ Right 3612.84 Shears... @ Left = 1366.87 @ Right Deflection.. @ Center @Left = @ Right = at O.00ft = Reactions @ Left = Reactions @ Right = = 510.00 in4 ▪ 15.30 in4 = 57.63 in3 • 5.10 in3 • 7.037 in • 1.219 in OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 22.2 8.3 -3.2 -0.4 -3.2 1.56 0.80 15.25 6.92 -0.077 -0.032 0.050 0.021 0.050 0.019 0.000 1.73 0.97 17.33 7.81 22.2 0.0 4.8 0.0k-ft -3.2 0.0 -7.0 0.0k-ft -0.4 0.0 -0.4 0.0k-ft -3.2 0.0 -7.0 0.0k-ft 1.56 0.00 0.61 0.00k 15.25 0.00 7.11 0.00k -0.077 -0.032 -0.021 -0.032 in 0.050 0.021 0.014 0.021 in 0.050 0.019 0.009 0.019 in 0.000 0.000 0.000 0.000 in 1.73 0.97 0.78 0.97k 16.14 7.81 9.00 7.81k V4.4D (c) 1983-96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -37 BEAM DATA Center Span Length = 17.00 ft Left Cantilever = 5.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Peter _Hart / StEVE Kohut STEEL SECTIOI DATA w18x40 = 17.90 in Ixx • 0.315 in Iyy = 6.01 in Sxx • 0.525 in Syy • 11.80 in2 r:xx = 40.06 1 r:yy • 1.52 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Concentrated Loads Dead Load Live Load Distance To Load = 5.53k = 7.34 k = 13.33 ft SUMMARY USING w18x40, Max Stress Ratio = 27.94 %, Hin Defl. Ratio = 1877.08 TABULAR SUMMARY Maximus... Actual Moment - 37.8 Stress= 6.64 Shear = 10.40 Stress= 1.84 Deflection = -0.083 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19 k 14.40 ksi Moments.. Placed for Max = 612.00 in4 = 19.10 in4 = 68.38 in3 6.35 in3 = 7.202 in 1.272 in OF LOAD COMBiNATION.S Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants H+ @ Center = 37.8 16.8 37.8 0.0 16.8 0.0k-ft M- @ Center = -0.5 -0.5 0.0 -0.5 0.0 k-ft @ Left = -0.5 -0.5 0.0 -0.5 0.0 k -ft @ Right = 0.0 0.0 0.0 0.0 0.0k-ft @ Left = 3.15 1.56 3.15 0.00 1.56 0.00k @ Right = 10.40 4.65 10.40 0.00 4.65 0.00k @ Center = -0.083 -0.037 -0.083 -0.037 -0.037 -0.037 in @ Left = 0.064 0.029 0.064 0.029 0.029 0.029 in @ Right = 0.000 0.000 0.000 0.000 0.000 0.000in 0.00 ft = 0.000 0.000 0.000 0.000 0.000in @ Left = 3.35 1.76 3.35 1.76 1.76 1.76k @ Right = 10.40 4.65 10.40 4.65 4.65 4.65k 0.279 0.128 4134.37 Shears... 1877.08 Deflection.. at Reactions Reactions V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -38 BEAT! DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin USING w18x40, Hax Stress Ratio = Haxinuns... Actual Moment = 2.0 Stress = 0.35 Shear = 0.40 Stress = 0.07 Deflection = -0.008 fb / Fb : % max fv / Fv : % max Hin. DL Deft Ratio = Hin. TL Defl Ratio = AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Pater Hart / StPvp Knhut STEEL SECTION DATA w18x40 • 17.90 in Ixx • 0.315 in Iyy • 6.01 in Sxx • 0.525 in Syy • 11.80 in2 r:xx • 40.06 1 r :yy 1.52 in APPLIED LOADS SUMMARY 1.48%, Min Defl. Ratio = 29533.12 TABULAR SUMMARY Allowable 135.4 k -ft 23.76 ksi 81.19k 14.40 ksi Moments.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left Right Deflection.. @ Center @Left Right at 0.00 ft Reactions @ Left Reactions @ Right 0.015 0.005 29533.12 29533.12 Placed for Max • 612.00 in4 • 19.10 in4 • 68.38 in3 • 6.35 in3 • 7.202 in • 1.272 in OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 2.0 0.40 0.40 -0.008 0.000 0.000 0.40 0.40 2.0 -0.0 0.0 0.0 0.40 0.40 -0.008 0.000 0.000 0.000 0.40 0.40 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 0.0 0.0 0.0 0.00 0.00 -0.008 0.000 0.000 0.000 0.40 0.40 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft O.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 I CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -39 BEAM DATA Center Span Length = 17.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Load = 5.67k = 7.56k = 2.33 ft 52nd Ave South Building 97012 PPtPr Hart / StPttP Kohut_ STEEL SECTION DATA w18x40 = 17.90 in Ixx • 0.315 in Iyy • 6.01 in Sxx • 0.525 in Syy • 11.80 in2 r:xx • 40.064 r:yy • 1.52 in APPLIED LOADS • 612.00 1114 = 19.10 in4 • 68.38 in3 = 6.35 in3 • 7.202 in • 1.272 in Concentrated Loads SUMMARY USING w18x40, flax Stress Ratio = 20.05 %, Min Defl. Ratio = 2662.50 TABULAR SUMMARY OF LOAD COMBINATIONS flaxinuns... Actual Moment = 27.1 Stress = 4.76 Shear = 11.73 Stress = 2.08 Deflection = -0.057 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19 k 14.40 ksi 0.200 0.144 5827.89 2662.50 Moments.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL +ST @Cants • 27.1 12.0 27.1 0.0 12.0 0.0k-ft -0.5 -0.5 0.0 -0.5 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft -0.5 -0.5 0.0 -0.5 0.0k-ft = 11.73 5.20 11.73 0.00 5.20 0.00k • 2.18 1.15 2.18 0.00 1.15 0.00k _ -0.057 -0.026 -0.057 -0.026 -0.026 -0.026 in • 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.045 0.021 0.045 0.021 0.021 0.021 in 0.000 0.000 0.000 0.000 0.000 in • 11.73 5.20 11.73 5.20 5.20 5.20k • 2.38 1.35 2.38 1.35 1.35 1.35k V4.4D (c) 1983-96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN BR -40 BEAM DATA Center Span Length = 27.50 ft" AISC Section Left Cantilever = 0.00 ft Section Depth Right Cantilever = 0.00 ft Web Thickness Unbraced Length = 0.00 ft Section Width Bean Wt. is ADDED To applied loads,/ Thickness Live Load Not Acting with Short Tern Section Area Fy = 36 ksi Section Weight Load Duration Factor = 1.00 / rT, y Beam End Fixity : Pin:Pin Dead Load Live Load Distance To Load = 22.33 ft P2 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w24x55 = 23.57 in Ixx = 0.395 in Iyy = 7.01 in Sxx = 0.505 in Syy = 16.20 in2 r :xx = 55.00 1 r:yy = 1.68 in APPLIED LOADS = 1350.00 in4 • 29.10 in4 • 114.55 in3 = 8.31 in3 • 9.129 in = 1.340 in 4. Concentrated Loads = 6.82k = 8.79k f, USING w24x55, SUMMARY Max Stress Ratio = 30.29 %, Min Defl. Ratio = 1818.62 TABULAR SUMMARY OF LOAD COKBIHATIOHS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants • Haxinuns... Actual Honent = 68.7 Stress = 7.20 Shear = 13.43 Stress= 1.44 Deflection = -0.181 fb / Fb : % nax fv / Fv : % nax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 226.8 k -ft 23.76 ksi 134.07 k 14.40 ksi 0.303 0.100 3695.34 1818.62 Moments.. M+ @ Center = 68.7. 31.8 68.7 0.0 0.0 0.0 k -ft H- @ Center = 0.0 0.0 0.0 0.0 0.0 k -ft @ Left = 0.0 0.0 0.0 0.0 0.0 k -ft @ Right = 0.0 0.0 0.0 0.0 0.0 k -ft Shears... @ Left = 3.69 2.04 3.69 0.00 0.00 0.00 k @ Right = 13.43 6.29 13.43 , 0.00 0.00 0.00k Deflection.. € Center = -0.181.7-0.089 -0.181 -0.089 0.000 0.000 in @ Left = 0.000 0.000 0.000 0.000 0.000 0.000 in @ Right = 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left = 3.69 2.04 3.69 2.04 0.00 0.00k Reactions @ Right = 13.43 6.29 13.43 6.29 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering. 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN BR -41 BEAM DATA Center Span Length = 10.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,Y Dead Load Live Load Distance To Load = 4.11 k = 5.48k = 2.33 ft 52nd Ave South Building 97012 PPtPr Hart / Steve Kohut STEEL SECTION DATA w24x55 23.57 in Ixx • 0.395 in Iyy • 7.01 in Sxx • 0.505 in Syy = 16.20 in2 r:xx • 55.00 1 r:yy 1.68 in APPLIED LOADS = 1350.00 in4 • 29.10 in4 = 114.55 in3 • 8.31 in3 ▪ 9.129 in = 1.340 in Concentrated Loads USING w24x55, Max Stress Ratio = 7.75 %, Min Defl. Haxinuns... Actual Moment = 17.6 Stress = 1.84 Shear = 7.63 Stress= 0.82 Deflection = -0.006 fb / Fb : % tax fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 226.8 k -ft 23.76 ksi 134.07 k 14.40 ksi 0.077 0.057 42786.26 19578.81 SUMMARY Ratio = 19578.81 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Hax Only @Cntr @Cntr @Cants @Cants Monents.. M+ @ Center = H- @ Center = @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 17.6 7.8 17.6 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0k-ft 7.63 3.43 7.63 0.00 0.00 0.00k 2.51 1.23 2.51 0.00 0.00 0.00k -0.006 -0.003 -0.006 -0.003 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 7.63 3.43 7.63 3.43 0.00 0.00k 2.51 1.23 2.51 1.23 0.00 0.00k V4.4D (c) 1983-96 ENERCALC CT Engineering, kw0602397 C T E N G I N E E R I N G Project: Z y � � �h lfui) Client: LL TEL = Date. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: Page Number: (206) 285 -0618 SO �JS? C Of-tiGe �. /00 /DS (corr.) I "C- ,vpsom 8', ?' n r_v 57r" Plywood 1 n ps. 7-IL or 771../ Jo, PA' 2. (oe (see (2) 44 4yp. 0: S Co 11,(c. 2, 0 Z./ 4/ psS 1' /.i De.. •f- Z.0 pig �ulv= " /2r/O A3„.. 4/•760 (' T -1 30 /. T-2 32' 42V0 1.in) . s� L oo cl nom, /f''LP) 20 2 corr. G l9, t.'' = INS. 6 o7rl•,.e 22,5.0 Corr, /G" To ;5 4-7-7, 1.00 ZI-1"r3(,) 1.0? 2L 77--)L.-, . '0.1 ••flf3'71-X /3SDF. L4"'T7- FT"- -- 9y- -Ttip. �=S •GB :.y� 20 "rr` 3)0. • .76. • . Z e/ /11,. 7--JT/ 6 F act. 9/ IKl v'rr. e C corr. el 1/.., d(n. *Avrn aa.z. c?. F) LL TL 119 /GO ZZ,Sw�P� • d= TruSS Si' -ec - I. (in). 19,2 ?" .o /. 9q 3O Z. 2-41. /,6 7 -8 Z9, D . WS"- . 97- 3 -q 21.33 1.1?- . i8 T -'/ cJ,S -/l . s s • 3?- T -l2 o -9,f Za .lS. 1.3 , 09- T -iy q .2. ,13 'Iv rfl 714" T SI.•/ Z Z" TSL. 20 "T? L• It " r3 /3S0F 1(4- 1.1Z /3.<DF Zy °TTwJ OA- %Tr /.36-DE T -19- 17,s7 .5? • Se 7-16 i9 33 .qz .6( 7--/9 22. 1.1 .73 ? - ?o /2'.? .&3 • . 417 • 721 Ichl.7- ?-yZ 3 - 1.0;.$4'S t ,/ ad..13" ;.,na 1 Co '-i.d.r /o.LUt • 131• 175-- 2,0 /Lit/ ig3 Z'! Z97- 24" n:9 24" 2o2 24" zc j ". 19.7 zi3 30 2- �3- JI'lb 77r/35-DA z/(, 2.4" Z?-1. z4 ". ZSS INo 103 z N" 20- .7 1. Zo" TSL 20" Z.TL. 2a" T3 . .0.2 , Structural and Civil Engineers TJI ` Joist Allowable Uniform Load — Floor Values shown are in pounds per lineal foot (PLF) • GENERAL NOTES: 1. Load capacity assumes no composite action provided by sheathing. 2. These values reflect the most restrictive of simple span or multiple span applications. 3. Web stiffeners are required if the sides of the hanger do not laterally support the TJI, joist top flange. Web stiffeners are also required at all TJt /55 DF joist hanger locations where joist reactions exceed 1200 pounds. FLOOR JOIST SIZING: 4. To size a joist for use in a floor, it is necessary to check both live load and total load. When live load is not shown, total load will control. 5. Total Load column limits joist deflection to L/240. Live load column is based on joist deflection of U480. 6. For live load deflection limits of L/360 (minimum code criteria), multiply value in live load column by 1.33. The resulting live load shall not exceed the total load shown. PSF TO PLF CONVERSION TABLE Load in pounds per lineal foot (PLF) O.C. ..; .Llir'JJt=Ag:;,;11;115ff :.T 4'S. :: s f •+•i ••.i. ,a; ..7 t.: - J •K::,:: c:.: : ;Y.. • r:' ' n�'�•`•.ai.. ` �.�:T �:Y <�LOAD IN.LBS. PER.SOUARE FOOT (PSF)'.•W.1'. =.`.. tt!: - SPACING. �,tp: ;; az.. h:r:;•! :.., t,..ti �� ,,.,_ ; - Y.. y_, .. .t �. ; ;. t:: f_ f:20 1 ,.:.z4s.v.i... :125...!ie. ;A '�:1.4'M.30 � .s'.,wak: : :35':x:`, i i ;•f, . ,n. =�x �._. _ •,:- .40�?�':: �- .�..:r• 45 %�r:•�+'•...i+.y_ 50. � .:$• :..1•:,.•. u:' •O;r 12" ...-1; j: 20 25 30 35 40 45 50 55 60 ', 16" -SC•' 27 34 40 47 54 60 67 74 80 ',=+. 19.2" ..tt? 32 40 48 56 64 72 80 88 96 1.i : 24" ;i1:',.;.: 40 50 60 70 80 90 100 110 120 Page 14 - ;,i fi 4.' ?JI9/Proifai7 4..c; • r;i!'" ?F' .ri, is;7J1 */15 DF::;^.i;?s; :sty ?i o ,A;t^;;; a''.`•t 4 w'�i';'t' lewi�'•..Jt°/Y2.�i bF,;br ':.:: �._.:• •:;,;, tJOIST' 1 JOIST CLEAR SPAN •t,, (FL)' 9'k" TJN/Pfo" " �117;i ;'i4l ?/Pro•%: 9 ;/x"l 'J10115.17F' 11 % ".TJI'/15 DF 9'k•:■T'Jl''/25 DF. 111144...TJI�i,2 pf3�. Z14'0410/25 DF •: " +; , •'ii_ ;14t : >, -41:!`'!"'•4 :'' ! ; ;�(: /? -, i . "J;1 f • _144 J.Y.x � ■.�., i•_ ?) i. LIVE;( LOAD 0480 Vail ;y;..,. ;TOTAIJ LOAD: ;- LIVE .il:OAb �L/48b 'fit- .` TOTAL.: .LL043„ ''"•LIVE ti LOAD'i' ,,'!480•(' l:ifc,4t,*',a. (TOTAL ,LOAD : ; ;•1JV `LOADVICJAL: , :1J480a 44' t', ,t,OAD•> ' ;LIVE. . LOAD ,''IJ480� `•S''1.p .3 QTAL, {LOAD•, 7`LNEyj� •tOAb- �1J480�.0.1i• • .k �•t•i Q f ;(1AP,- i °480;. = ; •:; TOTAL' LOAD i �;�s,� ��' ` -• 53.6.:• 245 245 :� 6 :; -:: 247 247 264 264 264 264 %}� -; ..; ak, 8 - • <`- 8 _• 185 185 186 186 199 199 199 !''•:- 10.:•: 199 ,......,-i:-5+ : :: 10 • 131 148 148 143 149 149 160 7.:.12 •.•: 160 160 160 4:: E,i .4t � !:y)1:. 4. . ' •l•'.47:4:,; Lii -' 12 • " 80 109 124 88 125 :_ 14 , 125 100 134 134 134 . 134 - 14.' .` 52 80 88 106 57 107 96 107 65 115 109 115 148' 1 115 148' 1 115 . t ?�' •i •.16' 36 62 61 82 39 79 67 94 45 90 76 101 133' ' 101 .: 22 •••; 3 101 ': • `;•i" ,. •; 18 ' 26 49 44 65 28 56 48 84 32 65 54 89 80 89 77 6 89 77 4 !,;,...'-'.20 -,: ; 89 6 65 1 32 53 21 42 36 71 24 48 41 81 59 81 80 ' 81 i ': -,1 .: r:rr..Jf i-Y :: t,'•'' • • '22'= °. 103' ' ':. 26 • -: 25 44 16 32 27 54 18 36 31 62 45 73 62 73 "'. 24 16 3 32 2 24 4 47 3 32 6 62 2 24 4 47 3 14 29 24 48 35 67 48 67 +'•`' e r,�: ,..26 .•'. 39 2 27 5 53 2 20 4 40 2 29 5 57 3 39 7 11 23 19 38 28 56 39 t,` -i,•t' 62 %• ? *.` ?/.;*,.. 28 ' 17 3 33 2 24 4 48 3 33 6 65 ' ': 34 •. 'x'•36 ': 2 15 31 23 46 31 58 _ Wit. F� � 1:ii%,it%i v- Yr2_,rr =r': '�'30 " 28 5 56 • • =' 36 13 26 19 38 26 51 • GENERAL NOTES: 1. Load capacity assumes no composite action provided by sheathing. 2. These values reflect the most restrictive of simple span or multiple span applications. 3. Web stiffeners are required if the sides of the hanger do not laterally support the TJI, joist top flange. Web stiffeners are also required at all TJt /55 DF joist hanger locations where joist reactions exceed 1200 pounds. FLOOR JOIST SIZING: 4. To size a joist for use in a floor, it is necessary to check both live load and total load. When live load is not shown, total load will control. 5. Total Load column limits joist deflection to L/240. Live load column is based on joist deflection of U480. 6. For live load deflection limits of L/360 (minimum code criteria), multiply value in live load column by 1.33. The resulting live load shall not exceed the total load shown. PSF TO PLF CONVERSION TABLE Load in pounds per lineal foot (PLF) O.C. ..; .Llir'JJt=Ag:;,;11;115ff :.T 4'S. :: s f •+•i ••.i. ,a; ..7 t.: - J •K::,:: c:.: : ;Y.. • r:' ' n�'�•`•.ai.. ` �.�:T �:Y <�LOAD IN.LBS. PER.SOUARE FOOT (PSF)'.•W.1'. =.`.. tt!: - SPACING. �,tp: ;; az.. h:r:;•! :.., t,..ti �� ,,.,_ ; - Y.. y_, .. .t �. ; ;. t:: f_ f:20 1 ,.:.z4s.v.i... :125...!ie. ;A '�:1.4'M.30 � .s'.,wak: : :35':x:`, i i ;•f, . ,n. =�x �._. _ •,:- .40�?�':: �- .�..:r• 45 %�r:•�+'•...i+.y_ 50. � .:$• :..1•:,.•. u:' •O;r 12" ...-1; j: 20 25 30 35 40 45 50 55 60 ', 16" -SC•' 27 34 40 47 54 60 67 74 80 ',=+. 19.2" ..tt? 32 40 48 56 64 72 80 88 96 1.i : 24" ;i1:',.;.: 40 50 60 70 80 90 100 110 120 Page 14 !. :xvi'.,'xrN 05 1:13- wwk is t�w'i?i : :i'i';� ="�`� s•~ S S,". , • n..' •. tJOIST' 1 11 ?/ • �' F,r"s g gr I��+i-..A +f a ak16',Pif. ,DFt j j I••.bitJiriig:D . .'t4 "TJ1 55,DFe' i itso.Dpz; . .JOIST • ?'::1.11'(- : :- -e, .7 , ,zi.•• . ar i it' -` r` `�'� ..7. f f .'t 3 IOTA t 3� . .' K K` n n : i;'6' ': 3 302 3 302 3 302 4 437' 4 437' 4 437' : :� 6 :; -:: e,,.8' -'• > 2 228 2 228 2 228 3 329' 3 329' 3 329' < <`- 8 _• ft.' '10:- 1 163 1 183 1 183 2 265' 2 265' 2 265' ! !''•:- 10.:•: _ :12': 1 153 1 153 1 153 2 221' 2 221' 2 221' 7 7.:.12 •.•: !%.3:,14:.'•'' 1 131 1 131 1 131 1 190' 1 190' 1 190' : :_ 14 , 1;:-.:16--'.. 9 95 1 115 1 115 1 115 1 136 1 166' 1 166' 1 166' _ _' 16 • =. : :18••..' 6 68 1 102 9 99 1 102 1 102 9 99 1 148' 1 141' 1 148' 1 148' : :. 18 20 •,.- 5 51 9 92 7 74 9 92 9 92 7 74 1 133' 1 107 1 133' 1 133' ' '::' 20 " • .: 22 •••; 3 39 7 78 5 57 8 84 7 77 8 84 5 57 1 114' 8 82 1 121' 1 110' 1 121' ' '; :22 •• "`" . • •24 : • 3 30 6 61 4 44 7 77 6 60 7 77 4 45 8 89 6 65 1 111' 8 87 1 111' ' ',.• 24 • .:1.:'. •:26' ^:' 2 24 4 49 3 35 7 71 4 48 7 71 3 36 7 71 5 52 1 103' 6 69 1 103' ' ':. 26 • -: 28 ; ''. 2 20 3 39 2 29 5 57 3 39 6 66 2 29 5 58 4 42 8 84 5 56 9 95' : : . 28 • i„ti'•..30 '. 1 16 3 32 2 24 4 47 3 32 6 62 2 24 4 47 3 35 6 69 4 47 8 89' - - 30 *1:• 32- • 1 14 2 27 2 20 3 39 2 27 5 53 2 20 4 40 2 29 5 57 3 39 7 77' ' ' :' 32 : y.; 34 ., 1 17 3 33 2 24 4 48 3 33 6 65 ' ': 34 •. 'x'•36 ': 2 20 4 41 2 28 5 56 • • =' 36 GENERAL NOTES: 1. Load capacity assumes no composite action provided by sheathing. 2. These values reflect the most restrictive of simple span or multiple span applications. 3. Web stiffeners are required if the sides of the hanger do not laterally support the TJI, joist top flange. Web stiffeners are also required at all TJt /55 DF joist hanger locations where joist reactions exceed 1200 pounds. FLOOR JOIST SIZING: 4. To size a joist for use in a floor, it is necessary to check both live load and total load. When live load is not shown, total load will control. 5. Total Load column limits joist deflection to L/240. Live load column is based on joist deflection of U480. 6. For live load deflection limits of L/360 (minimum code criteria), multiply value in live load column by 1.33. The resulting live load shall not exceed the total load shown. PSF TO PLF CONVERSION TABLE Load in pounds per lineal foot (PLF) O.C. ..; .Llir'JJt=Ag:;,;11;115ff :.T 4'S. :: s f •+•i ••.i. ,a; ..7 t.: - J •K::,:: c:.: : ;Y.. • r:' ' n�'�•`•.ai.. ` �.�:T �:Y <�LOAD IN.LBS. PER.SOUARE FOOT (PSF)'.•W.1'. =.`.. tt!: - SPACING. �,tp: ;; az.. h:r:;•! :.., t,..ti �� ,,.,_ ; - Y.. y_, .. .t �. ; ;. t:: f_ f:20 1 ,.:.z4s.v.i... :125...!ie. ;A '�:1.4'M.30 � .s'.,wak: : :35':x:`, i i ;•f, . ,n. =�x �._. _ •,:- .40�?�':: �- .�..:r• 45 %�r:•�+'•...i+.y_ 50. � .:$• :..1•:,.•. u:' •O;r 12" ...-1; j: 20 25 30 35 40 45 50 55 60 ', 16" -SC•' 27 34 40 47 54 60 67 74 80 ',=+. 19.2" ..tt? 32 40 48 56 64 72 80 88 96 1.i : 24" ;i1:',.;.: 40 50 60 70 80 90 100 110 120 Page 14 Page 14 Load Tables /Floor (loo %) Allowable Uniform Load (PLF) TJWT`' Series Simple Span TJWT" Series with Glue- Nailed Floor Depth 14 30 16 18 20 38 22 42 Depth 24 LL COM 26 Depth Span 10 12 14 Span LL COM TL Lt. COM TL LL COM TL LL COM TL LL I COM TL LL COM TL LL. COM TL 10 12 14 502 -46871 377;? 502 502 - 1"424°''' 384 373 363 502 496 465 502 482 455 490 465 443 467 446 427 445 427 411 16 18 20 199 133 297,. 248 R, 206':.. 260 174 •, •336•: 1.:.281.;; • - :234';,: 219 `;•373:.:'a .• ,:314 = .1262.%x1 267 408 i 1457 •`1'92895.`., 354 345 336 422 375 1 Mini 342 334 326 410 390 341 329 322 315 396 382 351 16 18 20 22 24 26 101 79 63 .. '168+:4 136:'' 116:: 133 104 83 -.094.. x158;''. "•135 `. • 166 132 105 .F...k2ggig . i8cL +.''�. 206 162 129 240. ' g�g°£t't10'';;1 3173.V 245 194 155 41• 263 • . y��,%'230.'' ¶4 196 .i 227 183 '.. 285. '250'': ,G 213 •: 262 211 306 y'°.•,-284�''•" V.229•:�'-' 22 24 26 28 30 32 50 41 '8g Z+ •.¢t.;' 67 55 45 !.•ti;i17r4, $,:,,,.t•'.1 :?' ? 84. _ 85 70 58 '�s4,1 i , . '<; • ` 105 86 72 y"f11,^'jA3x„ 9 •' • ,. 15...,: 126 104 87 - 1166.;'' +t • 46:" i� 128 { ":. 149 123 103 x.190,' 60'• ..1 .. 173 143 120 .:,205. ^' tit 28 30 32 34 36 38 251 234 219 38 •: e r I 48' 41 35 •: •, ' I , ?t .:;.;:., ....'• .:' 60 51 44 q-�02;?hJ j. • 1 - 8 „, t 73 62 53 113: 100 , �190`t8 • 86 73 63 124-- 1103 i?99' 101 86 74 • 135•. •y • ;;i20`Lt1. { I: ` _ 34 36 38 40 42 44 163 142 110 205 183 .• , • = ; +�''r 154 �*? t1 . 120 201 189 171 160 34 36 38 40 44 :.! ti;. fs ',1''= 40 44 38 agidaSti 46 40 35 -65'7, • 'x'+76'•'• 68.+1! 54 47 41 95 '83.; ' _75 ;i' 64 55�: 48 lic - 9 3 ": '�r.: • - 40 42 44 46 ��Y- i` F. 1 •„ 46 48 50 49 44 ct79 x;_73`: 56 50 44 3855 �� 78 a�+,,7 i 9 r: 72 : ,. v,$ 64 - 57 k�'.' • +. w�.1. :+.2 �.. 80 71 63 . 43 p7.,73 46 Depth 28 30 32 34 36 38 40 42 Depth Span LL COM TL LL COM TL LL COM TL LL COM TL LL COM TL LL COM TL LL COM TL LL COM TL Span 10 12 14 423 408 395 403 390 379 384 373 363 368 359 350 351 344 336 336 329 323 322 316 310 308 303 298 10 12 14 16 18 20 382 370 351 368 357 348 354 345 336 342 334 326 329 322 315 316 310 304 304 299 294 293 288 284 16 18 20 22 24 26 241 319 288 '""2d6` 319 293 262 319 293 270 319 293 270 309 293 270 299 293 270 289 284 270 279 275 270 22 24 26 28 30 197 164 137 .-_220" . ;x-190 =' -1 223 185 156 235 ��jS� = 'i 't'c} 208 175 249 �!°" rot. 1' Y• :' 194 251 230 F. J'.J 251 234 214 251 234 219 251 234 219 251 232 215 28 30 32 34 36 116 85 t140 = %�0 132 97 1: r V' "4i 3_ 1:;1 ,�, 148 127 109 4r 165 150 142 ' 134 V+ 122 F r f,i�' :1 +; 183 157 135 :1': ..�� r f'1j'? 172 149 195 163 142 110 205 183 .• , • = ; +�''r 154 �*? t1 . 120 201 189 171 160 34 36 38 40 44 :.! ti;. fs ',1''= 40 44 74 56 1:;111 = ? 84 64 khl ��f,10 A9 a.. 95 83 73 11 ;. 106 i N 93 -$ •;11 P : 81 F u:. 1 3,. r .1•C 118 91 c;.• r' 130 100 ��Y- i` F. 1 •„ 46 48 50 49 44 ct79 x;_73`: 56 50 44 3855 �� 78 a�+,,7 64 57 50 9 r: 72 : ,. v,$ 64 - 57 k�'.' • +. w�.1. :+.2 �.. 80 71 63 �! �� 88 ' • ..c" 79 . '- 70 ?. 1'`•. 97 '+�` • , 86 y� :: .6. : 77 3L 11' 106 ' ;. : 94 4•P'..: ' 84 7 1 J 46 48 50 52 54 56 45 + :'71 „ 51 i : ,. 57 51 ik •., 63 • %i 56 51 4,,i ^' 69 w ? r4 62 62 �,t .-55. 56 ".,,,!•; 76 :c -`- 68 •"' + ;• 62 Yg . ,•• 52 54 56 60 I 51 a- 56 51 87:76r X11 ;; 58 60 1. Straight line interpolations may be made between depths and spans. 2. Values shown are maximum allowable load capacities of the trusses in pounds per lineal foot (PLF) based on: • simple span, uniformly loaded conditions. • an assumed 22% ratio of dead load to total load (eg.: 50 psf live /20 psf partition /20 psf dead). These tables may be non - conservative if the actual ratio is higher than 22 %. A more accurate analysis can be obtained by using the TJ- Spec" software program. • top chord no -notch bearing clips with 2W bearing. Higher values may be possible with other types of bearing clips. 3. These tables may also be used for bottom chord bearing trusses with or without cantilevers — at one or both ends. Cantilevers are limited to V3 of the main span provided the inboard shear for cantilevered conditions is limited to 2,500 lbs. 4. Values in gray sMail areas may be increased 7% for repetitive member usage if the criteria on page 9.2 are met. 5. Values in italics are controlled by minimum concentrated load analysis as required by the BOCA, NBCC, SBCCI and UBC building codes. Higher loads are possible where minimum concentrated load analysis is not required by code. Use the TJ- Spect" software program or contact your Trus Joist MacMillan representative for assistance. Values shown are maximum allowable load capacities. Open web trusses will be custom designed to the specified loads. REV. 7/96 W 7.23 1 1 r 1 1 Load Tables /Floor (100 %) Allowable Uniform Load (PLF) T'LT" Series Simple Span TJLT" Series with Glue- Nailed Floor Depth 14 16 30 18 20 22 36 24 40 26 Depth Span 10 12 14 Span LL TL COM LL COM TL LL COM TL LL COM TL LL I COM TL LL COM Ti, LL COM TL 10 12 14 366 338 "287" • Span 367 338 314 356 332 311 342 322 305 328 311 296 313 299 286 298 286 275 16 18 20 190+., . 117;': 64 " .': 185 123 • 255 ;" .190......: : ' 127:1 i`; 756 283 38''�"� d .1871' � 192 289 262 'a;' -'220 - 230 283 270 Ir'.'240 . 274 1 264 I 254 265 256 247 16 18 20 22 24 26 79 43 . 79.,,.t '4322! 179 90 56 -:!.^41/32 •*-, ".��• •91' ' %.::::,: Mu e; 147 115 91 72.183 -'" "135 ',•'- -; {97 176 138 110 't'c+•200 ' 175 'ti1135 208 163 131 _. '190 a ':. 161 ;? 190 152 "-'204 -• 174 - 24 26 28 30 32 253 243 234 06 w, j.66 • , 89 73 111T':101 '�i2' 73�„ 706 87 72 y_ .: 134 C003.,y 7;.% 78 ..=p 124 102 85 156 .'• 133 • +,:: 104 �,. 28 30 32 16 34 36 256 246 237 229 56 his 56_,24 i 77 60 :. 81 :. ' 61.: 34 36 Depth 28 30 32 34 36 38 40 42 Depth Span LL COM TL - LL COM TL - LL COM TL LL COM TL LL COM TL LL _ COM TL - LL . COM TL LL ' COM TL Span 10 283 269 257 246 235 225 215 206 10 12 273 261 250 240 230 220 211 203 12 14 264 253 243 234 225 216 207 199 14 16 256 246 237 229 220 212 204 196 16 18 248 239 231 224 215 208 200 193 18 20 240 233 225 218 211 204 197 190 20 22 233 226 220 214 207 200 193 187 22 24 217 219 221 214 209 203 196 190 184 24 26 174 7•- 187'i°-. 198 7199M 210 205 199 193 187 181 26 28 142 4'..16 0 162 178 [j8 182 •. :189 - 193 195 189 184 179 28 30 117 ; i1 134 154 150 =; 164Al 168 `'17Y� ';'i71 183 181 176 30 32 • 98 'n.13kx.< 112 �.140'a 126 "• 149•'^ 141 ..(21"4 156 • ai• 162;. 168 169 174 32 34 82 z., 94 .. 123 • - 106 x' •131'• 119 .., 1 • i.1.4 132 V;-1 ' .;; 146 ';:,c,11.4§ -l56'.' „,,,....157.:;:n. 34 36 ' 70 ,l” 80 ;% ;10 91 i? tj20 101 , 12.; ,''• 113 ...',-,:,1 32', 125 '7;3 137 i";.',1‘.. cdi . .146'1r 36 • 38 60 L. 65: ;j 69 i:.'.'& 78 '':•'.-1 0�;•, 87 . :-:t.:( : 97 g 11l 4 107 '`s� .f2 118 d -1■- :: Sr 129 l -130 =`tt 38 40 59 :611.8/22 67 +:4.85:1" 75 ''1:1'4x. 84 4t.l'• '. 93 Wit f„ 102 i':1j ,rY 112 r ;122. 40 42 58 Y' 69 66 $:::::•:..4:. am �' 73 A r: 81 >' 03. }: 89 1;14 98 %' p109 g 42 . 44 58 gT.„ rEw 64 •e 3; 'V 71 4.-F +' 78 99' r, B6 .:1.101:;:' 44 46 57 :-...-..;:.72, -� 63 :; +85 *' 69 x';.90: :: 76 •:::95:;; 46 48 50 3;.159' �� 56 1 ;1' -'72 • 61 (_:-..85s �. 67 1•:,136•::., : 48 50 I 55 +'%• r.4, 60 , �`.. 82't.' 50 1. Straight line interpolations may be made between depths and spans. 2. Values shown are maximum allowable load capacities of the trusses in pounds per lineal foot (PLF) based on: • simple span, uniformly loaded conditions. • an assumed 22% ratio of dead load to total load (eg.: 50 psf live /20 psf partition /20 psf dead). These tables may be non - conservative if the actual ratio is higher than 22 %. A more accurate analysis can be obtained by using the TJ- SpecT" software program. • top chord no -notch bearing clips with 1W bearing. Higher values may be possible with other types of bearing clips. 3. These tables may also be used for bottom chord bearing trusses with or without cantilevers — at one or both ends. Cantilevers are limited to '/3 of the main span provided the inboard shear for cantilevered conditions is limited to 2,500 lbs. 4. Values in gray 0202 areas may be increased 7% for repetitive member usage if the criteria on page 9.2 are met. 5. Values in italics are controlled by minimum concentrated load analysis as required by the BOCA, NBCC, SBCCI and UBC building codes. Higher loads are possible where minimum concentrated load analysis is not required by code. Use the TJ- SpecT" software program or contact your Trus Joist MacMillan representative for assistance. Values shown are maximum allowable load capacities. Open web trusses will be custom designed to the specified loads. REV. 7/96 W 7.19 C T G ..,1_N. E .E;4R- 1 N >G. Project: Client: Date. /z- A Page Number: tL,,,,,._„_ w"z ( }S I t 4041Y. el = 40S (1‘7,)" l 6 i ¢oS yi J z 6›77.g d .i (¢0S) /�- (/S% -)( /3) ¢ . r 6= z m3q 3,S-9- (/3 .a n 'a °) V r r Y y y 1' /s" /y# 5C- CSZ Structural and Civil Engineers C T • E N G I N E E R I N . Project: Client. l ©c2 e.e," Date' Page Number: IY7 /yP,. 180 Nickerson Si. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: • • 2K • 3SQ51,2.e.i x4-e .7¢(w/ yuz¢r.Y 2 A ¢G 2st• /44c.-DA Z//60 /dcee G"colrc' /aezeiy' . -- I (4) / 402 /k C# PAW (Z) 4-71) 6 AM', L Se--z-1)61) • /5e- Structural and Civil Engineers 1 C T ..NG E N.E:E R',.N.G. Project: Client: Date* -?l» /9P. Page Number 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285.0618 I 7 Structural and Civil Engineers n Project: 'S f A v e. /3 v I L I 44 J Sou 1`ti Client: Date' 180 Nickerson 51. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: Page Number: (206) 285-0618 13 C aT Cell' Cen f err 13eg4 rh Sin SF9,n a Z - 13 Z- Z - ZO' -O" Ce- 3 e2 -q — z?-ca- /3 2 -.f -- Z vi '- c.7" ,QL -G — Zo' -o' .5""- 0" 32 7. -v" -- 3o..1 Oz-? - '7-v" ,/ 62 -9 — o" (Z- 10 — . ZS. -o.. Cz- // — 26 " -v" •22-)Z -- Zo' -v" 1?? - / 3 $2.IL/ 5 -G.. 20 -V., ar' -6„ 1sz- 19 132./L D `L,' iJ (Ada,'hon.1 C. C. i . le ii e %rib 71-,. /2 DL LL to- 5 1)..1-1 lest R: y h f' — /y.5 .6-9S .?.zt 5- -0'' — /y..s .3'9S .nr ONA s'-o" X37• l?- — /B' -0- az -/8 Z/o -•S,• g2 - /9 - " CZ -2.0 t. 24r - 9' -- 3 Z- ZZ -" 2a' -G" . Ii2-Z3 5'-0" I9 - -?,,, ,. !�Z - 24/ — Zo'- o" ., 13Z -26. — q• -v', — ez -Z7 /3Z -4g - 6'. v" :3Z -29 S =o,, /p__ y,, S.•-0" :3Z -3o S -o" Ea' -N" Qz -31.. Z•`.--o - S'_r., 12 -3Z =0,. /4.5- /y. 6 . g3 .8?S I.ob.� �.£r3 .87.s 1.067 V. 8'3 ,36z .41 d2 G -S .u? •325, /s .( /s • 7 og . 939 / J. INS , zS+v 3.S •430 .s3e/ .125 .,b74- /1 .813 :9qz ,boo F'rS1- / 1 PS 9 . - 3 402 y q l . 750 GSC1 .. O'/ lo, se .s e }oq .es .S2q .its 13 .984 I. ZO .125 13 .98'1 1.2o 13 •93 /./142. II. G7- l.0/2 1. Z33 .I .S 1 I . 6? 1.0(2. 1.233 _as" q . 1 ?' .909 1.10`1 .4/-9 ..sey .N ?9 .581 -- .3P6 .Nsq 4 d 328 . '100 .1- y� .6SG .500 ,Soo l -s 1 3't 5l' Structural and Civil Engineers CT ENG1NEER14G Project: Date* FAX: Client: Page Number (206) 285.0618 180 Nickerson Si. Suite 302 Seattle, WA 98109 (206) 285.4512 /3e.keet .e;1 Spotr) 22-33 (2-341 L32-3. Oz-34, 02-3? 62-3T Cz- .39 3a-Jo • Cen71-e r /Jowl a?'-0 Za'-c7" /?-**--0" le;.ffri- S/J4./1 rrb OM. WNW Structural and Civil Engineers CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -1 BEAM DATA Center Span Length = 10.00 ft Left Cantilever = 5.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w16x26 = 15.69 in Ixx = 0.250 in Iyy • 5.50 in Sxx = 0.345 in Syy = 7.68 in2 r:xx • 26.08 # r :yy • 1.36 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Uniform Loads Dead Load Live Load Distance To Start Distance To End = 0.60 k /ft = 0.73 k /ft _ -5.00 ft = 10.00 ft SUMMARY USING w16x26, Max Stress Ratio = 22.15 %, Min Defl. Ratio = 2359.66 TABULAR SUMMARY Maximums... Actual Moment • = 16.8 Stress = 5.26 Shear = 7.51 Stress= 1.91 Deflection = 0.051 fb / Fb : % tax 0.221 fv / Fv • % nax 0.133 Min. DL Defl Ratio = 12626.59 Min. TL Defl Ratio = 2359.66 Allowable 76.0k-ft Placed 23.76 ksi for Max 56.48k 14.40 ksi Moments.. M+ @ Center = 16.8 M- @ Center = @ Left = @ Right = Shears... @ Left = 7.51 @ Right = 5.95 Deflection.. @ Center = -0.025 @ Left = 0.051 @ Right = 0.000 at 0.00 ft = Reactions @ Left = 15.14 Reactions @ Right = 5.95 • 301.00 in4 • 9.59 in4 • 38.37 in3 • 3.49 in3 • 6.260 in = 1.117 in OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 4.4 13.2 0.0 1.6 0.0k-ft -7.8 -7.8 0.0 -16.8 0.0k-ft -7.8 -7.8 0.0 -16.8 0.0k-ft 0.0 0.0 0.0 0.0 0.0 k -ft 3.88 7.51 0.00 6.65 0.00k 2.33 5.95 0.00 1.42 0.00k -0.007 -0.025 -0.007 0.007 -0.007 in -0.010 0.021 -0.010 -0.051 -0.010 in 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in 6.99 10.61 6.99 11.52 6.99k 2.33 5.95 2.33 1.42 2.33k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B2 -2 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.60k/ft = 0.73 k /ft = 0.00 ft = 25.00 ft 52nd Ave South Building 97012 PDtpr Bart / StPw5 Kohut STEEL SECTION DATA w16x26 = 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.08 # r:yy = 1.36 in APPLIED LOADS Uniform Loads • 301.00 in4 • 9.59 in4 = 38.37 in3 • 3.49 in3 = 6.260 in • 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 83.56 %, Min Defl. Ratio = 306.54 TABULAR SUMMARY Maximums... Actual Allowable Moment = 63.5 76.0k-ft Stress = 19.85 23.76 ksi Shear = 13.85 56.48k Stress = 3.53 14.40 ksi Moments.. H+ @ Center = 63.5 Deflection = -0.517 M- @ Center = fb / Fb : % max 0.836 @ Left = fv / Fv : % max 0.245 @ Right = Min. DL Defl Ratio = 819.28 Shears... @ Left = Min. TL Defl Ratio = 306.54 @ Right = Deflection.. @ Center = @ Left = @ Right = at 0.00 ft = Reactions @ Left = 13.07 Reactions @ Right = 21.03 Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 13.07 13.85 -0.517 0.000 0.391 27.3 -7.8 0.0 -7.8 5.82 6.60 -0.218 0.000 0.146 0.000 5.82 9.70 63.5 -7.8 0.0 -7.8 13.07 13.85 -0.517 0.000 0.391 0.000 13.07 16.95 0.0 23.2 0.0 -16.8 0.0 0.0 0.0 -16.8 0.00 5.37 0.00 7.05 -0.218 -0.174 0.000 0.000 0.146 0.075 0.000 0.000 5.82 5.37 9.70 13.78 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k -0.218 in 0.000 in 0.146 in 0.000 in 5.82 k 9.70 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B2 -3 BEAM DATA Center Span Length = 23.67 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End • 0.88k/ft • 1.07k/ft = 0.00 ft = 23.67 ft APPLIED LOADS Unifora Loads 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w18x40 17.90 in Ixx 0.315 in Iyy 6.01 in Sxx 0.525 in Syy 11.80 in2 r:xx 40.06 1 r:yy 1.52 in ▪ 612.00 in4 • 19.10 in4 • 68.38 in3 • 6.35 in3 • 7.202 in = 1.272 in SUMMARY USING w18x40, Max Stress Ratio = 102.53 %, Min Defl. Ratio = 360.12 TABULAR SUMMARY Maximums... Actual Moment = 138.8 Stress= 24.36 Shear = 23.46 Stress= 4.16 Deflection = -0.789 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19 k 14.40 ksi 1.025 0.289 780.03 360.12 Moments.. M+ @ Center = M- @ Center = @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 138.8 64.1 138.8 0.0 0.0 0.0k-ft 0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 23.46 10.83 23.46 0.00 0.00 0.00k 23.46 10.83 23.46 0.00 0.00 0.00k -0.789 -0.364 -0.789 -0.364 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 in 23.46 10.83 23.46 10.83 0.00 0.00k 23.46 10.83 23.46 10.83 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -4 BEAM DATA Center Span Length = 26.83 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.88k/ft = 1.07k/ft 0.00 ft = 26.83 ft 52nd Ave South Building 97012 PPtPr Hart / StPvP Kohut STEEL SECTION DATA w21x50 • 20.83 in Ixx • 0.380 in Iyy • 6.53 in Sxx • 0.535 in Syy • 14.70 in2 r :xx 49.91 / r :yy • 1.60 in APPLIED LOADS Uniform Loads = 984.00 in4 = 24.90 in4 • 94.48 in3 • 7.63 in3 = 8.182 in = 1.301 in SUMMARY USING w21x50, Max Stress Ratio = 95.81 %, Min Defl. Ratio = 395.61 TABULAR SUMMARY Haxinuns... Actual Moment = 179.2 Stress = 22.76 Shear = 26.72 Stress = 3.38 Deflection = -0.814 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 187.1 k -ft 23.76 ksi 113.98 k 14.40 ksi 0.958 0.234 852.00 395.61 Honents.. M+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @ Left @ Right = at 0.00ft = Reactions @ Left = Reactions @ Right = OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL+ST for Hax Only @Cntr @Cntr @Cants @Cants • 179.2 83.2 179.2 0.0 0.0 0.0k-ft 0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft ▪ 26.72 12.41 26.72 0.00 0.00 0.00k • 26.72 12.41 26.72 0.00 0.00 0.00k • -0.814 -0.378 -0.814 -0.378 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 26.72 12.41 26.72 12.41 0.00 0.00k 26.72 12.41 26.72 12.41 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2-5 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.36 k /ft Live Load = 0.44k/ft Distance To Start = 0.00 ft Distance To End = 25.00 ft 52nd Ave South Building 97012 Peter Hart / Steve Knhut STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.08 1 r :yy • 1.36 in APPLIED LOADS Uniform Loads SUMMARY 301.00 in4 • 9.59 in4 = 38.37 in3 = 3.49 in3 • 6.260 in ▪ 1.117 in USING w16x26, Max Stress Ratio = 51.49 %, Min Defl. Ratio = 498.25 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Moment = 39.1 Stress= 12.23 Shear = 8.54 Stress= 2.18 Deflection = -0.318 fb / Fb : % nax fv / Fv : % nax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi 0.515 0.151 1311.18 498.25 Moments.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Dead Load + Loads Placed as Placed DL LL LL +ST LL for Hex Only @Cntr @Cntr @Cants follows LL +ST @Cants = 39.1 17.1 39.1 0.0 14.6 0.0k-ft -4.9 -4.9 0.0 -10.4 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft -4.9 -4.9 0.0 -10.4 0.0k-ft • 8.06 3.64 8.06 0.00 3.36 0.00k • 8.54 4.12 8.54 0.00 4.40 0.00k = -0.318 -0.136 -0.318 -0.136 -0.109 -0.136 in • 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.241 0.092 0.241 0.092 0.048 0.092 in 0.000 0.000 0.000 0.000 0.000 in • 8.06 3.64 8.06 3.64 3.36 3.64k • 12.97 6.06 10.48 6.06 8.55 6.06k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -6 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Start Distance To End USING w16x26, = 0.27k/ft = 0.33 k /ft = 0.00 ft = 25.00 ft APPLIED LOADS Unifora Loads 52nd Ave South Building 97012 PPtpr Hart i_Stpvp Kohut STEEL SECTION DATA w16x26 15.69 in Ixx 0.250 in Iyy 5.50 in Sxx 0.345 in Syy 7.68 in2 r:xx 26.08/ r:yy 1.36 in = 301.00 in4 • 9.59 in4 • 38.37 in3 • 3.49 in3 • 6.260 in • 1.117 in SUMMARY Max Stress Ratio = 38.30%, Min Defl. Ratio = 670.85 TABULAR SUMMARY OF LOAD COMBINATIONS Haxinuns... Actual Honent = 29.1 Stress = 9.10 Shear = 6.36 Stress= 1.62 Deflection = -0.237 fb / Fb : % nax fv / Fv : % nax Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 76.0k-ft 23.76 ksi 56.48k 14.40 ksi 0.383 0.113 1736.20 670.85 Honents.. M+ @ Center H- @ Center Left Right Shears... @ Left @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Dead Load + Loads Placed as Placed DL LL LL +ST LL for Hax Only @Cntr @Cntr @Cants follows LL +ST @Cants 29.1 6.00 6.36 -0.237 0.000 0.179 6.00 9.66 12.9 -3.7 0.0 -3.7 2.75 3.11 -0.103 0.000 0.069 0.000 2.75 4.58 29.1 -3.7 0.0 -3.7 6.00 6.36 -0.237 0.000 0.179 0.000 6.00 7.83 0.0 0.0 0.0 0.0 0.00 0.00 -0.103 0.000 0.069 0.000 2.75 4.58 11.0 0.0k-ft -7.7 0.0k-ft 0.0 0.0k-ft -7.7 0.0k-ft 2.54 0.00k 3.32 0.00k -0.083 -0.103 in 0.000 0.000 in 0.037 0.069 in 0.000 0.000 in 2.54 2.75k 6.41 4.58k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -7 BRAM DATA Center Span Length = 17.00 ft Left Cantilever = 5.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 PPtpr hart / Stnvn Knhut STEEL SECFIO➢I DATA w16x26 • 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx = 26.08 1 r:yy • 1.36 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Uniform Loads Dead Load Live Load Distance To Start Distance To End = 0.62 k /ft = 0.75 k /ft = -5.00 ft = 17.00 ft SCNNARY USING w16x26, Max Stress Ratio = 60.98 %, Min Defl. Ratio = 527.62 TABULAR • 301.00 in4 • 9.59 in4 • 38.37 in3 = 3.49 in3 • 6.260 in • 1.117 in Maxinuns... Actual Moment = 46.3 Stress = 14.49 Shear = 12.30 Stress= 3.13 Deflection = -0.271 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft Placed 23.76 ksi for Max 56.48k 14.40 ksi Moments.. H+ @ Center = 46.3 M- @ Center = 0.610 @ Left = 0.218 @ Right = 1594.03 Shears... @ Left = 12.30 527.62 @ Right = 11.35 Deflection.. @ Center = -0.271 @ Left = 0.227 @ Right = 0.000 at 0.00 ft = Reactions @ Left = 19.80 Reactions @ Right = 11.35 SUFIHARY OF LOAD COMBI1ATI016 Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 19.3 46.3 0.0 15.3 0.0k-ft -8.0 -8.0 0.0 -17.4 0.0k-ft -8.0 -8.0 0.0 -17.4 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 5.92 12.30 0.00 6.83 0.00k 4.98 11.35 0.00 4.43 0.00k -0.110 -0.271 -0.110 -0.077 -0.110 in 0.075 0.227 0.075 0.011 0.075 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 9.13 15.50 9.13 13.43 9.13k 4.98 11.35 4.98 4.43 4.98k V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 41: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -8 BEAM DATA Center Span Length Left Cantilever Right Cantilever Unbraced Length Bean Wt. is ADDED To Live Load Not Acting Fy Duration Factor Beam End Fixity = 30.67 ft AISC Section = 0.00 ft Section Depth = 0.00 ft Web Thickness 0.00 ft /Section Width applied loads Flange Thickness with Short Tern Section Area = 36 ksi Section Weight = 1.00 rT, y . Pin:Pin Dead Load Live Load Distance To Start Distance To End USING w24x76, Haxinuns... Actual Moment = 283.4 Stress = 19.37 Shear = 36.96 Stress = 3.51 Deflection = -0.788 fb / Fb : %nax fv / Fv : % tax Min. DL Defl Ratio = Hin. TL Defl Ratio = = 0.94 k /ft's,/ = 1.15 k /ft0.25 k /ft = 0.00 ft 0.00 ft = 30.67 ft 30.67 ft 52nd Ave South Building 97012 Peter Kart / Steve Kohut STEEL SECFION DATA w24x76 • 23.92 in Ixx = 0.440 in Iyy = 8.99 in Sxx = 0.680 in Syy • 22.40 in2 r:xx • 76.05 r:yy • 2.29 in APPLIED LOADS Uniform Loads = 2100.00 in4 82.50 in4 175.59 in3 18.35 in3 = 9.682 in = 1.919 in SUMMARY Hax Stress Ratio = 81.51 %, Min Defl. Ratio = 467.15 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Allowable 347.7 k-ft 23.76 ksi 151.56 k 14.40 ksi Moments.. M+ @ Center H- @ Center 0.815 @ Left 0.244 @ Right 1109.17 Shears... @ Left 467.15 @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right = 283.4 119.4 283.4 0.0 -0.0 0.0 0.0 0.0 0.0 • 36.96 15.57 36.96 = 36.96 15.57 36.96 • -0.788 -0.332 -0.788 • 0.000 0.000 0.000 • 0.000 0.000 0.000 0.000 0.000 • 36.96 15.57 36.96 • 36.96 15.57 36.96 0.0 0.0 0.0 0.0 0.00 0.00 -0.332 0.000 0.000 0.000 15.57 15.57 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B2 -9 BEAM DATA Center Span Length = 26.83 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End USING w18x35, 52nd Ave South Building 97012 PPtPr Kart / Stpvp Kohut STEEL SECTION DATA w18x35 • 17.70 in Ixx • 0.300 in Iyy = 6.00 in Sxx = 0.425 in Syy • 10.30 in2 r:xx • 34.974 r:yy • 1.49 in APPLIED LOADS Uniform Loads • 510.00 in4 • 15.30 in4 • 57.63 in3 • 5.10 in3 • 7.037 in • 1.219 in = 0.44 k /ft = 0.53 k /ft0.13 k /ft0.68 k /ft = 0.00 ft 0.00 ft 23.00 ft = 26.83 ft 26.83 ft 26.83 ft SUMMARY Max Stress Ratio = 91.45 %, Min Defl. Ratio = 350.72 TABULAR SUMMARY Maxinuns... Actual Moment = 104.3 Stress = 21.73 Shear = 17.59 Stress= 3.31 Deflection = -0.918 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 114.1 k -ft 23.76 ksi 76.46k 14.40 ksi 0.914 0.230 863.54 350.72 OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Monents.. M+ @ Center = 104.3 42.6 104.3 0.0 0.0 0.0 k -ft M- @ Center = -0.0 -0.0 0.0 0.0 0.0 k-ft 6 Left = 0.0 0.0 0.0 0.0 0.0 k -ft 6 Right = 0.0 0.0 0.0 0.0 0.0k-ft Shears... 6 Left = 15.37 6.34 15.37 0.00 0.00 0.00k 6 Right = 17.59 6.34 17.59 0.00 0.00 0.00k Deflection.. 6 Center = -0.918 -0.373 -0.918 -0.373 0.000 0.000in 9 Left = 0.000 0.000 0.000 0.000 0.000 0.000 in 0 Right = 0.000 0.000 0.000 0.000 0.000 0.000in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000in Reactions 6 Left = 15.37 6.34 15.37 6.34 0.00 0.00k Reactions 6 Right = 17.59 6.34 17.59 6.34 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 NickersonSt. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -10 BEAM DATA Center Span Length = 25.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.81k/ft Live Load = 0.99 k /ft0.80 k /ft Distance To Start = 0.00 ft 0.00 ft Distance To End = 25.00 ft 3.50 ft 52nd Ave South Building 97012 PPtPr Hart / StpvP Kohut STEEL SECTION DATA w21x44 • 20.66 in Ixx = 0.350 in Iyy • 6.50 in Sxx • 0.450 in Syy • 13.00 in2 r:xx • 44.14 1 r:yy = 1.57 in APPLIED LOADS Unifora Loads • 843.00 in4 • 20.70 in4 • 81.61 in3 • 6.37 in3 = 8.053 in • 1.262 in SU1 lARY USING w21x44, Max Stress Ratio = 90.93 %, Hin Defl. Ratio = 442.39 TABULAR SUMMARY OF LOAD CO BIMATIOFS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Haxinuns... Actual Moment = 146.9 Stress= 21.60 Shear = 25.72 Stress = 3.56 Deflection = -0.678 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 161.6 k -ft 23.76 ksi 104.13 k 14.40 ksi 0.909 0.247 973.56 442.39 Moments.. H+ @ Center = H- @ Center = @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max 146.9 67.0 0.0 0.0 0.0 25.72 10.71 23.31 10.71 -0.678 -0.308 0.000 0.000 0.000 0.000 0.000 25.72 10.71 23.31 10.71 146.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.72 0.00 23.31 0.00 -0.678 -0.308 0.000 0.000 0.000 0.000 0.000 0.000 25.72 10.71 23.31 10.71 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -11 BEAM DATA Center Span Length = 25.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, Y Dead Load = 0.72 k /ft Live Load = 0.88 k /ft Distance To Start = 0.00 ft Distance To End = 25.00 ft 52nd Ave South Building 97012 PPtPr Hatt / StPvP Kohut STEEL SECTION DATA w16x40 • 16.01 in Ixx • 0.305 in Iyy • 6.99 in Sxx • 0.505 in Syy = 11.80 1n2 r:xx = 40.06 1 r:yy • 1.82 in APPLIED LOADS Uniform Loads = 518.00 in4 • 28.90 in4 • 64.71 in3 • 8.26 in3 • 6.626 in • 1.565 in SUMMARY USING w16x40, Max Stress Ratio = 99.52 %, Min Defl. Ratio = 314.18 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Maxinuns... Actual Moment = 127.5 Stress = 23.65 Shear = 20.40 Stress= 4.18 Deflection = -0.955 fb / Fb : %nax fv / Fv : % tax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 128.1 k-ft 23.76 ksi 70.32 k 14.40 ksi 0.995 0.290 677.31 314.18 Monents.. M+ @ Center = H- @ Center = @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = CI Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max 127.5 59.1 -0.0 0.0 0.0 20.40 9.46 20.40 9.46 -0.955 -0.443 0.000 0.000 0.000 0.000 0.000 20.40 9.46 20.40 9.46 127.5 -0.0 0.0 0.0 20.40 20.40 -0.955 0.000 0.000 0.000 20.40 20.40 0.0 0.0 0.0 0.0 0.00 0.00 -0.443 0.000 0.000 0.000 9.46 9.46 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B2 -12 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Start Distance To End = 0.40 k /ft = 0.49 k /ft = 0.00 ft = 25.00 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w16x26 = 15.69 in Ixx • 0.250 in Iyy = 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.08 r:yy • 1.36 in APPLIED LOADS Uniform Loads • 301.00 in4 ▪ 9.59 in4 • 38.37 in3 = 3.49 in3 = 6.260 in = 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 57.08 %, Min Defl. Ratio = 449.31 TABULAR SUMMARY OF LO D COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Maximums... Actual Moment = 43.4 Stress= 13.56 Shear - 9.47 Stress= 2.41 Deflection = -0.353 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi 0.571 0.168 1185.89 449.31 Moments.. M+ @ Center = M- @ Center = @ Left = @ Right Shears... @ Left = @ Right Deflection.. @ Center = @ Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max 43.4 8.93 9.47 -0.353 0.000 0.267 8.93 14.38 18.9 -5.4 0.0 -5.4 4.02 4.56 -0.151 0.000 0.101 0.000 4.02 6.70 43.4 0.0 16.1 -5.4 0.0 -11.5 0.0 0.0 0.0 -5.4 0.0 -11.5 8.93 0.00 3.72 9.47 0.00 4.87 -0.353 -0.151 -0.121 0.000 0.000 0.000 0.267 0.101 0.053 0.000 0.000 0.000 8.93 4.02 3.72 11.61 6.70 9.47 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k -0.151 in 0.000 in 0.101 in 0.000 in 4.02 k 6.70 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -13 BEAM DATA .'Center Span Length = 20.00 ft Left Cantilever = 5.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y 52nd Ave South Building 97012 Pptdr Hart / StpvP Kohut STEEL SECTION DATA w16z26 • 15.69 in Ixx • 0.250 in Iyy 5.50 in Sxx • 0.345 in Syy - 7.68 in2 r:xx • 26.08 1 r:yy • 1.36 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Uniform Loads Dead Load Live Load Distance To Start Distance To End USING w16x26, = 0.62k/ft = 0.75k/ft = -5.00 ft = 20.00 ft • 301.001M • 9.59 in4 38.37 in3 = 3.49 in3 6.260 in = 1.117 in SUMMARY Hax Stress Ratio = 86.36 %, Hin Defl. Ratio = 302.99 TABULAR SMEARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants Cants Haxinuns... Actual Moment = 65.6 Stress = 20.52 Shear = 14.31 Stress = 3.65 Deflection = -0.534 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Honents.. H+ @ Center = H- @ Center = 0.864 @ Left = 0.253 @ Right = 812.61 Shears... @ Left = 302.99 @ Right = Deflection.. @ Center = @ Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 65.6 28.2 65.6 0.0 23.9 0.0k-ft -8.0 -8.0 0.0 -17.4 0.0k-ft -8.0 -8.0 0.0 -17.4 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 14.31 6.81 14.31 0.00 7.28 0.00k 13.51 6.01 13.51 0.00 5.54 0.00k -0.534 -0.225 -0.534 -0.225 -0.179 -0.225 in 0.396 0.148 0.396 0.148 0.075 0.148 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 21.74 10.02 17.52 10.02 14.24 10.02k 13.51 6.01 13.51 6.01 5.54 6.01k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -15 BEAM DATA Center Span Length = 22.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.58 k /ft Live Load = 0.70 k /ft Short Term Load = 0.13 k /ft Distance To Start = 0.00 ft Distance To End = 22.00 ft 52nd Ave South Building 97012 Peter Hart / Stovo Kohut STEEL SECTION DATA w14x30 = 13.84 in Ixx = 0.270 in Iyy • 6.73 in Sxx • 0.385 in Syy • 8.85 in2 r:xx • 30.051 r:yy ▪ 1.74 in APPLIED LOADS Uniform Loads SUMMARY • 291.001114 • 19.60 in4 • 42.05113 • 5.82 in3 • 5.734 in • 1.488 in USING w14x30, Max Stress Ratio = 95.26 %, Hin Defl. Ratio = 322.41 TABULAR SUMMARY OF LOAD COMBINATIONS Maxinuns... Actual Moment = 79.3 Stress= 22.63 Shear = 14.42 Stress= 3.86 Deflection = -0.819 fb / Fb : % max fv / Fv : % nax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 83.3 k -ft 23.76 ksi 53.81 k 14.40 ksi Moments.. M+ @ Center = H- @ Center 0.953 @ Left = 0.268 @ Right 696.32 Shears... @ Left 322.41 @ Right Deflection.. @ Center @ Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max 79.3 14.42 14.42 -0.819 0.000 0.000 14.42 14.42 Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL +ST @Cants 36.7 0.0 0.0 0.0 6.68 6.68 -0.379 0.000 0.000 0.000 6.68 6.68 79.3 0.0 0.0 0.0 14.42 14.42 -0.819 0.000 0.000 0.000 14.42 14.42 44.3 0.0 0.0 0.0 8.05 8.05 -0.457 0.000 0.000 0.000 8.05 8.05 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -16 BEAN DATA Center Span Length = 19.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.43 k /ft Live Load = 0.53 k /ft Short Term Load = 0.13 k /ft Distance To Start = 0.00 ft Distance To End = 19.00 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w16x26 15.69 in Ixx • 0.250 in Iyy 5.50 in Sxx • 0.345 in Syy 7.68 in2 r:xx • 26.08 i r :yy - 1.36 in APPLIED LOADS Uniform Loads ▪ 301.00 in4 ▪ 9.59 in4 • 38.37 in3 = 3.49 in3 • 6.260 in • 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 58.75 %, Hin Defl. Ratio = 686.25 TABULAR SUMMARY Haxinuns... Actual Moment = 44.6 Stress = 13.96 Shear = 9.40 Stress= 2.40 Deflection = -0.332 fb / Fb : %nax fv / Fv : % nax Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi 0.588 0.166 1475.31 686.25 Honents.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax 44.6 9.40 9.40 -0.332 0.000 0.000 9.40 9.40 OF LOAD CONBINATIOKS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 20.8 -0.0 0.0 0.0 4.37 4.37 -0.155 0.000 0.000 0.000 4.37 4.37 44.6 0.0 0.0 0.0 9.40 9.40 -0.332 0.000 0.000 0.000 9.40 9.40 26.4 0.0 0.0 0.0 5.56 5.56 -0.197 0.000 0.000 0.000 5.56 5.56 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00k 0.000 in 0.000 in 0.000 in 0.000 in 0.00k 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -17 BEAM DATA Center Span Length = 17.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load = 0.98k/ft Live Load = 1.20 k /ft0.13 k /ft Distance To Start = 0.00 ft 0.00 ft Distance To End = 17.50 ft 17.50 ft 52nd Ave South Building 97012 PPtnr Hart / StPvP Kohut STEEL SECTION DATA w14x34 = 13.98 in Ixx • 0.285 in Iyy • 6.74 in Sxx - 0.455 in Syy = 10.00 in2 r:xx = 33.95 I r:yy • 1.76 in APPLIED LOADS Uniform Loads = 340.00 in4 • 23.30 in4 = 48.64 in3 • 6.91 in3 = 5.831 in • 1.526 in SUMMARY USING w14x34, Hax Stress Ratio = 93.13%, Hin Defl. Ratio = 418.80 TABULAR SUMMARY OF LOAD OOMBINATIONS Haxinuns... Actual Moment = 89.7 Stress = 22.13 Shear = 20.50 Stress= 5.15 Deflection = -0.501 fb / Fb : %nax fv / Fv : % nax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 96.3 k -ft 23.76 ksi 57.37k 14.40 ksi Monents.. H+ @ Center H- @ Center 0.931 @ Left 0.357 @ Right 963.93 Shears... @ Left 418.80 @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL +ST @Cants • 89.7 39.0 89.7 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft • 20.50 8.91 20.50 0.00 0.00 0.00k • 20.50 8.91 20.50 0.00 0.00 0.00k • -0.501 -0.218 -0.501 -0.218 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 in = 20.50 8.91 20.50 8.91 0.00 0.00k • 20.50 8.91 20.50 8.91 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B2 -18 BEAM DATA Center Span Length Left Cantilever Right Cantilever Unbraced Length Bean Wt. is ADDED To Live Load Not Acting Fy Duration Factor Bean End Fixity = 26.42 ft = 0.00 ft = 0.00 ft = 0.00 ft applied loads with Short Tern = 36 ksi = 1.00 . Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight r, Y Dead Load = 0.98k/ft Live Load = 1.20k/ft Distance To Start = 0.00 ft Distance To End = 26.42 ft USING w18x55, Max Stress Ratio Maxinuns... Actual Moment = 195.4 Stress = 23.85 Shear = 29.58 Stress= 4.19 Deflection = -0.951 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = 52nd Ave South Building 97012 APtPr Hart / Htevp Kohut STEEL SECTION DATA w18x55 18.11 in Ixx = 0.390 in Iyy • 7.53 in Sxx • 0.630 in Syy • 16.20 in2 r:xx = 55.001 r:yy • 1.95 in APPLIED LOADS Uniform Loads • 890.00 in4 • 44.90 in4 • 98.29 in3 ▪ 11.93 in3 • 7.412 in • 1.665 in SUMMARY = 100.38 %, Min Defl. Ratio = 333.38 TABULAR SUMMARY OF LOAD C0MBffiTIOHS Dead Load + Loads Placed as Placed DL LL LL +ST LL for Max Only @Cntr @Cntr @Cants Allowable 194.6 k -ft 23.76 ksi 101.71 k 14.40 ksi 1.004 0.291 718.43 333.38 Moments.. H+ @ Center = H- @ Center = @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @ Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = follows LL +ST @Cants 195.4 90.7 195.4 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft 29.58 13.73 29.58 0.00 0.00 0.00 k 29.58 13.73 29.58 0.00 0.00 0.00 k -0.951 -0.441 -0.951 -0.441 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 29.58 13.73 29.58 13.73 0.00 0.00 k 29.58 13.73 29.58 13.73 0.00 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2-19 BEAM DATA Center Span Length = 26.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.94 k /ft Live Load = 1.14 k /ft Distance To Start = 0.00 ft Distance To End = 26.50 ft USING w21x50, 52nd Ave South Building 97012 Peter Hart / Stow Kohut STEEL SECTION DATA w21x50 • 20.83 in Ixx = 0.380 in Iyy • 6.53 in Sxx = 0.535 in Syy • 14.70 in2 r:xx = 49.91 i r :yy • 1.60 in APPLIED LOADS Uniform Loads • 984.00 in4 • 24.90 in4 = 94.48 in3 = 7.63 in3 = 8.182 in • 1.301 in SUMMARY Hax Stress Ratio = 99.85 %, Hin Defl. Ratio = 384.34 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Moment = 186.8 Stress = 23.72 Shear = 28.19 Stress = 3.56 Deflection = -0.827 fb / Fb : % nax fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 187.1 k-ft 23.76 ksi 113.98 k 14.40 ksi Moments.. H+ @ Center H- @ Center 0.999 @ Left 0.247 @ Right 829.52 Shears... @ Left 384.34 @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Dead Load + Loads Placed as Placed DL LL LL +ST LL for Max Only @Cntr @Cntr @Cants follows LL +ST @Cants = 186.8 86.5 186.8 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0 k-ft • 28.19 13.06 28.19 0.00 0.00 0.00k • 28.19 13.06 28.19 0.00 0.00 0.00k _ -0.827 -0.383 -0.827 -0.383 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in • 28.19 13.06 28.19 13.06 0.00 0.00k • 28.19 13.06 28.19 13.06 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -20 BEAN DATA Center Span Length = 24.75 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load = 3.88 k = 5.10k = 7.00 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w24x55 = 23.57 in Ixx • 0.395 in Iyy • 7.01 in Sxx • 0.505 in Syy • 16.20 in2 r:xx • 55.00 # r:yy • 1.68 in APPLIED LOADS = 1350.00 in4 • 29.10 in4 • 114.55 in3 = 8.31 in3 = 9.129 in = 1.340 in Concentrated Loads Dead Load Live Load Distance To Start Distance To End = 1.01 k /ft = 1.23 k /ft0.13 k /ft = 0.00 ft 0.00 ft = 24.75 ft 24.75 ft Uniform Loads SUMMARY USING w24x55, Max Stress Ratio = 96.31 %, Hin Defl. Ratio = 480.56 TABULAR SUMMARY Haxinuns... Actual Moment = 218.4 Stress = 22.88 Shear = 36.45 Stress = 3.92 Deflection = -0.618 fb / Fb : % tax fv / Fv : % tax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 226.8 k -ft 23.76 ksi 134.07 k 14.40 ksi Honents.. H+ @ Center H- @ Center 0.963 @ Left 0.272 @ Rigbt 1095.22 Shears... @ Left 480.56 @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 218.4 36.45 32.55 -0.618 0.000 0.000 36.45 32.55 95.8 0.0 0.0 0.0 15.99 14.30 -0.271 0.000 0.000 0.000 15.99 14.30 218.4 0.0 0.0 0.0 36.45 32.55 -0.618 0.000 0.000 0.000 36.45 32.55 0.0 0.0 0.0 0.0 0.00 0.00 -0.271 0.000 0.000 0.000 15.99 14.30 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -21 BEAM DATA Center Span Length = 26.42 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 1.01 k /ft Live Load = 1.23 k /ft0.13 k /ft Distance To Start = 0.00 ft 0.00 ft Distance To End = 26.42 ft 26.42 ft USING w24x55, 52nd Ave South Building 97012 PQtPr Hart / Ste'1Q Kohut STEEL SECTION DATA • w24x55 • 23.57 in Ixx • 0.395 in Iyy • 7.01 in Sxx 0.505 in Syy • 16.20 in2 r:xx 55.00 1 r:yy • 1.68 in APPLIED LOADS Uniform Loads = 1350.001114 • 29.10 in4 • 114.55 in3 • 8.31 in3 • 9.129 in • 1.340 in SUMMARY Hax Stress Ratio = 93.29 %, Hin Defl. Ratio = 466.91 TABULAR SUiDIARY OF LOAD COMBIRTIONS Haxinuns... Actual Moment = 211.6 Stress = 22.16 Shear = 32.03 Stress= 3.44 Deflection = -0.679 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 226.8 k -ft 23.76 ksi 134.07 k 14.40 ksi Moments.. H+ @ Center H- @ Center 0.933 @ Left 0.239 @ Right 1061.15 Shears... @ Left 466.91 @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL+ST @Cants = 211.6 93.1 211.6 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 32.03 14.10 32.03 0.00 0.00 0.00k = 32.03 14.10 32.03 0.00 0.00 0.00k _ -0.679 -0.299 -0.679 -0.299 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000in • 32.03 14.10 32.03 14.10 0.00 0.00k • 32.03 14.10 32.03 14.10 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -22 BEAN DATA Center Span Length = 26.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.91k/ft Live Load = 1.11 k /ft Distance To Start = 0.00 ft Distance To End = 26.50 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w21x50 • 20.83 in Ixx • 0.380 in Iyy • 6.53 in Sxx • 0.535 in Syy • 14.70 in2 r:xx • 49.911 r:yy = 1.60 in APPLIED LOADS Uniform Loads = 984.00 in4 = 24.90 in4 = 94.48 in3 • 7.63 in3 • 8.182 in • 1.301 in SUMMARY USING w21x50, Max Stress Ratio = 97.04 %, Min Defl. Ratio = 395.49 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Haxinuns... Actual Moment = 181.5 Stress = 23.06 Shear = 27.40 Stress= 3.46 Deflection = -0.804 fb / Fb : %nax fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 187.1 k-ft 23.76 ksi 113.98 k 14.40 ksi Moments.. M+ @ Center M- @ Center 0.970 @ Left 0.240 @ Right 852.88 Shears... @ Left 395.49 @ Right Deflection.. @ Center @ Left @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 181.5 84.2 181.5 0.0 0.0 0.0 k -ft = 0.0 0.0 0.0 0.0 0.0 k-ft = 0.0 0.0 0.0 0.0 0.0 k-ft = 0.0 0.0 0.0 0.0 0.0 k -ft 27.40 12.71 27.40 0.00 0.00 0.00 k = 27.40 12.71 27.40 0.00 0.00 0.00k = -0.804 -0.373 -0.804 -0.373 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 27.40 12.71 27.40 12.71 0.00 0.00k = 27.40 12.71 27.40 12.71 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 1 1 1 1 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -23 BEAN DATA Center Span Length = 19.58 ft Left Cantilever = 5.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 _titer Bart / Steve Kohut STEEL SECTION DATA w16x26 15.69 in Ixx 0.250 in Iyy 5.50 in Sxx 0.345 in Syy 7.681112 r:xx 26.08 r:yy 1.36 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Uniform Loads Dead Load Live Load Distance To Start Distance To End = 0.48k/ft = 0.58k/ft = -5.00 ft = 19.58 ft SUNE4ARY USING w16x26, Max Stress Ratio = 64.61 %, Min Defl. Ratio = 412.89 TABULAR SMART Haxinuns... Actual Honent = 49.1 Stress = 15.35 Shear = 10.98 Stress= 2.80 Deflection = -0.383 fb / Fb : % max fv / Fv : % nax Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi 0.646 0.194 1113.15 412.89 Honents.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max = 301.001n4 = 9.59 in4 ▪ 38.37 in3 ▪ 3.49 in3 • 6.260 in • 1.117 in OF LOAD 0103I NATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants = 49.1 21.2 49.1 0.0 17.9 0.0k-ft -6.3 -6.3 0.0 -13.6 0.0k-ft -6.3 -6.3 0.0 -13.6 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 10.98 5.27 10.98 0.00 5.64 0.00k • 10.34 4.62 10.34 0.00 4.25 0.00k = -0.383 -0.162 -0.383 -0.162 -0.127 -0.162 in • 0.291 0.108 0.291 0.108 0.052 0.108 in = 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in • 16.80 7.79 13.51 7.79 11.09 7.79k • 10.34 4.62 10.34 4.62 4.25 4.62k V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 1 1 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B2 -24 BEAN DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 6.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End USING w16x26, = 0.48 k /ft = 0.58k/ft = 0.00 ft = 26.00 ft 52nd Ave South Building 97012 Peter Hart / StPVP Kohut STEEL SECTION DATA • w16x26 • 15.69 in Ixx • 0.250 in Iyy = 5.50 in Sxx = 0.345 in Syy • 7.68 in2 r :xx • 26.08 # r:yy = 1.36 in APPLIED LOADS Uniform Loads • 301.00 in4 • 9.59 in4 • 38.37 in3 • 3.49 in3 6.260 in • 1.117 in SUMMARY Max Stress Ratio = 65.82 %, Min Defl. Ratio = 415.16 TABULAR SUMMARY OF LOAD COMBINATIONS Maxinuns... Actual Moment = 50.0 Stress = 15.64 Shear = 11.35 Stress= 2.89 Deflection = -0.404 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48k 14.40 ksi 0.658 0.201 1243.93 415.16 Moments.. H+ @ Center = H- @ Center = @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @ Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants 50.0 20.9 50.0 0.0 16.4 0.0k-ft -9.1 -9.1 0.0 -19.6 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft -9.1 -9.1 0.0 -19.6 0.0k-ft 10.44 4.60 10.44 0.00 4.07 0.00k 11.35 5.51 11.35 0.00 6.42 0.00k -0.404 -0.164 -0.404 -0.164 -0.113 -0.164 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.347 0.116 0.347 0.116 0.012 0.116 in 0.000 0.000 0.000 0.000 0.000 in 10.44 4.60 10.44 4.60 4.07 4.60k 18.41 8.54 14.38 8.54 12.57 8.54k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT En_gineerin 180 Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -25 BEAM DATA Center Span Length = 11.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin :Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.38 k /ft = 0.46k/ft = 0.00 ft = 16.00 ft 52nd Ave South Building 97012 Teter Hart / Steve Kohut STEEL SECTION DATA w16x26 • 15.69 in Ixx 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.08 1 r:yy • 1.36 in APPLIED LOADS Uniform Loads • 301.00 in4 = 9.59 in4 • 38.37 in3 • 3.49 in3 • 6.260 in = 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 14.17 %, Min Defl. Ratio = 3964.06 TABULAR SUi ARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Maxinuns... Actual Moment = 10.8 Stress = 3.37 Shear = 5.19 Stress= 1.32 Deflection = 0.030 fb / Fb : % max fv / Fv : % max DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Monents.. H+ @ Center = M- @ Center = @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 0.142 0.092 16939.11 3964.06 Placed for Max 10.8 4.28 5.19 -0.025 0.000 0.030 4.28 10.02 3.8 -5.0 0.0 -5.0 1.75 2.67 -0.008 0.000 -0.002 0.000 1.75 4.68 10.6 -5.0 0.0 -5.0 4.28 5.19 -0.025 0.000 0.023 0.000 4.28 7.20 0.0 0.0 0.0 0.0 0.00 0.00 -0.008 0.000 -0.002 0.000 1.75 4.68 1.9 - 10.8 0.0 - 10.8 1.23 4.25 0.003 0.000 -0.030 0.000 1.23 7.50 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k -0.008 in 0.000 in -0.002 in 0.000 in 1.75 k 4.68 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 1 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B2 -26 BEAM DATA Center Span Length = 9.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load = 0.76 k = 0.80 k = 7.50 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w16x26 = 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx = 0.345 in Syy • 7.68 in2 r:xx = 26.08 1 r:yy • 1.36 in APPLIED LOADS • 301.00 in4 • 9.59 in4 • 38.37 in3 • 3.49 in3 • 6.260 in • 1.117 in Concentrated Loads Dead Load Live Load Distance To Start Distance To End = 0.33 k /ft = 0.40 k /ft = 0.00 ft = 9.00 ft Unifori Loads SUMMARY USING w16x26, Max Stress Ratio = 11.65 %, Min Defl. Ratio = 7191.77 TABULAR SUMMARY Maxinuns... Actual Moment = 8.8 Stress = 2.77 Shear = 4.69 Stress= 1.20 Deflection = -0.015 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi 0.116 0.083 15229.84 7191.77 Honents.. M+ @ Center M- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @ Left @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants = 8.8 4.2 8.8 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft = 3.65 1.72 3.65 0.00 0.00 0.00k • 4.69 2.23 4.69 0.00 0.00 0.00k • -0.015 -0.007 -0.015 -0.007 0.000 0.000in • 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in 3.65 1.72 3.65 1.72 0.00 0.00k 4.69 2.23 4.69 2.23 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job 11: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -27 BEAN DATA Center Span Length = 8.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.16k/ft = 0.20k/ft = 0.00 ft = 8.00 ft APPLIED LOADS Unifori Loads 52nd Ave South Building 97012 P tPr Hart / Steve Kohut STEEL SECTION DATA w16x26 15.69 in Ixx 0.250 in Iyy 5.50 in Sxx 0.345 in Syy 7.68 in2 r:xx 26.08 1 r:yy 1.36 in • 301.00 in4 • 9.59 in4 • 38.37 in3 = 3.49 in3 • 6.260 in • 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 4.11 %, Min Defl. Ratio = 23310.71 TABULAR SUMMARY Haxinuns... Actual Moment = 3.1 Stress = 0.98 Shear = 1.56 Stress= 0.40 Deflection = -0.004 fb / Fb : % max fv / Fv • % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Honents.. H+ @ Center = H- @ Center @ Left = @ Right = Shears... @ Left = @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 0.041 0.028 47838.49 23310.71 Placed for Max 3.1 1.56 1.56 -0.004 0.000 0.000 1.56 1.56 OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 1.5 0.0 0.0 0.0 0.76 0.76 -0.002 0.000 0.000 0.000 0.76 0.76 3.1 0.0 0.0 0.0 1.56 1.56 -0.004 0.000 0.000 0.000 1.56 1.56 0.0 0.0 0.0 0.0 0.00 0.00 -0.002 0.000 0.000 0.000 0.76 0.76 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.O k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B2-28 BEAM DATA Center Span Length = 6.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load = 0.66 k /ft Live Load = 0.80 k /ft0.80 k /ft Distance To Start = 0.00 ft 0.00 ft Distance To End = 6.00 ft 6.00 ft USINNG w8x10, Max Stress Maxinuns... Actual Moment = 10.2 Stress = 15.67 Shear - 6.80 Stress = 5.07 Deflection = -0.074 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = APPLIED LOADS Unifors Loads 52nd Ave South Building 97012 PPtPr Hart / Stpva Kohut STEEL SECTION DATA w8x10 7.89 in Ixx 0.170 in Iyy 3.94 in Sxx 0.205 in Syy 2.96 in2 r:xx 10.05 i r:yy 0.99 in = 30.80 in4 • 2.09 in4 7.81 in3 • 1.06 in3 • 3.226 in 0.840 in SUMMARY Ratio = 65.96 %, Hin Defl. Ratio = 973.27 TABULAR SUMMARY OF LOAD C0M:NATIONS Allowable 15.5 k-ft 23.76 ksi 19.31 k 14.40 ksi Moments.. M+ @ Center H- @ Center 0.660 @ Left 0.352 @ Right 3311.30 Shears... @ Left 973.27 @ Right Deflection.. @ Center @Left @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL+ST @Cants = 10.2 3.0 10.2 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0 k -ft = 6.80 2.00 6.80 0.00 0.00 0.00k = 6.80 2.00 6.80 0.00 0.00 0.00k -0.074 -0.022 -0.074 -0.022 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 6.80 2.00 6.80 2.00 0.00 0.00k 6.80 2.00 6.80 2.00 0.00 0.00k V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -29 BEAN DATA Center Span Length = 17.33 ft Left Cantilever = 5.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y » All distances refer to left support, 1_1 USING w8x10, Haxinuns... Actual Moment = 0.3 Stress= 0.39 Shear = 0.09 Stress= 0.06 Deflection = -0.014 fb / Fb : % nax 0.016 fv / Fv : % nax 0.005 Min. DL Defl Ratio = 12878.03 Min. TL Defl Ratio = 12878.03 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w8x10 • 7.89 in Ixx • 0.170 in Iyy • 3.94 in Sxx • 0.205 in Syy • 2.96 in2 r:xx = 10.05 1` r:yy = 0.99 in APPLIED LOADS identifies load as being on left cantilever. SUNHARY Max Stress Ratio = 1.63 %, Min Defl. Ratio = 12878.03 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Allowable 15.5 k -ft 23.76 ksi 19.31 k 14.40 ksi • 30.80 in4 • 2.09 in4 • 7.81 in3 • 1.06 in3 = 3.226 in = 0.840 in Monents.. H+ @ Center = 0.3 0.3 0.0 0.0 0.0 0.0k-ft H- @ Center = -0.1 0.0 0.0 0.0 0.0k-ft @ Left = -0.1 0.0 0.0 0.0 0.0k-ft @ Right = -0.1 0.0 0.0 0.0 0.0k-ft Shears... @ Left = 0.09 0.09 0.00 0.00 0.00 0.00k @ Right = 0.09 0.09 0.00 0.00 0.00 0.00k Deflection.. @ Center = -0.014 -0.014 0.000 -0.014 0.000 -0.014 in @ Left = 0.009 0.009 0.000 0.009 0.000 0.009 in @ Right = 0.009 0.009 0.000 0.009 0.000 0.009 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left = 0.14 0.14 0.00 0.14 0.00 0.14k Reactions @ Right = 0.14 0.14 0.00 0.14 0.00 0.14k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job /: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -30 BEAM DATA Center Span Length = 20.33 ft AISC Section Left Cantilever = 5.00 ft Section Depth Right Cantilever = 5.00 ft Web Thickness Unbraced Length = 0.00 ft Section Width Bean Wt. is ADDED To applied loads Flange Thickness Live Load Not Acting with Short Tern Section Area Fy = 36 ksi Section Weight Load Duration Factor = 1.00 rT, y Bean End Fixity : Pin:Pin 52nd Ave South Building 97012 PPtPr Hart / StPvP Kohut STEEL SECTION DATA w8x15 8.11 in Ixx 0.245 in Iyy 4.01 in Sxx 0.315 in Syy 4.44 in2 r:xx 15.08/ r:yy 1.03 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. SUMMARY USING w8x15, Max Stress Ratio = 2.52 %, Hin Defl. Ratio = 6004.80 TABULAR SUMMARY Maxinuns... Actual Moment = 0.6 Stress= 0.60 Shear = 0.15 Stress= 0.08 Deflection = -0.030 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 23.4 k -ft 23.76 ksi 28.61 k 14.40 ksi Honents.. H+ @ Center H- @ Center 0.025 @ Left 0.005 @ Right 6004.80 Shears... @ Left 6004.80 @ Right Deflection.. @ Center @ Left at Reactions Reactions @ Right 0.00 ft @ Left @ Right Placed for Hax = 48.00 in4 • 3.41 in4 • 11.84 in3 = 1.70 in3 = 3.288 in • 0.876 in OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants • 0.6 0.6 0.0 0.0 0.0 0.0 k -ft -0.2 0.0 0.0 0.0 0.0 k-ft -0.2 0.0 0.0 0.0 0.0 k -ft -0.2 0.0 0.0 0.0 0.0 k-ft • 0.15 0.15 0.00 0.00 0.00 0.00 k • 0.15 0.15 0.00 0.00 0.00 0.00 k • -0.030 -0.030 0.000 -0.030 0.000 -0.030 in • 0.019 0.019 0.000 0.019 0.000 0.019 in • 0.020 0.020 0.000 0.020 0.000 0.020 in = 0.000 0.000 0.000 0.000 0.000 in • 0.23 0.23 0.00 0.23 0.00 0.23 k • 0.23 0.23 0.00 0.23 0.00 0.23 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 1 CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B2 -31 BEAR DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y 52nd Ave South Building 97012 PPtPr Hart / Stpvp Kohut STEEL SECTION DATA v8x15 8.11 in Ixx 0.245 in Iyy 4.01 in Sxx 0.315 in Syy 4.44 1n2 r:xx 15.08 1 r:yy 1.03 in APPLIED LOADS SUMMARY USING w8x15, Hax Stress Ratio = 3.22 %, Hin Defl. Ratio = 6155.99 TABULAR SMART Haxinuns... Actual Moment = 0.8 Stress= 0.76 Shear = 0.15 Stress= 0.08 Deflection = -0.039 fb / Fb : %nax fv / Fv : % nax Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 23.4 k -ft 23.76 ksi 28.61 k 14.40 ksi 0.032 0.005 6155.99 6155.99 Honents.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right = at 0.00ft = Reactions @ Left = Reactions @ Right = Placed for Hax • 48.00 in4 • 3.41 in4 • 11.84 in3 • 1.70 in3 • 3.288 in • 0.876 in OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants • 0.8 0.8 0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0 k -ft = 0.0 0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft • 0.15 0.15 0.00 0.00 0.00 0.00 k • 0.15 0.15 0.00 0.00 0.00 0.00k • -0.039 -0.039 0.000 -0.039 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.15 0.15 0.00 0.15 0.00 0.00k 0.15 0.15 0.00 0.15 0.00 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -32 BEAM DATA Center Span Length = 27.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load Dead Load Live Load Distance To Start Distance To End = 6.67 k = 7.73 k = 21.00 ft = 0.19 k /ft = 0.28 k /ft = 0.00 ft = 20.00 ft 52nd Ave South Building 97012 PPtpr Hart / Stpvp Kohut STEEL SECTION DATA w16x31 = 15.88 in Ixx = 0.275 in Iyy • 5.53 in Sxx = 0.440 in Syy • 9.12 1n2 r:xx • 30.97/ r:yy • 1.39 in APPLIED LOADS • 375.00 in4 • 12.40 in4 • 47.23 in3 = 4.49 in3 • 6.412 in • 1.166 in Concentrated Loads Uniform Loads SUMMARY USING w16x31, Max Stress Ratio = 96.57 %, Min Defl. Ratio = 307.89 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Maxinuns... Actual Moment = 90.3 Stress= 22.94 Shear = 15.04 Stress= 3.44 Deflection = -1.052 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 93.5 k -ft 23.76 ksi 62.88 k 14.40 ksi 0.966 0.239 673.99 307.89 Moments.. H+ @ Center M- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right • 90.3 41.5 90.3 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft • 9.44 4.26 9.44 0.00 0.00 0.00k • 15.04 6.99 15.04 0.00 0.00 0.00k = -1.052 -0.481 -1.052 -0.481 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in = 9.44 4.26 9.44 4.26 0.00 0.00k • 15.04 6.99 15.04 6.99 0.00 0.00k V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B2-33 BEAK DATA Center Span Length = 27.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Load = 6.67 k = 7.73 k = 21.00 ft APPLIED WADS 52nd Ave South Building 97012 Peter JIart / Steve Kohut STEEL SECTION DATA v16x31 15.88 in Ixx 0.275 in Iyy 5.53 in Sxx 0.440 in Syy 9.12 in2 r:xx 30,97i r:yy 1.39 in • 375.00 in4 • 12.40 in4 • 47.23 in3 4.49 in3 = 6.412 in • 1.166 in Concentrated Loads Dead Load Live Load Distance To Start Distance To End = 0.19 k /ft = 0.28 k /ft = 0.00 ft = 20.00 ft Uniform Loads SUMMARY USING w16x31, Max Stress Ratio = 96.57 %, Min Defl. Ratio = 307.89 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Haxinuns... Actual Moment = 90.3 Stress = 22.94 Shear = 15.04 Stress= 3.44 Deflection = -1.052 fb / Fb : % max fv / Fv • % max Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 93.5 k -ft 23.76 ksi 62.88 k 14.40 ksi 0.966 0.239 673.99 307.89 Placed for Max 90.3 Monents.. H+ @ Center = 41.5 90.3 0.0 0.0 0.0k-ft H- @ Center = 0.0 0.0 0.0 0.0 0.0k-ft @ Left = 0.0 0.0 0.0 0.0 0.0k-ft @ Right = 0.0 0.0 0.0 0.0 0.0k-ft Shears... @ Left = 9.44 4.26 9.44 0.00 0.00 0.00k @ Right = 15.04 6.99 15.04 0.00 0.00 0.00k Deflection.. @ Center = -1.052 -0.481 -1.052 -0.481 0.000 0.000in @ Left = 0.000 0.000 0.000 0.000 0.000 0.000in @ Right = 0.000 0.000 0.000 0.000 0.000 0.000in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left = 9.44 4.26 9.44 4.26 0.00 0.00k Reactions @ Right = 15.04 6.99 15.04 6.99 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2-34 BEAM DATA Center Span Length = 17.67 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight r,y Dead Load Live Load Distance To Load = 12.41k = 14.31 k = 13.67 ft 52nd Ave South Building 97012 After Hart / StevP Kohut STEEL SECTION DATA w21x44 = 20.66 in Ixx • 0.350 in Iyy = 6.50 in Sxx • 0.450 in Syy • 13.00 in2 r :xx • 44.14 1 r:yy = 1.57 in APPLIED LOADS • 843.00 in4 • 20.70 in4 = 81.61 in3 • 6.37 in3 • 8.053 in • 1.262 in Concentrated Loads SUMMARY USING w21x44, Max Stress Ratio = 51.82 %, Hin Defl. Ratio = 1475.38 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Hax Only @Cntr @Cntr @Cants @Cants Maximus... Actual Allowable Moment = 83.7 161.6k-ft Stress= 12.31 23.76 ksi Shear = 21.06 104.13k Stress= 2.91 14.40ksi Deflection = -0.144 fb / Fb : % nax 0.518 fv / Fv : % nax 0.202 Min. DL Defl Ratio = 3080.45 Min. TL Defl Ratio = 1475.38 Moments.. M+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right 83.7 6.44 21.06 -0.144 0.000 0.000 6.44 21.06 39.5 -0.0 0.0 0.0 3.20 9.99 -0.069 0.000 0.000 0.000 3.20 9.99 83.7 -0.0 0.0 0.0 6.44 21.06 -0.144 0.000 0.000 0.000 6.44 21.06 0.0 0.0 0.0 0.0 0.00 0.00 -0.069 0.000 0.000 0.000 3.20 9.99 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0k-ft 0.00 k 0.00k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job /: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -35 BEAR DATA Center Span Length = 29.75 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin RISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight err Y Dead Load Live Load Distance To Load USING w18x35, 52nd Ave South Building 97012 PPtPr Bart / StevP Kohut STEEL SECTION DATA w18x35 • 17.70 in Ixx • 0.300 in Iyy • 6.00 in Sxx • 0.425 in Syy • 10.30 in2 r:xx • 34.971 r:yy = 1.49 in APPLIED LOADS • 510.00 in4 = 15.30 in4 = 57.63 in3 • 5.10 in3 • 7.037 in • 1.219 in Concentrated Loads = 2.23k 2.00k 8.91k = 2.47k 4.80k 11.59k = 11.75 ft 16.50 ft 26.00 ft SUMMARY Hax Stress Ratio = 105.96 %, Min Defl. Ratio = 287.28 Maximuns... Actual Moment = 120.9 Stress = 25.18 Shear = 24.06 Stress= 4.53 Deflection = -1.243 fb / Fb : % nax fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = TABULAR SUMMARY Allowable 114.1k-ft Placed 23.76 ksi for Max 76.46k 14.40 ksi Honents.. H+ @ Center M- @ Center = 1.060 @ Left = 0.315 @ Right 693.88 Shears... @ Left 287.28 @ Right Deflection.. @ Center @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = OF LOAD COMMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants = 120.9 48.7 120.9 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 8.98 3.88 8.98 0.00 0.00 0.00k 24.06 10.30 24.06 0.00 0.00 0.00k -1.243 -0.514 -1.243 -0.514 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 8.98 3.88 8.98 3.88 0.00 0.00 k 24.06 10.30 24.06 10.30 0.00 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2-36 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 5.00 ft Right Cantilever = 2.83 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 P.Ptpr Hart / stpvp Kohut STEEL SECTION DATA w21x44 20.66 In Ixx 0.350 in iyy 6.50 in Sxx 0.450 in Syy 13.001112 r:xx 44.14 1 r:yy 1.57 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Concentrated Loads Dead Load Live Load Distance To Load = 15.92k 1.72k = 20.46k 1.93 k = 18.33 ft 22.83 ft USING w21x44, Hax Stress Haxinuns... Actual Moment = 51.6 Stress= 7.58 Shear = 34.01 Stress= 4.70 Deflection = -0.105 fb / Fb : %nax fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = Ratio = 31.92 %, Hin Defl Allowable 161.6 k -ft 23.76 ksi 104.13 k SUFD4ARY = 843.00 in4 = 20.70 in4 = 81.611n3 • 6.37 in3 • 8.053 in • 1.262 in . Ratio = 986.99 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL+ST LL LL +ST for Max Only @Cntr @Cntr @Cants Cants 14.40 ksi Moments.. H+ @ Center = 14- @ Center = 0.319 @ Left = 0.327 @ Right = 2497.12 Shears... @ Left = 986.99 @ Right = Deflection.. @ Center = @Left = Right = at 0.00 ft = Reactions @ Left = Reactions @ Right 51.6 20.3 51.6 0.0 15.3 0.0k-ft -5.0 -5.0 0.0 -10.5 0.0k-ft -0.6 -0.6 0.0 -0.6 0.0k-ft -5.0 -5.0 0.0 -10.5 0.0k-ft 3.25 1.55 3.25 0.00 1.27 0.00k 34.01 15.25 34.01 0.00 15.53 0.00k -0.105 -0.044 -0.105 -0.044 -0.034 -0.044 in 0.069 0.029 0.069 0.029 0.022 0.029 in 0.069 0.027 0.069 0.027 0.019 0.027 in 0.000 0.000 0.000 0.000 0.000 in 3.47 1.77 3.47 1.77 1.49 1.77k 38.05 17.10 35.85 17.10 19.30 17.10k V4.4D (c) 1983 -96 EMERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -37 BEAM DATA Center Span Length = 17.00 ft Left Cantilever = 5.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beau End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w21x44 • 20.66 in Ixx • 0.350 in Iyy • 6.50 in Sxx • 0.450 in Syy = 13.00 in2 r:xx = 44.14 1 r:yy = 1.57 in APPLIED LOADS » All distances refer to left support, ' -' identifies load as being on left cantilever. Concentrated Loads Dead Load Live Load Distance To Load = 12.70k = 14.70k = 13.33 ft SUMMARY = 843.00 in4 • 20.70 in4 • 81.61 in3 = 6.37 in3 = 8.053 in = 1.262 in USING w21x44, Max Stress Ratio = 49.29 %, Min Defl. Ratio = 1217.34 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Maxinuns... Actual Monent = 79.6 Stress= 11.71 Shear = 21.83 Stress= 3.02 Deflection = -0.125 fb / Fb : % nax fv / Fv : % nax Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 161.6 k -ft 23.76 ksi 104.13 k 14.40 ksi 0.493 0.210 2607.23 1217.34 Moments.. H+ 6 Center H- 6 Center = @ Left = @ Right Shears... @ Left = @ Right = Deflection.. @ Center @Left = @ Right = at 0.00ft = Reactions @ Left = Reactions @ Right 79.6 37.4 -0.6 -0.6 0.0 6.32 3.15 21.83 10.30 -0.125 -0.060 0.099 0.046 0.000 0.000 0.000 6.54 3.37 21.83 10.30 79.6 -0.6 -0.6 0.0 6.32 21.83 -0.125 0.099 0.000 0.000 6.54 21.83 0.0 37.4 0.0 -0.6 0.0 -0.6 0.0 0.0 0.00 3.15 0.00 10.30 -0.060 -0.060 0.046 0.046 0.000 0.000 0.000 0.000 3.37 3.37 10.30 10.30 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k -0.060 in 0.046 in 0.000 in 0.000 in 3.37 k 10.30 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -38 BEAK DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin USING w18x40, AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y 52nd Ave South Building 97012 Peter Raft / StevP.Kohut STEEL SECTION DATA w18x40 17.90 in Ixx 0.315 in Iyy 6.01 in Sxx 0.525 in Syy 11.80 in2 r:xx 40.06 1 r:yy 1.52 in APPLIED LOADS SUMMARY Max Stress Ratio = 1.48 %, Min Defl. Ratio = 29533.12 TABULAR SUMMARY Maxinuns... Actual Honent = 2.0 .Stress = 0.35 Shear = 0.40 Stress = 0.07 Deflection = -0.008 fb / Fb : %nax fv / Fv : % nax Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19 k 14.40 ksi Moments.. H+ @ Center H- @ Center @ Left @ Right ht Shears... @ Left g @ Right Deflection.. @ Center @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max = 612.00 in4 • 19.10 in4 • 68.38 in3 = 6.35 in3 = 7.202 in • 1.272 in OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants Cants = 2.0 2.0 0.0 0.0 0.0 0.0k-ft -0.0 0.0 0.0 0.0 0.0k-ft 0.015 = 0.0 0.0 0.0 0.0 0.0k-ft 0.005 = 0.0 0.0 0.0 0.0 0.0k-ft 29533.12 = 0.40 0.40 0.00 0.00 0.00 0.00k 29533.12 = 0.40 0.40 0.00 0.00 0.00 0.00k -0.008 -0.008 0.000 -0.008 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in 0.40 0.40 0.00 0.40 0.00 0.00k 0.40 0.40 0.00 0.40 0.00 0.00k V4.4D (c) 1983-96 ENERCALC CT Engineering, kw0602397 0 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -39 BEAN DATA Center Span Length = 17.00 ft Left Cantilever = 0.00 ft Right Cantilever = 5.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load = 13.06k = 15.13k = 2.33 ft APPLIED LOADS 52nd Ave South Building 97012 _Peter Hart / Steve Kohut STEEL SECTION DATA w18x40 17.90 in Ixx 0.315 in Iyy 6.01 in Sxx 0.525 in Syy 11.80 in2 r:xx 40.06 1 r:yy 1.52 in • 612.00 in4 = 19.10 in4 • 68.38 in3 = 6.35 in3 = 7.202 in = 1.272 in Concentrated Loads SUMMARY USING w18x40, Max Stress Ratio = 42.19%, Min Defl. Ratio = 1293.65 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Moment = 57.1 Stress = 10.02 Shear = 24.64 Stress= 4.37 Deflection = -0.119 fb / Fb : % nax fv / Fv : % nax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19k 14.40 ksi Moments.. M+ @ Center M- @ Center 0.422 @ Left 0.303 @ Right 2694.90 Shears... @ Left 1293.65 @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL +ST @Cants = 57.1 26.8 57.1 0.0 26.8 0.0k-ft -0.5 -0.5 0.0 -0.5 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft -0.5 -0.5 0.0 -0.5 0.0k-ft • 24.64 11.58 24.64 0.00 11.58 0.00k = 4.23 2.16 4.23 0.00 2.16 0.00k • -0.119 -0.057 -0.119 -0.057 -0.057 -0.057 in • 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.093 0.045 0.093 0.045 0.045 0.045 in 0.000 0.000 0.000 0.000 0.000 in • 24.64 11.58 24.64 11.58 11.58 11.58k = 4.43 2.36 4.43 2.36 2.36 2.36k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 i CT Engineering 180 Nickersont. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -40 BEAN DATA Center Span Length = 27.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Load USING w24x55, Maximums... Actual Moment = 158.3 Stress = 16.59 Shear = 30.77 Stress= 3.30 Deflection = -0.405 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = = 15.56k = 21.40 k = 22.33 ft 52nd Ave South Building 97012 PP_tPr Hart , Stew. Kohut STEEL SECTION DATA w24x55 • 23.57 in Ixx • 0.395 in Iyy • 7.01 in Sxx • 0.505 in Syy = 16.201112 r :xx • 55.001 r:yy • 1.68 in APPLIED WADS = 1350.00 in4 • 29.10 in4 • 114.55 in3 = 8.31 in3 • 9.129 in • 1.340 in Concentrated Loads SUMMARY Hax Stress Ratio = 69.81 %, Hin Defl. Ratio = 814.08 TABULAR SUMMARY OF LOAD COMMUNIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr Cants Cants Allowable 226.8 k -ft 23.76 ksi 134.07 k 14.40 ksi 0.698 0.229 1823.89 814.08 Moments.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = • 158.3 68.5 158.3 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft • 7.70 3.68 7.70 0.00 0.00 0.00k = 30.77 13.39 30.77 0.00 0.00 0.00k • -0.405 -0.181 -0.405 -0.181 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 in 7.70 3.68 7.70 3.68 0.00 0.00k 30.77 13.39 30.77 13.39 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B2 -41 BEAM DATA Center Span Length = 10.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Load = 9.46k = 10.94 k = 2.33 ft APPLIED LOADS 52nd Ave South Building 97012 PPtPr Bart / Steve Kohut STEEL SECTION DATA v24x55 23.57 in Ixx 0.395 in Iyy 7.01 in Sxx 0.505 in Syy 16.20 in2 r:xx 55.00 1 r:yy 1.68 in = 1350.00 in4 • 29.10 in4 • 114.55 in3 • 8.31 in3 • 9.129 in = 1.340 in Concentrated Loads SUMMARY USING w24x55, Max Stress Ratio = 16.23 %, Hin Defl. Ratio = 9457.99 TABULAR SUMMARY Haxinuns... Actual Moment = 36.8 Stress= 3.86 Shear = 15.92 Stress = 1.71 Deflection = -0.013 fb / Fb : % max fv / Fv : t nax Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 226.8 k -ft 23.76 ksi 134.07 k 14.40 ksi 0.162 0.119 19834.05 9457.99 Moments.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax 36.8 15.92 5.03 -0.013 0.000 0.000 15.92 5.03 OF LOAD COHBIIATIOHS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 17.3 -0.0 0.0 0.0 7.53 2.48 -0.006 0.000 0.000 0.000 7.53 2.48 36.8 -0.0 0.0 0.0 15.92 5.03 -0.013 0.000 0.000 0.000 15.92 5.03 0.0 0.0 0.0 0.0 0.00 0.00 -0.006 0.000 0.000 0.000 7.53 2.48 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k O.00 k V4.4D (c) 1983 -96 EMERCALC CT Engineering, kw0602397 C T E. N.G•.1 N E:E.R 1.N:G Project: Date. 7/ >7 /9 Sf 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: Client: Page Number (206) 285 -0618 Structural and Civil Engineers E N G '1 N E E. R �'1 Project: Client: Date' 180 Nickerson St. Sulte 302 />7 % Seattle, WA 7 / 96, 98109 ( (206) 285-4512 FAX: Page Number (206) 285 -0618 S'no�. �' /s1 f4._. Structural and Civil Engineers C T E N 1-N,EE -R.1 N G Project: Date* 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: Client: Page Number (206) 285.0618 Structural and Civil Engineers 1 C T E N G I N E E R I N G . Project: Date* 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Client: Page Number (206) 285.0618 Structural and Civil Englneers • Wit) rir z. X 4 C T E.:N G. 1. N E E.R:I .NG Project: Date- 180 Nickerson Si. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Client: Page Number (206) 285-0618 1 r if-, 4) 3ea„i Span -z ZO.o 13 -3 E3,(o� /Ai,S 26, 83 /W. G--s" z.o, 0 - f3 -6 zo,0 8-2a. Z‘",SO 13,0 3 -z3 3 -2y 3 -Zs 13 -26 3 =27 13 -29 3 -30 2‘1,0 13-31 .20,0 13 -3Z f3 -33 3 -34 13 -35- 29,t0?- 13-3 �- ZD, O 3e zo�.0 6-39 /7.O 1.6 ect 'Fri- .6 f 14, SO Iq.5� 6,, 63 V.T3 3.s" 11,0 /1, 0 13-4 a- 13.�� 13 -/� 13 -Ze2 3 -2Z 13 /q 13-� 13 -// �K; a. n•?r cc, lC. 1 r3l- / 6/ -Z I !-3 131 -3Li 01 -2 5 a -3Ey 01- 3 _'7- 131-39 131 -40 3/ -y/ �- 3\- Zs- (L-.) 3,5"' t., rr,•% Gorr. Structural and Civil Engineers C T E if G. I: N :E:.E. Project: Client: Date' "2/-ft-/Q P. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Page Number (206) 285.0618 /5r ;� 00 2 C247-v c. 5,666 7.0) e. /2o /, {- -v -v Y >- r ) 7% /yv (l7'W L H iii. ry 7 y >G /¢ 4 fir S Q C /G , //�� )-e. /*Co 7' ', 6 Z ‘. L o, 0/ 4. 4: Z d,l7Gg I/ h y7iD 3e4 (4 -7 4-) ,A i 0 4,0 !2 4.77X/4)4 ( )-v t- .) z /d 0'1 o ()3'/1'.) � 2 �ivG.G �/ /✓% e s6lko> iL(/Y i>J 3v°4( x. v ) e•O / /7 /tr7J/ ZSo�; /�' ¢ ZG o' _'4r (/ r / 4 ;.-o Structural and Civil Engineers C T E N G :.1.N E "E 41:4 " N G Project: Client: Date* 1 k'. Page Number: 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: (206) 285-0618 .3:1 o C re,k0 v---z -5 ( v) /4'44 10./ /9'¢0 / ,7) A4 z' t z. rj , v ZD /2 r- z 26 . o 0.4 2-.9. 2, J /,Q-G ( �,) o /2,2�`" 364 /15) (2 "c ID7) —a 2: Y Y k H fe , 47,.1 =d' &79 v v V v P /)GD lvi 1 3 ¢.'7 1vt 3 L Gy,gse- />4,0 sr /3.7., r.. 3z%- (30/) )03) 0.-44° W3G ty3o/ 4 z b.7 Structural and Civil Engineers CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -1 BEAM DATA Center Span Length = 10.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.60k/ft = 0.73 k /ft = 0.00 ft = 10.00 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w16x26 = 15.69 in Ixx • 0.250 in Iyy ▪ 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.08 1 r:yy • 1.36 in APPLIED LOADS Unifors Loads • 301.00 in4 = 9.59 in4 • 38.37 in3 • 3.49 in3 • 6.260 in = 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 22.15%, Min Defl. Ratio = 3458.64 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Maxinuns... Actual Moment = 16.8 Stress = 5.26 Shear = 6.73 Stress = 1.72 Deflection = -0.035 fb / Fb : %nax fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi 0.221 0.119 7496.00 3458.64 Moments.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max = 16.8 7.8 16.8 0.0 0.0 0.0k-ft 0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 6.73 3.11 6.73 0.00 0.00 0.00k = 6.73 3.11 6.73 0.00 0.00 0.00k = -0.035 -0.016 -0.035 -0.016 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in • 6.73 3.11 6.73 3.11 0.00 0.00k • 6.73 3.11 6.73 3.11 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -2 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.60k/ft Live Load = 0.73 k /ft Distance To Start = 0.00 ft Distance To End = 20.00 ft 52nd Ave South Building 97012 PPtPr Hart / Stmrp Kohut STEEL SECTION DATA w16x26 = 15.69 in Ixx • 0.250 in Iyy = 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx = 26.08 I r:yy • 1.36 in APPLIED LOADS Unifors Loads = 301.00 in4 • 9.59 in4 • 38.37 in3 = 3.49 in3 • 6.260 in • 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 88.59 %, Hin Defl. Ratio = 432.33 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Moment = 67.3 Stress = 21.05 Shear = 13.46 Stress= 3.43 Deflection = -0.555 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi 0.886 0.238 937.00 432.33 Moments.. M+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL +ST @Cants 67.3 13.46 13.46 -0.555 0.000 0.000 13.46 13.46 31.1 0.0 0.0 0.0 6.21 6.21 -0.256 0.000 0.000 0.000 6.21 6.21 67.3 0.0 -0.0 0.0 0.0 0.0 0.0 0.0 13.46 0.00 13.46 0.00 -0.555 -0.256 0.000 0.000 0.000 0.000 0.000 0.000 13.46 6.21 13.46 6.21 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0k -ft 0.0 k-ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickersont. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B1 -3 BEAN DATA Center Span Length = 23.67 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Start Distance To End = 0.88 k/f t = 1.07 k /ft = 0.00 ft = 23.67 ft 52nd Ave South Building 97012 Peter Hart / StnP Kohut STEEL SECTION DATA w18x40 • 17.90 in Ixx • 0.315 in Iyy • 6.01 in Sxx • 0.525 in Syy • 11.80 in2 r:xx • 40.06# r:yy • 1.52 in APPLIED LOADS Uniform Loads = 612.00 in4 • 19.10 in4 ▪ 68.38 in3 • 6.35 in3 = 7.202 in = 1.272 in SUMMARY USING w18x40, Max Stress Ratio = 102.53 %, Hin Defl. Ratio = 360.12 TABULAR SUMMARY Maxinuns... Actual Moment = 138.8 Stress = 24.36 Shear = 23.46 Stress= 4.16 Deflection = -0.789 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19k 14.40 ksi 1.025 0.289 780.03 360.12 Moments.. H+ @ Center H- @ Center @ Left Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants • 138.8 64.1 138.8 0.0 0.0 0.0k-ft 0.0 -0.0 0.0 0.0 0.0k-ft 0,0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0,0 0.0 0.0k-ft • 23.46 10.83 23.46 0.00 0.00 0.00k • 23.46 10.83 23.46 0.00 0.00 0.00k • -0.789 -0.364 -0.789 -0.364 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 in • 23.46 10.83 23.46 10.83 0.00 0.00k = 23.46 10.83 23.46 10.83 0.00 0.00 k V4.4D (c) 1983-96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B1-4 BEAM DATA Center Span Length = 26.83 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End USIHG w21x50, = 0.88 k/f t = 1.07 k /ft = 0.00 ft = 26.83 ft 52nd Ave South Building 97012 PPtPr Hart / Stpvel Kohut STEEL SECTION DATA w21x50 • 20.83 in Ixx • 0.380 in Iyy • 6.53 in Sxx 0.535 in Syy • 14.70 in2 r:xx • 49.91/ r:yy • 1.60 in APPLIED LOADS Uniform Loads = 984.00 1n4 • 24.90 in4 • 94.48 in3 7.63 in3 = 8.182 in = 1.301 in SUMMARY Max Stress Ratio = 95.81 %, Min Defl. Ratio = 395.61 TABULAR SUMMARY OF LOAD COMBINATIONS Maxinuns... Actual Moment = 179.2 Stress= 22.76 Shear = 26.72 Stress= 3.38 Deflection = -0.814 fb / Fb : %nax fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 187.1 k-ft 23.76 ksi 113.98 k 14.40 ksi 0.958 0.234 852.00 395.61 Moments.. M+ @ Center M- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left Right at 0.00 ft Reactions @ Left Reactions @ Right Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants 179.2 26.72 26.72 -0.814 0.000 0.000 26.72 26.72 83.2 0.0 0.0 0.0 12.41 12.41 -0.378 0.000 0.000 0.000 12.41 12.41 179.2 -0.0 0.0 0.0 26.72 26.72 -0.814 0.000 0.000 0.000 26.72 26.72 0.0 0.0 0.0 0.0 0.00 0.00 -0.378 0.000 0.000 0.000 12.41 12.41 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983-96 EHERCALC CT Engineering, kw0602397 CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B1 -5 BEAN DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End = 0.36 k /ft = 0.44k/ft = 0.00 ft = 20.00 ft 52nd Ave South Building 97012 PPtir Hart J StPvP Knh»t STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0.250 in iyy 5.50 in Sxx • 0.345 in Syy 7.68 in2 r:xx • 26.081 r:yy - 1.36 in APPLIED LOADS Uniforn Loads • 301.00 in4 = 9.59 in4 • 38.37 in3 • 3.49 in3 • 6.260 in = 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 54.63 %, Hin Defl. Ratio = 701.08 TABULAR SUMMARY OF IDAD COMBINATIONS Maxinuns... Actual Moment = 41.5 Stress = 12.98 Shear = 8.30 Stress = 2.12 Deflection = -0.342 fb / Fb : %nax fv / Fv : % nax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Moments.. Placed for Max Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL +ST @Cants M+ @ Center = 41.5 19.4 41.5 0.0 0.0 0.0k-ft M- @ Center = -0.0 0.0 0.0 0.0 0.0k-ft @ Left = 0.0 0.0 0.0 0.0 0.0k-ft @ Right = 0.0 0.0 0.0 0.0 0.0k-ft @ Left = 8.30 3.88 8.30 0.00 0.00 0.00k @ Right = 8.30 3.88 8.30 0.00 0.00 0.00k @ Center = -0.342 -0.160 -0.342 -0.160 0.000 0.000 in @ Left = 0.000 0.000 0.000 0.000 0.000 0.000 in @ Right = 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in @ Left = 8.30 3.88 8.30 3.88 0.00 0.00k @ Right = 8.30 3.88 8.30 3.88 0.00 0.00k 0.546 0.147 1499.57 Shears... 701.08 Deflection.. at Reactions Reactions V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1-6 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.27 k /ft Live Load = 0.33 k /ft Distance To Start = 0.00 ft Distance To End = 20.00 ft 52nd Ave South Building 97012 PPtPr Hart / StevP Kohut STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0.250 in Iyy - 5.50 in Sxx = 0.345 in Syy • 7.68 in2 r:xx • 26.08 1 r:yy 1.36 in APPLIED LOADS Uniforn Loads • 301.00 in4 • 9.59 in4 • 38.37 in3 • 3.49 in3 • 6.260 in • 1.117 in SUMMARY USING w16x26, Max Stress Ratio = 40.68 %, Min Defl. Ratio = 941.55 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr Cants @Cants Maxinuns... Actual Allowable Moment = 30.9 76.0k-ft Stress= 9.67 23.76 ksi Shear = 6.18 56.48k Stress= 1.58 14.40ksi Deflection = -0.255 fb / Fb : % nax 0.407 fv / Fv : % nax 0.109 Hin. DL Defl Ratio = 1985.66 Min. TL Defl Ratio = 941.55 Monents.. M+ @ Center H- @ Center Left Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right • 30.9 14.7 30.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 = 0.0 0.0 0.0 0.0 • 6.18 2.93 6.18 0.00 0.00 • 6.18 2.93 6.18 0.00 0.00 • -0.255 -0.121 -0.255 -0.121 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 • 6.18 2.93 6.18 2.93 0.00 = 6.18 2.93 6.18 2.93 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B1-8 BEAN DATA Center Span Length = 30.67 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.94 k /ft Live Load = 1.15 k/ft0.25 k /ft Distance To Start = 0.00 ft 0.00 ft Distance To End = 30.67 ft 30.67 ft APPLIED LOADS Uniform Loads 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w24x76 23.92 in Ixx 0.440 in Iyy 8.99 in Sxx 0.680 in Syy 22.40 in2 r:xx 76.05 1 r:yy 2.29 in • 2100.00 in4 • 82.50 in4 = 175.59 in3 • 18.35 in3 = 9.682 in • 1.919 in SUMMARY USING w24x76, Max Stress Ratio = 81.51 %, Min Defl. Ratio = 467.15 TABULAR SUMMARY Maxinuns... Actual Moment = 283.4 Stress = 19.37 Shear = 36.96 stress= 3.51 Deflection = -0.788 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 347.7 k -ft 23.76 ksi 151.56 k 14.40 ksi Monents.. M+ @ Center M- @ Center 0.815 @ Left 0.244 @ Right 1109.17 Shears... @ Left 467.15 @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max OF LOAD COMMIATIOHS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 283.4 36.96 36.96 -0.788 0.000 0.000 36.96 36.96 119.4 0.0 0.0 0.0 15.57 15.57 -0.332 0.000 0.000 0.000 15.57 15.57 283.4 -0.0 0.0 0.0 36.96 36.96 -0.788 0.000 0.000 0.000 36.96 36.96 0.0 0.0 0.0 0.0 0.00 0.00 -0.332 0.000 0.000 0.000 15.57 15.57 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -9 BEAM DATA Center Span Length = 26.83 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.55k/ft Live Load = 0.68 k /ft0.13 k /ft Distance To Start = 0.00 ft 0.00 ft Distance To End = 26.83 ft 26.83 ft USING w18x35, 52nd Ave South Building 97012 Peter Hart / Stave Kohut STEEL SECTION DATA w18x35 • 17.70 in Ixx = 0.300 in Iyy • 6.00 in Sxx = 0.425 in Syy = 10.30 1n2 r:xx • 34.97 1 r:yy • 1.49 in APPLIED LOADS Uniform Loads • 510.00 in4 • 15.30 in4 • 57.63 in3 = 5.10 in3 • 7.037 in • 1.219 in SUMMARY Max Stress Ratio = 109.53 %, Hin Defl. Ratio = 294.05 TABULAR SUMMARY OF LOAD COMBINATIONS Maxinuns... Actual Honent = 125.0 Stress = 26.03 Shear = 18.63 Stress = 3.51 Deflection = -1.095 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 114.1 k -ft 23.76ksi 76.46k 14.40 ksi Honents.. M+ @ Center H- @ Center 1.095 @ Left 0.244 @ Right 693.46 Shears... @ Left 294.05 @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants • 125.0 53.0 125.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 18.63 7.90 18.63 0.00 0.00 0.00k • 18.63 7.90 18.63 0.00 0.00 0.00k • -1.095 -0.464 -1.095 -0.464 0.000 0.000in • 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in • 18.63 7.90 18.63 7.90 0.00 0.00k • 18.63 7.90 18.63 7.90 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -10 BEAM DATA Center Span Length = 25.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Start Distance To End = 0.81 k /ft = 0.99 k /ft0.80 k /ft = 0.00 ft 0.00 ft = 25.00 ft 3.50 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w21x44 • 20.66 in Ixx • 0.350 in Iyy • 6.50 in Sxx • 0.450 in Syy • 13.00 in2 r:xx • 44.14 1 r:yy = 1.57 in APPLIED LOADS Unifora Loads SUMMARY = 843.00 in4 = 20.70 in4 • 81.61 in3 = 6.37 in3 • 8.053 in • 1.262 in USING w21x44, Max Stress Ratio = 90.93 %, Min Defl. Ratio = 442.39 TABULAR SUMMARY OF LOAD COMBIHATIORS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Maxinuns... Actual Moment = 146.9 Stress = 21.60 Shear = 25.72 Stress = 3.56 Deflection = -0.678 fb / Fb : % nax fv / Fv : % nax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 161.6 k -ft 23.76 ksi 104.13 k 14.40 ksi Moments.. H+ @ Center = H- @ Center = 0.909 @ Left = 0.247 @ Right = 973.56 Shears... @ Left = 442.39 @ Right = Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 146.9 25.72 23.31 -0.678 0.000 0.000 25.72 23.31 67.0 0.0 0.0 0.0 10.71 10.71 -0.308 0.000 0.000 0.000 10.71 10.71 146.9 0.0 0.0 0.0 25.72 23.31 -0.678 0.000 0.000 0.000 25.72 23.31 0.0 0.0 0.0 0.0 0.00 0.00 -0.308 0.000 0.000 0.000 10.71 10.71 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -11 BEAM DATA Center Span Length = 25.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin :Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load = 0.72 k /ft Live Load = 0.88 k /ft Distance To Start = 0.00 ft Distance To End = 25.00 ft APPLIED LOADS Unifori Loads 52nd Ave South Building 97012 PPtPr Kart / Stava Kohut STEEL SECTION DATA w16x40 16.01 in Ixx 0.305 in Iyy 6.99 in Sxx 0.505 in Syy 11.80 in2 r:xx 40.06 # r:yy 1.82 in • 518.00 in4 = 28.90 in4 • 64.71 in3 = 8.26 in3 = 6.626 in • 1.565 in SUMMARY USING w16x40, Max Stress Ratio = 99.52 %, Hin Defl. Ratio = 314.18 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Hax Only @Cntr @Cntr @Cants @Cants Haxinuus... Actual Moment = 127.5 Stress = 23.65 Shear = 20.40 Stress= 4.18 Deflection = -0.955 fb / Fb : % max fv / Fv : % nax Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 128.1 k -ft 23.76 ksi 70.32 k 14.40 ksi 0.995 0.290 677.31 314.18 Honents.. M+ @ Center H- @ Center @ Left Right Shears... @ Left @ Right Deflection.. @•Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = = 127.5 59.1 127.5 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 20.40 9.46 20.40 0.00 0.00 0.00k = 20.40 9.46 20.40 0.00 0.00 0.00k -0.955 -0.443 -0.955 -0.443 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 in 20.40 9.46 20.40 9.46 0.00 0.00k 20.40 9.46 20.40 9.46 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B1 -12 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Start Distance To End = 0.40k/ft = 0.49 k /ft = 0.00 ft = 20.00 ft 52nd Ave South Building 97012 Peter Hart ! Steve -Kohut SECTION DATA • w16x26 • 15.69 in Ixx • 0.250 in Iyy • 5.50 in Sxx • 0.345 in Syy = 7.68 in2 r:xx • 26.08 # r:yy • 1.36 in APPLIED LOADS Uniform Loads • 301.00 in4 9.59 in4 = 38.37 in3 • 3.49 in3 6.260 in • 1.117 in SWAM USING w16x26, Max Stress Ratio = 60.56 %, Min Defl. Ratio = 632.50 TABULAR SUINfARY Maxinuns.., Actual Moment = 46.0 Stress= 14.39 Shear = 9.20 Stress = 2.35 Deflection = -0.379 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 76.0 k -ft 23.76 ksi 56.48 k 14.40 ksi Monents.. M+ @ Center M- @ Center 0.606 @ Left 0.163 @ Right 1356.28 Shears... @ Left 632.50 @ Right Deflection.. @ Center @Left @ Right = at 0.00 ft = Reactions Reactions Right Placed for Max OF LOAD COfBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants = 46.0 21.5 46.0 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft • 9.20 4.29 9.20 0.00 0.00 0.00k • 9.20 4.29 9.20 0.00 0.00 0.00k • -0.379 -0.177 -0.379 -0.177 0.000 0.000in • 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 in Left = 9.20 4.29 9.20 4.29 0.00 0.00k @ Ri ht = 9.20 4.29 9.20 4.29 0.00 0.00k V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -17 BEAN DATA Center Span Length = 17.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.98 k /ft Live Load = 1.20 k /ft0.13 k /ft Distance To Start = 0.00 ft 0.00 ft Distance To End = 17.50 ft 17.50 ft 52nd Ave South Building 97012 PPtpr Hart / Stpve Kohut STEEL SECTION DATA w14x34 = 13.98 in Ixx • 0.285 in Iyy • 6.74 in Sxx • 0.455 in Syy = 10.00 in2 r:xx • 33.95 1 r:yy = 1.76in APPLIED WADS Unifors Loads = 340.00 in4 • 23.30 in4 • 48.64 in3 • 6.91 in3 • 5.831 in • 1.526 in SUMMARY USING w14x34, Max Stress Ratio = 93.13 %, Min Defl. Ratio = 418.80 TABULAR SUHNARY Maxinuns... Actual Moment = 89.7 Stress= 22.13 Shear . = 20.50 Stress= 5.15 Deflection = -0.501 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 96.3 k-ft 23.76 ksi 57.37 k 14.40 ksi 0.931 0.357 963.93 418.80 Moments.. M+ @ Center M- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants = 89.7 39.0 89.7 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft = 0.0 0.0 0.0 0.0 0.0 k-ft = 20.50 8.91 20.50 0.00 0.00 0.00 k = 20.50 8.91 20.50 0.00 0.00 0.00k = -0.501 -0.218 -0.501 -0.218 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 20.50 8.91 20.50 8.91 0.00 0.00k 20.50 8.91 20.50 8.91 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: STEEL BEAM DESIGN B1-18 BEAM DATA Center Span Length = 26.42ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.98k/ft Live Load = 1.20k/ft Distance To Start = 0.00 ft Distance To End = 26.42ft 52nd Ave South Building 97012 Pptpr Hart / Stew, Kohut STEEL SECTION DATA w18x55 • 18.11 in Ixx • 0.390 in Iyy = 7.53 in Sxx • 0.630 in Syy • 16.20 in2 r:xx • 55.00 1 r:yy = 1.95 in APPLIED LOADS Unifora Loads = 890.00 in4 = 44.90 in4 • 98.29 in3 • 11.93 in3 - 7.412 in • 1.665 in SUMMARY USING w18x55, Max Stress Ratio = 100.38 %, Min Defl. Ratio = 333.38 TABULAR SUMMARY Maxinuns... Actual Moment = 195.4 Stress= 23.85 Shear = 29.58 Stress= 4.19 Deflection = -0.951 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 194.6 k -ft 23.76 ksi 101.71 k 14.40 ksi 1.004 0.291 718.43 333.38 Moments.. M+ @ Center = H- @ Center = @ Left = @ Right Shears... @ Left = @ Right = Deflection.. @ Center @ Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 195.4 90.7 0.0 0.0 0.0 29.58 13.73 29.58 13.73 -0.951 -0.441 0.000 0.000 0.000 0.000 0.000 29.58 13.73 29.58 13.73 195.4 0.0 0.0 0.0 29.58 29.58 -0.951 0.000 0.000 0.000 29.58 29.58 0.0 0.0 0.0 0.0 0.00 0.00 -0.441 0.000 0.000 0.000 13.73 13.73 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -19 BEAM DATA Center Span Length = 26.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Start Distance To End USING w21x50, Haxinuns... Actual Moment = 186.8 Stress= 23.72 Shear = 28.19 Stress= 3.56 Deflection = -0.827 fb / Fb : %nax fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = = 0.94 k /ft = 1.14 k /ft = 0.00 ft = 26.50 ft 52nd Ave South Building 97012 Peter Hart / StpvP Knhut STEEL SECTION DATA w21x5O • 20.83 in Ixx = 0.380 in Iyy • 6.53 in Sxx • 0.535 in Syy = 14.70 in2 r:xx • 49.91 # r:yy = 1.60 in APPLIED LOADS Milton Loads ▪ 984.00in4 • 24.90 in4 = 94.48 in3 = 7.63 in3 • 8.182 in = 1.301 in SUMMARY Max Stress Ratio = 99.85 %, Hin Defl. Ratio = 384.34 TABULAR SUMMARY OF LOAD COMBIMATIOMS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants Allowable 187.1 k -ft 23.76 ksi 113.98k 14.40 ksi 0.999 0.247 829.52 384.34 Moments.. M+ @ Center H- @ Center Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left Right = at 0.00 ft = Reactions @ Left = Reactions @ Right • 186.8 86.5 186.8 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft • 28.19 13.06 28.19 0.00 0.00 0.00k • 28.19 13.06 28.19 0.00 0.00 0.00k • -0.827 -0.383 -0.827 -0.383 0.000 0.000in • 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in 28.19 13.06 28.19 13.06 0.00 0.00k = 28.19 13.06 28.19 13.06 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -20 BEAM DATA Center Span Length = 24.58 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load = 3.76k = 6.62k 7.00 ft 52nd Ave South Building 97012 PPt Pr Hart , StPvP Kohut STEEL SECEDE DATA w24x55 = 23.57 in Ixx = 0.395 in Iyy • 7.01 in Sxx = 0.505 in Syy = 16.20 1n2 r:xx • 55.001 r:yy • 1.68 in APPLIED LOADS = 1350.001n4 • 29.10 in4 • 114.55 in3 • 8.31 in3 • 9.129 in • 1.340 in Concentrated Loads Dead Load. = 1.01 k /ft Live Load = 1.23 k /ft0.13 k /ft Distance To Start = 0.00 ft 0.00 ft Distance To End = 24.58 ft 24.58 ft Uniform Loads SUMMARY USING w24x55, Hax Stress Ratio = 97.56 %, Hin Defl. Ratio = 478.08 TABULAR SUMMARY OF LOAD COMBINATIONS Maxinuns... Actual Moment = 221.3 Stress= 23.18 Shear = 37.23 Stress = 4.00 Deflection = -0.617 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 226.8 k -ft 23.76 ksi 134.07 k 14.40 ksi Moments.. H+ @ Center H- @ Center 0.976 @ Left 0.278 @ Right 1121.36 Shears... @ Left 478.08 @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL +ST @Cants • 221.3 94.3 221.3 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0 k-ft = 0.0 0.0 0.0 0.0 0.0k-ft = 37.23 15.80 37.23 0.00 0.00 0.00k • 32.76 14.18 32.76 0.00 0.00 0.00k • -0.617 -0.263 -0.617 -0.263 0.000 0.0001n • 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in = 37.23 15.80 37.23 15.80 0.00 0.00k • 32.76 14.18 32.76 14.18 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -21 BEAM DATA Center Span Length = 26.42 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 1.01 k /ft Live Load = 1.23 k /ft0.13 k /ft Distance To Start = 0.00 ft 0.00 ft Distance To End = 26.42 ft 26.42 ft USINIG w24x55, 52nd Ave South Building 97012 PPtpr Hart / Steve Kohut STEEL SECTION DATA w24x55 • 23.57 in Ixx • 0.395 in Iyy • 7.01 in Sxx = 0.505 in Syy • 16.20in2 r:xx • 55.004 r:yy = 1.68 in APPLIED LOADS Uniforn Loads = 1350.00 in4 • 29.10 in4 114.55 in3 • 8.31 in3 9.129 in • 1.340 in SUMMARY Max Stress Ratio = 93.29 %, Min Defl. Ratio = 466.91 TABULAR SUMMARY Maxinuns... Actual Moment = 211.6 Stress= 22.16 Shear = 32.03 Stress= 3.44 Deflection = -0.679 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 226.8 k -ft 23.76 ksi 134.07 k 14.40 ksi 0.933 0.239 1061.15 466.91 Moments.. M+ @ Center M- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 211.6 32.03 32.03 -0.679 0.000 0.000 32.03 32.03 93.1 0.0 0.0 0.0 14.10 14.10 -0.299 0.000 0.000 0.000 14.10 14.10 211.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 32.03 0.00 32.03 0.00 -0.679 -0.299 0.000 0.000 0.000 0.000 0.000 0.000 32.03 14.10 32.03 14.10 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering_ 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1-22 BEAN DATA Center Span Length = 26.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load = 0.91 k /ft Live Load = 1.11 k /ft Distance To Start = 0.00 ft Distance To End = 26.50 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w21x50 • 20.83 in Ixx = 0.380 in Iyy = 6.53 in Sxx = 0.535 in Syy • 14.70 in2 r:xx • 49.91 1 r:yy ▪ 1.60 in APPLIED LOADS Uniforn Loads • 984.00 in4 • 24.90 in4 • 94.48 in3 • 7.63 in3 = 8.182 in • 1.301 in SUMMARY USING w21x50, Max Stress Ratio = 97.04 %, Hin Defl. Ratio = 395.49 TABULAR SUMMARY Maximums... Actual Honed = 181.5 Stress= 23.06 Shear = 27.40 Stress= 3.46 Deflection = -0.804 fb / Fb : % max fv / Fv : % tax Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 187.1 k -ft 23.76 ksi 113.98k 14.40 ksi 0.970 0.240 852.88 395.49 Moments.. H+ @ Center H- @ Center @ Left Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax OF LOAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants 181.5 27.40 27.40 -0.804 0.000 0.000 27.40 27.40 84.2 0.0 0.0 0.0 12.71 12.71 -0.373 0.000 0.000 0.000 12.71 12.71 181.5 0.0 0.0 0.0 27.40 27.40 -0.804 0.000 0.000 0.000 27.40 27.40 0.0 0.0 0.0 0.0 0.00 0.00 -0.373 0.000 0.000 0.000 12.71 12.71 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k V4.4D (c) 1983 -96 EHERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -34 BEAM DATA Center Span Length = 17.67 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load = 12.41 k = 14.31 k = 13.67 ft 52nd Ave South Building 97012 PPtPr Hart / stave Kohut STEEL SECTION DATA w21x44 • 20.66 in Ixx • 0.350 in Iyy • 6.50 in Sxx • 0.450 in Syy • 13.00 in2 r:xx • 44.14 1 r :yy • 1.57 in APPLIED LOADS • 843.00 in4 • 20.70 in4 • 81.61 in3 • 6.37 in3 • 8.053 in 1.262 in Concentrated Loads SUMMARY USING w21x44, Hax Stress Ratio = 51.82 %, Bin Defl. Ratio = 1475.38 TABULAR SUFMARY OF LOAD COIBIXATIOBS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants Haxinuns... Actual Moment = 83.7 Stress = 12.31 Shear = 21.06 Stress= 2.91 Deflection = -0.144 fb / Fb : %nax fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 161.6 k -ft 23.76 ksi 104.13 k 14.40 ksi Moments.. 0.518 0.202 3080.45 Shears... 1475.38 H+ @ Center H- @ Center @ Left Right @ Left @ Right @ Center @Left @ Right 0.00 ft @ Left @ Right Deflection.. at Reactions Reactions Placed for Hax = 83.7 39.5 83.7 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft = 6.44 3.20 6.44 0.00 0.00 0.00k = 21.06 9.99 21.06 0.00 0.00 0.00k • -0.144 -0.069 -0.144 -0.069 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000in • 6.44 3.20 6.44 3.20 0.00 0.00k • 21.06 9.99 21.06 9.99 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 IV: E E R .1, Project: Client: Date* 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Page Number (206) 285 -0618 4G' /`i� i /c.`3.3oG �� Y,l60tZ04 -zo� z // -44 / All, ( '. /0D e* 20)( 1) z 'it'GOeCI. 2 -0S 19.4 z 9.7 Ivi7 g .�rS'&)%.f' (iS -;�,) /4. ,t G7,o g97,0 6,Y, 3 ?¢,o v •' \ 1- i� / / G- '1, 09 ¢- Structural and Civil Engineers CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -35 BEAM DATA Center Span Length = 29.67 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bears End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load = 8.91 k = 11.59k = 26.00 ft 52nd Ave South Building 97012 Peter Aart / StwwP Kohut STEEL SECTIOM DATA w18x35 = 17.70 in Ixx • 0.300 in Iyy • 6.00 in Sxx • 0.425 in Syy = 10.30 in2 r:xx = 34.97 I` r:yy • 1.49 in APPLIED LOADS • 510.001114 • 15.30 in4 = 57.63 1n3 = 5.10 in3 • 7.037 in • 1.219 in Concentrated Loads Dead Load Live Load Distance To Start Distance To End = 0.14 k /ft = 0.35k/ft = 0.00 ft = 29.67 ft Uniform Loads SUMMARY USING w18x35, Max Stress Ratio = 89.31 %, Min Defl. Ratio = 323.10 TABULAR SUMMARY OF LOAD OOMBINATIOMS Maxinuns... Actual Allowable Monent = 101.9 114.1 k -ft Stress = 21.22 23.76 ksi Shear = 25.81 76.46k Stress= 4.86 14.40 ksi Deflection = -1.102 fb / Fb : % nax 0.893 fv / Fv : % nax 0.338 Hin. DL Defl Ratio = 849.32 Min. TL Defl Ratio = 323.10 Monents.. M+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Max Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL +ST @Cants • 101.9 39.4 0.0 = 0.0 0.0 • 10.38 3.76 • 25.81 10.46 • -1.102 -0.419 • 0.000 0.000 = 0.000 0.000 = 0.000 = 10.38 3.76 • 25.81 10.46 101.9 0.0 0.0 0.0 10.38 25.81 -1.102 0.000 0.000 0.000 10.38 25.81 0.0 0.0 0.0 0.0 0.00 0.00 -0.419 0.000 0.000 0.000 3.76 10.46 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw06O2397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1-36 BEAM DATA Center Span Length = 20.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Beam End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load USING w21x44, Maximums... Actual Allowable Moment = 57.6 161.6k-ft Stress= 8.47 23.76 ksi Shear = 34.53 104.13k Stress= 4.77 14.40 ksi Deflection = -0.118 fb / Fb : % nax 0.356 fv / Fv : % nax 0.332 Hin. DL Defl Ratio = 4471.64 Min. TL Defl Ratio = 2037.33 = 15,79k = 21.40k = 18.33 ft 52nd Ave South Building 97012 PPt'r Hart / StevP Kohut STEEL SECTION DATA w21x44 • 20.66 in Ixx = 0.350 in Iyy • 6.50 in Sxx • 0.450 in Syy • 13.00 in2 r:xx ▪ 44.14 1 r:yy • 1.57 in APPLIED WADS • 843.00 in4 • 20.70 in4 • 81.611'13 • 6.37 in3 • 8.053 in • 1.262 in Concentrated Loads SUMMARY Max Stress Ratio = 35.63 %, Hin Defl. Ratio = 2037.33 TABULAR SUMMARY OF WAD COMMUNIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Hax Only @Cntr @Cntr @Cants @Cants Moments.. H+ @ Center = M- @ Center = @ Left = @ Right = Shears... @ Left = @ Right Deflection.. @ Center = @Left = @ Right = at 0.00 ft = Reactions @ Left = Reactions @ Right = 57.6 24.8 57.6 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 3.55 1.76 3.55 0.00 0.00 0.00k 34.53 14.91 34.53 0.00 0.00 0.00k -0.118 -0.054 -0.118 -0.054 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 3.55 1.76 3.55 1.76 0.00 0.00k 34.53 14.91 34.53 14.91 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickersont. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN 81-37 BEAR DATA Center Span Length = 17.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight wry Dead Load Live Load Distance To Load = 12.71 k = 14.69k = 13.33 ft 52nd Ave South Building 97012 _PPtPr Hart / gtevri Kohut STEEL SECTION DATA w21144 • 20.66 in Ixx • 0.350 in Iyy • 6.50 in Sxx • 0.450 in Syy = 13.00 in2 r:xx = 44.14 1 r:yy ▪ 1.57 in APPLIED WADS = 843.00 in4 • 20.70 in4 • 81.61 in3 • 6.37 in3 • 8.053 in = 1.262 In Concentrated Loads SUMMARY USING w21x44, Hax Stress Ratio = 49.46 %, Hin Defl. Ratio = 1619.12 TABULAR SUMMARY OF LOAD COhiBIAATIOHS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants Cants Haxinuns... Actual Honent = 79.9 Stress= 11.75 Shear = 21.86 Stress = 3.02 Deflection = -0.126 fb / Fb : & nax fv / Fv : % nax Hin. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 161.6 k-ft 23.76 ksi 104.13 k 14.40 ksi Honents.. H+ @ Center 14- @ Center 0.495 @ Left 0.210 @ Right 3386.87 Shears... @ Left 1619.12 @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax • 79.9 37.7 79.9 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft • 6.29 3.12 6.29 0.00 0.00 0.00k • 21.86 10.34 21.86 0.00 0.00 0.00k • -0.126 -0.060 -0.126 -0.060 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000 0.000in • 0.000 0.000 0.000 0.000 0.000 0.0001n 0.000 0.000 0.000 0.000 0.000in = 6.29 3.12 6.29 3.12 0.00 0.00k = 21.86 10.34 21.86 10.34 0.00 0.00k V4.4D (c) 1983 -96 EUERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -39 BEAM DATA Center Span Length = 17.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight r,y Dead Load Live Load Distance To Load = 13.06k = 15.13k = 2.33 ft 52nd Ave South Building 97012 Peter Hart / Sthve Kohut STEEL SECTION DATA • w18x40 • 17.90 in Ixx • 0.315 in Iyy • 6.01 in Sxx • 0.525 in Syy • 11.80 in2 r:xx • 40.06 1 r:yy • 1.52 in APPLIED WADS • 612.00 in4 = 19.10 in4 • 68.38 in3 • 6.35 in3 • 7.202 in • 1.272 in Concentrated Loads SUMMARY USING w18x40, Max Stress Ratio = 42.24 %, Hin Defl. Ratio = 1708.93 TABULAR SUMMARY OF LOAD COMBINATIONS Maxinuns... Actual Moment = 57.2 Stress = 10.04 Shear = 24.67 Stress= 4.37 Deflection = -0.119 fb / Fb : % max fv / Fv : % max Hin. DL Defl Ratio = Min. TL Defl Ratio = Allowable 135.4 k -ft 23.76 ksi 81.19 k 14.40 ksi Monents.. H+ @ Center H- @ Center 0.422 @ Left 0.304 @ Right 3545.98 Shears... @ Left 1708.93 @ Right Deflection.. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed for Hax Dead Load + Loads Placed as DL LL LL +ST LL Only @Cntr @Cntr @Cants follows LL +ST @Cants • 57.2 26.9 57.2 0.0 0.0 0.0 k -ft -0.0 -0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft • 24.67 11.61 24.67 0.00 0.00 0.00 k • 4.20 2.13 4.20 0.00 0.00 0.00k • -0.119 -0.058 -0.119 -0.058 0.000 0.000in • 0.000 0.000 0.000 0.000 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000 0.000in 0.000 0.000 0.000 0.000 0.000 in • 24.67 11.61 24.67 11.61 0.00 0.00 k • 4.20 2.13 4.20 2.13 0.00 0.00 k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering_ 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -40 BEAN DATA Center Span Length = 27.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = 1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT,y Dead Load Live Load Distance To Load = 15.57 k = 21.39k = 22.33 ft 52nd Ave South Building 97012 PAtPr Hart / StAvp Kohut STEEL SECTION DATA. w24x55 • 23.57 in Ixx • 0.395 in Iyy • 7.01 in Sxx • 0.505 in Syy • 16.201112 r:xx • 55.00 I r:yy • 1.68 in APPLIED LOADS = 1350.00 in4 • 29.10 in4 • 114.55 in3 • 8.31 in3 • 9.129 in • 1.340 in Concentrated Loads SUMMARY USING w24x55, Max Stress Ratio = 69.81 %, Hin Defl. Ratio = 814.08 TABULAR SUNDRY Maxinuns... Actual Honent = 158.3 Stress= 16.59 Shear = 30.77 Stress= 3.30 Deflection = -0.405 fb / Fb : W tax fv / Fv : % tax Min. DL Defl Ratio = Hin. TL Defl Ratio = Allowable 226.8 k -ft 23.76 ksi 134.07 k 14.40 ksi Moments.. H+ @ Center H- @ Center 0.698 @ Left 0.229 @ Right 1822.83 Shears... @ Left 814.08 @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right OF LOAD OONBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Cants @Cants = 158.3 68.5 158.3 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 7.70 3.68 7.70 0.00 0.00 0.00k = 30.77 13.40 30.77 0.00 0.00 0.00k _ -0.405 -0.181 -0.405 -0.181 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in • 7.70 3.68 7.70 3.68 0.00 0.00k • 30.77 13.40 30.77 13.40 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Job 11: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: STEEL BEAM DESIGN B1 -41 BEAM DATA Center Span Length = 10.00 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Bean Wt. is ADDED To applied loads Live Load Not Acting with Short Tern Fy = 36 ksi Load Duration Factor = .1.00 Bean End Fixity : Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y Dead Load Live Load Distance To Load = 10.94k = 20.40k = 2.33 ft 52nd Ave South Building 97012 Peter Hart / Steve Kohut STEEL SECTION DATA w24x55 • 23.57 in Ixx = 0.395 in Iyy = 7.01 in Sxx • 0.505 in Syy = 16.20 in2 r:xx • 55.00/ r:yy • 1.68 in APPLIED LOADS • 1350.00 in4 • 29.10 in4 • 114.55 in3 = 8.31 in3 • 9.129 in • 1.340 in Concentrated Loads SUMMARY USING w24x55, Hax Stress Ratio = 24.82 %, Hin Defl. Ratio = 6209.52 TABULAR SUMMARY Haxinuns... Actual Moment = 56.3 Stress= 5.90 Shear = 24.31 Stress= 2.61 Deflection = -0.019 fb / Fb : % max fv / Fv : % max Min. DL Defl Ratio = Min. TL Defl Ratio = Allowable 226.8 k-ft 23.76 ksi 134.07 k 14.40 ksi Moments.. H+ @ Center H- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Center @Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right 0.248 0.181 17270.80 6209.52 Placed for Max OF ROAD COMBINATIONS Dead Load + Loads Placed as follows DL LL LL +ST LL LL +ST Only @Cntr @Cntr @Cants @Cants • 56.3 20.0 56.3 0.0 0.0 0.0k-ft -0.0 -0.0 0.0 0.0 0.0k-ft 0.0 0.0 0.0 0.0 0.0k-ft = 0.0 0.0 0.0 0.0 0.0k-ft = 24.31 8.67 24.31 0.00 0.00 0.00k = 7.58 2.82 7.58 0.00 0.00 0.00k • -0.019 -0.007 -0.019 -0.007 0.000 0.000in • 0.000 0.000 0.000 0.000 0.000 0.000 in • 0.000 0.000 0.000 0.000 0.000 0.000in = 0.000 0.000 0.000 0.000 0.000in • 24.31 8.67 24.31 8.67 0.00 0.00k = 7.58 2.82 7.58 2.82 0.00 0.00k V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 MILIMINIMMEMIIIIMIMP 0 rr._...Nownrm...,.=.6,71 AM + C7 �/' i •ate �� r ,L W IEEE I MO ME L Gtiv 1 I r, G. o - --1j _m.o... Oil 1 © i■■I II It rid Yy. nl Project. Z "� Client: Date. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Page Number' (206) 285 -0618 CcP/antO L :,e..d, n� Cpl ✓M n • °L GG Co l„ rnn /3-. r't CI 3/ -/ (L). 3,10 3, 4.3 Qz -1 (c) . G.99 a 15 8R —1 (L) 3,0. 4/.o? I3,/6 /SeJ = Z9,r2( G2 I3/-/ (R) 3, to J,'? S2 -/ c) 2.33 3. 44. ae -r CM 1. (2z 1.81 G.'/S 1.0c = 16-16-1 C3 QI -z (L). 132 -z (c) 3R- Z. (ii GI-1 3/ -z(Q) Qz- ZCR) 3/2 - z (R) CS 131 -3o(R) Gz -3oCt) (3R -34, (R CG at -31 Ut5 C2- 31(g). 3R - 31CR) C..? 131 -3o CA-) B Z - 3o (a) LiP -3cCc) c3 (31- 3z -s(R\ Q.1,-S0R) 131 - 6-) CZ -4, C43 se- 6-1 6 -1 G/o al - G (k) 13z -GCR). LUZ -G.. 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H.,z9 3z- 12(2) H, oz 13R -1z I.91 X31 -y /(L.) s3 rsl. -1z (Q) 132 -/2 (ft) a2 -1z (.) PG 7-o. 24 Structural and Civil Engineers i 1 r r 1 C T E N G I N E.E R.IW G Project: Client: Date. Page Number 180 Nickerson St. Suite 302 Seattle, W,1 98109 (206) 285.4512 FAX: (206) 285.0618 Co /v(+1 /1 lge1n CZI 131.3q69 132-39 (1e) 0/1-39 (R ) C22 C.23 13z- Z9 (L) Q R - 24 (L) Q z- /3 a) aQ -13 (G.) CzL/ 131 -Ho(L1 8z -'/o (4) �R- NO0-) DL LL 2,13 z,o?. Z,3fv z,0 7- 1,35 1,03 S Si 17- /0,0z, /1,7-/ L),39 5. ea 3.68 /. o2 C.3 5- ro g L/c, 2. 2,oy Co /um n '3 ea ' DL LL C 33 t3/- Z C,IR) -- aZ -ZG (el Z.2 e - z !i fr.j 3, ze ei -zo 131 -Lo (RJ 1/-/. 30 /3R-zo (k) - (31 - z 1 (L) 14,10 /3z -11 (S) /t./, 09 11,o/ C-3y 31.q8 Q.y q, = 19.o4 C25" ►3z- /y'�) 4,93 12.Ov 8A- /N((J 4.3_5" G_, 03 /14,23 / g,oct = 3Z,37- C3e C Z av C 2F- az - i i ) 13R - 1 L1 lit) /32 - /(. (L) /3z- 13R. - 3 zcr- Cab /3z-/c.) i R -ii# 13Z - 3311) QR-3za -) Gz61 al- 35- (R) 13Z -3s+R1 3R -3s 0) C3o /3/ -1 l�J 13L- /7- V--) 3R- 1'(R) (31 - /B(L) Rz- /e6-) OR - /elk) C31 13)- /8 /R) !3z -/81$) QR -/8 a.) 131 -/q (L) az -/94-) Ci.- /4 a.) C32 13I- 39lt;J az -38 CRJ QQ -38 CRJ 131 - 39 CLJ 62 -3q U-) t3R-39 (14 9,93 12, Oro Ai, Jr G.0.3 /H,28 / 8,0,1 .S , o Z 1.q6 Z•S/ y,zs- 5-, /9 /L/,t,q I'9-, /9 32,3? C3? 31,23 G3? 31.23 10, 1/G /0,.W y, r,3 2S-139- 6', 4/ 8, q, ?,9-G 13, ?L '.Z ?Z S•9z sy, 4 y 13,7z 13, L -, 011. 13. 13.0e. S,1s 11,0 11s8 C.141 121,01 CN2 C413 h-. z 0 28.39 QR-z1 4.1 G. Ca. 8.1 66, CIO 84,06 = I��gb t31-Z/ �.R) 14,10 17•,13 X32 2r (R) /y, o4 eR- zi tf) („0„ r6', /5- 31-2z (./. 1</.G9 )32.- z z (1) /2, 7-1 1L1,G4 'IC -zz (1.) (oS, Zo ro, 7.4 131- 37-1Z1 /Ass/ ' z-3} -e) /0,31 !3R- 3) (12.) A4,4'41 31-3,t11.1 - /3z -3Yt) (31'-1 "a.) 31, IL) 131.-364-) /arc - 3 i, (c) 132- Z3 CI.) -23 (4) 6 z- z3 (?) /3t -23 tie.) 0-) 2. 3Z -Z�/ �) 13R- Z-I (R) 3Z- Zs (_ -J Z3R -Z (L) al- 37 (L) 132 -37(1-) Q R - . 3Z -zS CR). 13R -Zs OR) /1, SL II,SZ- S, /4/5--,g 514, /o 9-G GyH (iz -27- (R) z•r- 40 l3 Z Z- fl (L) f33/2 -Z6 C4-). 32,60-= 6,/,o4/ . 3-L .30 2.0 eas- 3,99 .S 11,39. Structural and Civil Engineers CT E NI' d I PI t R-I 'NI Project: Date' 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Client: Page Number: (206) 285.0618 Structural and Civil Engineers CT Engineering 180 Nickerson -St. Suite 302 Seattle, WA 98109 Page: STEEL COLUMN DESIGN TUKWILA OFFICE BLDG COLUMN DATA AISC Section ts8x8x3 /8 Column Height = 15.00 ft Fixity @ Top : Pinned Fixity @ Bottom : Pinned Unbraced Lengths... For Y -Y Buckling = 15.00 ft For X -X Buckling = 13.50 ft DESIGN DATA Fy = 36 ksi Load Duration Factor = 1.000 Live & Short Loads Don't Combine Sidesway... X -X Axis Restrained Y -Y Axis Restrained Effective Length Factors... X -X Axis = 1.00 Y -Y Axis = 1.00 SECTION DATA Depth Width Top Thickness Web Thickness Area Weight rT Ixx Sxx Rxx Iyy Syy Ryy • 8.00 in • 8.00 in • 0.375 in • 0.375 in = 11.100 in2 = 37.688 plf • 0.000 in = 106.0 1n4 • 26.5 in3 • 3.09 in • 106.0 in4 = 26.510 • 3.09 in Axial Dead Load Live Load Short Tern X -X Axis Monents: Y -Y Axis Monents Point Loads Uniform Loads APPLIED LOADS • 70.00 k "Y" Eccentricity • 88.00k "X" Eccentricity • 0.0k Top Bottom = Btwn Ends = Top Bottom Btwn Ends = X -X Axis = Y -Y Axis = X-X = Y -Y = 1.00 in = 0.00 in Dead- - Live- - Short- - I: Start - - X: End - - -None -- -- None -- - - None -- - -None -- -- None -- -- None -- -- None -- -- None -- -- Clone -- - - None -- F'ex DL +LL F'ey DL +LL F'ex DL +LL +ST F'ey (DL +LL +ST = 54338 psi = 44014 psi • 54338 psi • 44014 psi Combined Stress Ratios... Fornula H1 -1 Formula H1 -2 Formula H1 -3 = Actual & Allowable Stresses... Fa : Allowable fa : Actual Fb:xx : Allow [F1 -6] " " [F1 -7 & F1 -8) fb:xx Actual = Fb:yy ": Allow [F1 -6] [F1 -7 & F1 -8] fb:yy Actual Max X -X Axis Deflection Max Y -Y Axis Deflection Intermediate Stress Calculation Values SUMMARY - Dead - - Live - • • 0.425 0.549 • 0.403 0.507 17.60 6.31 23.76 23.76 2.64 23.76 23.76 0.00 17.60 7.93 23.76 23.76 3.32 23.76 23.76 0.00 -0.107 in at 0.000 in at DL + LL• - DL + ST - 1.013 0.434 0.910 0.403 17.60 17.60 ksi 14.23 6.31 ksi 23.76 23.76 ksi 23.76 23.76 ksi 5.96 2.64 ksi 23.76 23.76 ksi 23.76 23.76 ksi 0.00 0.00 ksi 8.70 ft from column base 0.00 ft from column base Cn:x (DL +LL) = 0.60 Cb:x Cn:y DL +LL) = 0.60 Cb:y Cm:x DL +LL +ST) = 0.60 Cb:x Cm:y DL +LL+ST = 0.60 Cb:y (DL +LL) (DL +LL DL +LL +ST DL +LL +ST; • 1.75 • 1.75 = 1.75 = 1.75 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Page: STEEL COLUMN BASEPLATE DESIGN LOAD DATA Axial Load X -X Axis Moment AISC Section Name BOLT DATA Bolt Tension Capacity : Bolt Count Per Side . Anchor Bolt Area Bolt Dist. from PL Edge • PLATE & SUPPORT DATA - Baseplate Depth " Width • Support Area Depth . Support Area Width . — MATERIAL DATA• Fy y Load Duration Factor : AISC Section Depth . Flange Width . Flange Thickness : Web Thickness PLATE DESIGN Min. Required Thickness Plate Analysis Method : Tension Force per Bolt: Bearing Stress Allow Bearing... Per ACI 10.15 • Per AISC J9 • Max. Plate Capacity for Allowable Bearing..» — PLATE ANALYSIS — Actual Plate Thickness: Max Allow Plate Fb Actual fb None —1 160.00 k 0.00 k -ft TS8x8x3 /8 6.60k 2 0.440 in 2.00 in 16.00 in 16.00 in 24.00 in 24.00 in 3000 psi 36 ksi 1.00 8.00 in 8.00 in 0.375 in 0.375 in 1.265 in 3 0.00k 625.00 psi 2677.50 k 1575.00 psi 403.20 psi 1.500 in 27.00 ksi 19.20 ksi V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 1 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 A go • • GENERAL FOOTING SIZES Title: 52nd Ave South Building Scope: Job #: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: 97012 5 Pe � / Steve Kohut P:� LOADING DATA 1 2 3. 4 5 Dead Load k:___68.90 49 -10 l3 -nut 2c 7D 14 7s Live Load k: 89.06:159G 58.76 41.89= I.9? 28.81 18.09 = 22-.37- Short Tern Load k: 0.00 0.00 0.00 0.00 0.00 Seismic Zone 0 0 0 0 0 Overburden Weight psf: 50.0 50.0 50.0 / 50.0 50.0 Combining Live & Short Tern Loads ? Yes Yes Yes / Yes Yes FOOTING DATA Size (Length & Width) ft: 8.00 7.00 6.00. 4.50 4.00 Thickness in: 20.00 16.00 12.00 10.00 10.00 1 of Bars 9 8 7/ 5 5 Rebar Size Number 1: 6 6 6. 6 6 Column Dimension in: 12.0 12.0 12.0 12.0 12.0 f'c psi: 3000 3000 3000 ' 3000 3000 Fy psi: 60000 60000 60000/ 60000 60000 Cover over rebar in: 3.0 3.0 3.0 3.0 3.0 Concrete weight pcf: 145.0 145.0 145.0 145.0 145.0 SOIL DATA Basic Allow Soil Brg Press. psf: 3000 3000 3000 ✓ 3000 3000 Short Tern Duration Factor 1.33 1.33 1.33 1.33 1.33 Ftg. Depth Below Soil ft: 0.00 0.00 0.00 0.00 0.00 CALCULATED FORCES Maximum Static Soil Pressure psf: 2759.8 2444.6. 2277.5 I 2838.0 2194.0 Allow Static Soil Pressure psf: 3000.0 3000.0 3000.0 I 3000.0 3000.0 Nax. Short Term Soil Pressure pst: 2759.8 2444.6 2277.5 2838.0 2194.0 Allow Short Tern Soil Pressure psf: 3990.0 3990.0 3990.0 3990.0 3990.0 1 -Way: Allowable Shear psi: 109.5 109.5 109.5 109.5 109.5 Vu /Phi psi: 53.4 57.2 71.6 78.0 47.8 2 -Way: Allowable Shear psi: 219.1 219.1 219.1 219.1 219.1 Vu /Phi psi: 154.3 160.3 193.3 187.1 110.5 Mn k-ft: 39.9 30.5 20.8 15.0 16.7 Mu /Phi k -ft: 29.1 18.9 12.3 7.5 4.3 REINFORCING Actual Bar Depth in: 16.63 12.63 8.63 6.63 6.63 Min..Allow o Reinforcing : 0.0014 0.0014 0.0014 0.0014 0.0014 200 /Fy : 0.0033 0.0033 0.0033 0.0033 0.0033 Req'd Per Analysis 0.0016 0.0018 0.0026 0.0026 0.0015 USE %: 0.0021 0.0024 0.0033 0.0033 0.0021 Rebar Area Req'd in2 /ft: 0.43 0.37 0.35 0.27 0.17 Total Area Req'd in: 3.42 2.57 2.07 1.19 0.67 REBAR CHOICES Quantity of: #4 Bars 18 14 11 7 4 15 Bars 12 9 8 5 3 16 Bars 9✓ 7 6 4 3 17 Bars 7 5 4 3 2 18 Bars 5 4 4 3 2 19 Bars 4 4 3 2 2 110 Bars 4 3 3 2 2 V4.4B3 (c) 1983 -95 ENERCALC CT Engineering, KW0602397 CT En_gineerin 180 Nickersont. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: SQUARE FOOTING DESIGN GENERAL FOOTING SIZES 52nd Ave South Building 97012 Peter Hart / Stne Kohut LOADING DATA 1 2 3 4 5 6 Dead Load k: 68.90 49.10 33.08 25.20 14.28 20.17 Live Load k: 89.06 58.76 41.89 28.81 18.09 24.24 Short Tern Load k: 0.00 0.00 0.00 0.00 0.00 0.00 Seismic Zone 0 0 0 0 0 0 Overburden Weight psf: 50.0 50.0 50.0 50.0 50.0 50.0 Combining Live & Short Term Loads ? Yes Yes Yes Yes Yes Yes FOOTING DATA Size (Length & Width) ft: 8.00 7.00 6.00 4.50 4.00 4.00 Thickness in: 20.00 16.00 12.00 10.00 10.00 10.00 # of Bars 9 8 7 5 5 5 Rebar Size Number #: 6 6 6 6 6 6 Column Dinension in: 12.0 12.0 12.0 12.0 12.0 12.0 f'c psi: 3000 3000 3000 3000 3000 3000 Fy psi: 60000 60000 60000 60000 60000 60000 Cover over rebar in: 3.0 3.0 3.0 3.0 3.0 3.0 Concrete weight pcf: 145.0 145.0 145.0 145.0 145.0 145.0 SOIL DATA Basic Allow Soil Brg Press. psf: 3000 3000 3000 3000 3000 3000 Short Tern Duration Factor 1.33 1.33 1.33 1.33 1.33 1.33 Ftg. Depth Below Soil ft: 0.00 0.00 0.00 0.00 0.00 0.00 CALCULATED FORCES Maximum Static Soil Pressure psf: 2759.8 2444.6 2277.5 2838.0 2194.0 2946.5 Allow Static Soil Pressure psf: 3000.0 3000.0 3000.0 3000.0 3000.0 3000.0 Max. Short Tern Soil Pressure psf: 2759.8 2444.6 2277.5 2838.0 2194.0 2946.5 Allow Short Tern Soil Pressure psf: 3990.0 3990.0 3990.0 3990.0 3990.0 3990.0 1 -Way: Allowable Shear psi: 109.5 109.5 109.5 109.5 109.5 109.5 Vu /Phi psi: 53.4 57.2 71.6 78.0 47.8 64.2 2 -Way: Allowable Shear psi: 219.1 219.1 219.1 219.1 219.1 219.1 Vu /Phi psi: 154.3 160.3 193.3 187.1 110.5 148.4 Mn k-ft: 39.9 30.5 20.8 15.0 16.7 16.7 Mu /Phi k-ft: 29.1 18.9 12.3 7.5 4.3 5.7 REINFORCING Actual Bar Depth in: 16.63 12.63 8.63 6.63 6.63 6.63 Min. Allow % Reinforcing : 0.0014 0.0014 0.0014 0.0014 0.0014 0.0014 200 /Fy : 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 Req'd Per Analysis : 0.0016 0.0018 0.0026 0.0026 0.0015 0.0020 USE %: 0.0257 0.0290 0.0400 0.0400 0.0237 0.0320 Rebar Area Req'd in2/ft: 0.43 0.37 0.35 0.27 0.16 0.21 Total Area Req'd in2: 3.42 2.57 2.07 1.19 0.63 0.85 REDAR CHOICES Quantity of 14 Bars 18 14 11 7 4 5 #5 Bars 12 9 8 5 3 4 #6 Bars 9 7 6 4 2 3 #7 Bars 7 5 4 3 2 2 #8 Bars 5 4 4 3 2 2 #9 Bars 4 4 3 2 2 2 #10 Bars 4 3 3 2 1 2 V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 1 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: CANTILEVERED RETAINING WALL DESIGN SIX FOOT RETAINING WALL WALL & FOOTING DATA Retained Height Wall Ht. above Soil = Toe Width = Heel Width = Total Footing Width = Footing Thickness Key Depth = Key Width Toe to Key Dist. _ SLIDING CHECK Ftg /Soil Friction = Soil to Neglect = Lateral Pressure = - Passive Pressure = - Friction Add'l Force Required = SUMMARY 6.00 ft 0.50 ft 1.17 ft 1.83 ft 3.00 ft 10.00 in 5.00 in 8.00 in 1.17 ft 0.40 0.00 in 806/ 401 1 10591 0.0 1 52nd Ave South Building 97012 PPtPr Hart / Stpve Kohut VERTICAL LOADS Axial DL on Sten = 615 plf Axial DL on Sten = 750 plf ...Eccentricity = 3.00 in Surcharge over Toe = 50.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf .Max Press. = 0.0 pcf Scope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 0.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start = Dist to Load End = ADJACENT FOOTING 0.00 psf 0.00 plf 0.00 ft 0.00 ft Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below:[ + / -] = 0.0 ft Spread Footing ? Yes Pressure @ Toe = 2196.1 psf Soil Press. Mult. Pressure @ Heel = 68.9 psf By ACI Eq 9-1 = Allowable Press. = 3000 psf Mu- Upward = Ecc. of resultant = 5.63in Mu- Downward = Max. Shear @ Toe = 21.33 psi Hu- Design = Max. Shear @ Heel = -5.30 psi One -Way Shear: Allow. Ftg Shear = 93.11 psi Actual = 21.3 5.3 psi Factors of Safety: Allowable = 93.1 93.1 psi Overturning = 2.37 :1 Cover over Rebar = 3.50 2.50 in Sliding = 1.81 :1 'd' = 6.50 7.50 in Ru = Mu /bd ^2 = 46.3 16.9 psi SUMMARY OF FORCES & MOMENTS Toe Heel f'c = 3000 psi 3220 101 psf Fy = 60000 psi 1926 0 ft -1 Min. As Percent = 0.0014 168 857 ft -/ Omit SP Under Heel ? Yes 1759 -857 ft -1 Toe Heel 1 4 @ 21.98 19.05 in o/c 1 5 @ 34.07 29.52 in o/c 1 6 @ 48.00 41.90 in o/c 1 7 @ 48.00 48.00 in o/c 1 8 @ 48.00 48.00 in o/c 1 9 @ 48.00 48.00 in o/c Origin of Force... Overturning Moments I ft ft -1 Resisting fMoments ft -1 Active Soil Press. = 817.2 2.28 Soil over Heel = 0 0 Soil over Toe = -12.2 0.28 Sloped Soil @ Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = -11.2 0.42 Axial Load on Wall = 0 0 Load @ Proj. Wall = 0.0 0.00 Averaged Sten Wts. = 0 0 Added Lateral Load = 0.0 0.00 Footing Weight = 0 0 Key Weight = 0 0 Vertical Conponent of Active Pressure 0 0 Totals = 793.8 1 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 1861.3 0 -3.4 0 0.0 0 -4.7 154 0.0 0 0.0 0 0 0 907.4 0.0 0.0 0.0 0.0 58.5 615.0 0 650.0 0 375.0 41.7 0 0.0 2007.0 ft -1 2647.61 2647.6 1 0 2.42 0.00 0.00 0.00 0.00 0.59 1.50 0 1.50 0 1.50 1.50 0.00 0 2194.4 0.0 0.0 0.0 0.0 34.2 924.6 0 977.2 0 562.5 62.6 0.0 4755.5 ft -1 4755.5 ft -I (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: CANTILEVERED RETAINING WALL DESIGN SIX FOOT RETAINING WALL ( continued) STEM SUMMARY Top Stem: From 3.00 ft to Top of Wall 8.00in Concrete w/ 16 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0 psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 801.8 <= Hn = 7063.3ft -# Vu = 4.41 <= Vn = 93.11psi Interaction Value = 0.114 Second Stem Fron 0.00ft to 3.00ft 8.00in Concrete w/ / 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 6.0in Mu = 2676.0 <= Hn = 7063.3ft -# Vu = 19.90 <= Vn = 93.11psi Interaction Value = 0.379 Third Stem From 0.00ft to 0.00ft 0.00in Masonry w/ 0 @ 0.00in, d= 0.00in f'n= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 0.00 Partially Grouted „ No Spec. Insp. Wall Wt.= 0.00psf, Bar Embed= 0.0in Mactual = 0.0 <= 0.0ft -I Vactual = 0.00 <= 0.00psi Interaction Value = 0.000 Fourth Stem From 0.00ft to 0.00ft 0.00in Masonry w/ 0 @ 0.00in, d= 0.00in f'n= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 0.00 Partially Grouted „ No Spec. Insp. Wall Wt.= 0.00psf, Bar Embed= 0.0in Hactual = 0.0 <= O.Oft -# Vactual = 0.00 <= 0.00psi Interaction Value = 0.000 Bottom Stem From 0.00ft to 0.00ft 0.00in Masonry w/ 1 0 @ 0.00in, d= 0.00in f'n= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 0.00 Partially Grouted „ No Spec. Insp. Wall Wt.= 0.00psf, Bar Embed= 0.0in Hactual = 0.0 <= 0.0ft -/ Vactual = 0.00 <= 0.00psi Interaction Value = 0.000 52nd Ave South Building 97012 Peter Hart / Steve Kohut_ V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: CANTILEVERED RETAINING WALL DESIGN EIGHT FOOT RETAINING WALL WALL & FOOTING DATA Retained Height = Wall Ht. above Soil - Toe Width Heel Width Total Footing Width = Footing Thickness = Key Depth Key Width = Toe to Key Dist. _ SLIDING CHECK Ftg /Soil Friction = Soil to Neglect = Lateral Pressure = - Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding Origin of Force... 8.00 ft 0.50 ft 1.17 ft 1.83 ft 3.00 ft 10.00 in 5.00 in 8.00 in 1.17 ft 0.40 0.00 in 1354 # 401 # 1260 # 0.01 VERTICAL LOADS Axial DL on Stem = Axial DL on Sten = ...Eccentricity Surcharge over Toe = 50.0 psf Dist to Load Start Surcharge over Heel = 0.0 psf Dist to Load End Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing Active Lateral Max Press. _ Slope Press. _ Backfill Slope = Passive Press. Soil Density Soil Ht over Toe 52nd Ave South Building 97012 Peter Hart / StPvP Kohut LATERAL WADS 615 plf Lateral Load Acting on 750 plf Sten Above Soil 3.00 in Add'l l Lateral Load ADJACENT FOOTING 3000 psf Vertical Load 35.0 pcf Load Eccentricity 0.0 pcf Footing Width 0.0 pcf Ftg. CL to Wall 0.0 :1 Vert. Position of Ftg. 300.0 pcf ..Above /Below:[ + / -] 130.0 pcf Spread Footing 0.00 in FOOTING DESIGN = 4271.7 psf Soil Press. Mull. Toe Heel f'c = 0.0 psf By ACI Eq 9-1 = 6227 0 psf Fy = 3000 psf Mu- Upward = 3352 O ft -I Min. As Percent = 10.70 in Mu- Downward = 168 1104 ft -# Omit SP Under Heel = 39.56 psi Mu- Design = 3184 -1104 ft-/ Toe = -9.76 psi One -Way Shear: # 4 @ = 93.11 psi Actual = 39.6 9.8 psi # 5 @ Allowable = 93.1 93.1 psi # 6 @ = 1.39 :1 Cover over Rebar = 3.50 2.50 in # 7 @ = 1.23 :1 'd' = 6.50 7.50 in # 8 @ Ru = Mu /bd ^2 = 83.7 21.8 psi # 9 @ SUMMARY OF FORCES & MOMENTS Overturning Moments 1 ft ft -# 16.30 25.27 35.86 48.00 48.00 48.00 0.00 psf 0.00 plf 0.00 ft 0.00 ft 0.0 1 0.00 in 0.00 ft 0.00 ft • 0.O ft ? Yes • 3000 psi • 60000 psi • 0.0014 ? Yes Heel 19.05 in o/c 29.52 in o/c 41.90 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c Resisting Moments # ft ft -# Active Soil Press. . 1365.5 Soil over Heel = 0 Soil over Toe = -12.2 Sloped Soil @ Heel = 0 Adjacent Ftg. Load = 0.0 Surcharge Over Heel = 0 Surcharge over Toe = -11.2 Axial Load on Wall = 0 Load @ Pro j. Wall = 0.0 Averaged Stem Wts. 0 Added Lateral Load = 0.0 Footing Weight = 0 Key Weight = 0 Vertical Component of Active Pressure 2.94 0 0.28 0 0.00 0 0.42 0 0.00 0 0.00 0 0 0 0 Totals = 1342.1 # Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 4020.6 0 -3.4 0 0.0 0 -4.7 154 0.0 0 0.0 0 0 0 1209.9 0.0 0.0 0.0 0.0 58.5 615.0 0 850.0 0 375.0 41.7 0 0.0 4166.3 ft-/ 3150.0 1 3150.0 1 0 2.42 0.00 0.00 0.00 0.00 0.59 1.50 0 1.50 0 1.50 1.50 0 2925.9 0.0 0.0 0.0 0.0 34.2 924.6 0 1277.8 0 562.5 62.6 0.00 0.0 5787.6 ft -# 5787.6 ft -# (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Title: 52nd Ave South Building 180 Nickerson -St. Suite 302 Scope: Seattle, WA 98109 Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: CANTILEVERED RETAINING WALL DESIGN EIGHT FOOT RETAINING WALL ( continued) STEM SUMMARY Top Stem: From 6.00 ft to Top of Wall 8.00in Concrete w/ # 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 613.3 <= Mn = 7063.3ft -# Vu = 1.72 <= Vn = 93.11psi Interaction Value = 0.087 Second Stem From 3.00ft to 6.00ft 8.00in Concrete w/ # 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 1773.6 <= Mn = 7063.3ft -# Vu = 13.50 <= Vn = 93.11psi Interaction Value = 0.251 Third Sten From 0.00ft to 3.00ft 8.00in Concrete w/ / 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 8.9in Mu = 5611.3 <= Mn = 7063.3ft -1 Vu = 36.43 <= Vn = 93.11psi Interaction Value = 0.794 Fourth Stem Fron 0.00ft to 0.00ft 0.00in Masonry w/ # 0 @ 0.00in, d= 0.00in f'n= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 0.00 Partially Grouted „ No Spec. Insp. Wall Wt.= 0.00psf, Bar Embed= 0.0in Mactual = 0.0 <= 0.0ft -# Vactual = 0.00 <= 0.00psi Interaction Value = 0.000 Bottom Stem From 0.00ft to 0.00ft 0.00in Masonry w/ # 0 @ 0.00in, d= 0.00in f'n= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 0.00 Partially Grouted „ No Spec. Insp. Wall Wt.= 0.00psf, Bar Embed= 0.0in Mactual = 0.0 <= 0.0ft -1 Vactual = 0.00 <= 0.00psi Interaction Value = 0.000 52nd Ave South Building 97012 PPtPr Hart / Stove Kohut V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 11: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: CANTILEVERED RETAINING WALL DESIGN TEN FOOT RETAING WALL WALL & FOOTING DATA Retained Height = 10.00 ft Wall Ht. above Soil = 0.50 ft Toe Width = 2.50 ft Heel Width = Total Footing Width = Footing Thickness Key Depth Key Width = Toe to Key Dist. _ SLIDING CHECK Ftg /Soil Friction = Soil to Neglect = Lateral Pressure - Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure @ Toe = Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding 4.00 ft 6.50 ft 16.00 in 8.00 in 20.00 in 4.83 ft 0.40 0.00 in 2230 # 853 # 3036 # 0.0# Origin of Force... Active Soil Press. Soil over Heel Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load @ Proj. Wall Averaged Sten Wts. Added Lateral Load Footing Weight Key Weight Vertical Component of Active Pressure 52nd Ave South Building 97012 PPtPr Hart / StPvp Kohut VERTICAL LOADS Axial DL on Sten = 615 plf Axial DL on Sten = 750 plf ...Eccentricity = 3.00 in Surcharge over Toe = 50.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 0.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start = Dist to Load End ADJACENT FOOTING 0.00 psf 0.00 plf 0.00 ft 0.00 ft Vertical Load = 0.01 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ..Above /Below:( + / -) = 0.0 ft Spread Footing ? Yes 1707.3 psf. Soil Press. Mult. Toe 858.8 psf By ACI Eq 9 -1 = 2436 3000 psf Mu- Upward = 7128 4.30 in Mu- Downward = 1094 18.96 psi Mu- Design = 6035 -9.12 psi One -Way Shear: 93.11 psi Actual = 19.0 9.1 psi Allowable = 93.1 93.1 psi 3.59 :1 Cover over Rebar = 3.50 2.50 in 1.74 :1 'd' = 12.50 13.50 in Ru = Mu /bdA2 = 42.9 71.1 psi SUiQIARY OF FORCES & MOMENTS - Overturning Moments # ft ft -# Heel f'c = 3000 psi 1226 psf Fy = 60000 psi 0 ft -# Min. As Percent = 0.0014 11667 ft -# omit SP Under Heel ? Yes -11667 ft -1 Toe Heel I 4 @ 11.43 9.26 in o/c # 5 @ 17.71 14.36 in o/c 1 6 @ 25.14 20.38 in o/c 1 7 @ 34.29 27.79 in o/c 1 8 @ 45.14 36.59 in o/c 1 9 @ 48.00 46.32 in o/c Resisting Emits ft ft -I = 2247.8 3.78 = 0 0 = -31.1 0.44 = 0 0 = 0.0 0.00 = 0 0 = -17.9 0.67 = 0 0 = 0.0 0.00 = 0 0 = 0.0 0.00 = 0 0 = 0 0 0 0 Totals = 2198.7 # Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 8491.6 0 -13.8 0 0.0 0 -12.0 154 0.0 0 0.0 0 0 4333.3 0.0 0.0 0.0 0.0 125.0 615.0 0 1050.0 0 1300.0 166.7 0 0.0 8619.6 ft-I 7590.0 # 7590.0# 0 4.83 0.00 0.00 0.00 0.00 1.25 2.83 0 2.83 0 3.25 5.66 0.00 0 20944.4 0.0 0.0 0.0 0.0 156.3 1742.5 0 2975.0 0 4225.0 943.9 0.0 30987.1 ft -1 30987.1 ft -# (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineerin 180 Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: CANTILEVERED RETAINING WALL DESIGN TEN FOOT RETAING WALL ( continued) STEM SUMMARY Top Stem: From 9.00 ft to Top of Wall 8.00in Concrete w/ # 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Hu = 543.9 <= Hn = 7063.3ft-, Vu = 0.28 <= Vn = 93.11psi Interaction Value = 0.077 Second Step From 6.00ft to 9.00ft 8.00in Concrete w/ 1 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Enbed= 12.0in Mu = 1168.7 <= Mn = 7063.3ft -# Vu = 8.33 <= Vn = 93.11psi Interaction Value = 0.165 Third Stec From 3.00ft to 6.00ft 8.00in Concrete w/ / 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 13.0in Hu = 3935.4 <= Mn = 7063.3ft -, Vu = 27.55 <= Vn = 93.11psi Interaction Value = 0.557 Fourth Step From 0.00ft to 3.00ft 8.00in Concrete w/ 1 6 @ 6.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Enbed= 9.2in Hu = 10450.7 <= Mn = 12413.3ft-I Vu = 57.92 <= Vn = 93.11psi Interaction Value = 0.842 Bottom Stem Fron 0.00ft to 0.00ft 0.00in Masonry w/ # 0 @ 0.00in, d= 0.00in fin= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 0.00 Partially Grouted „ No Spec. Insp. Wall Wt.= 0.00psf, Bar Embed= 0.0in Hactual = 0.0 <= O.Oft -# Vactual = 0.00 <= 0.00psi Interaction Value = 0.000 52nd Ave South Building 97012 Peter Hart / Stpvp Kohut V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Misc: Page: CANTILEVERED RETAINING WALL DESIGN TWELVE FOOT RETAINING WALL WALL & FOOTING DATA Retained Height = 12.00 ft Wall Ht. above Soil = 0.50 ft Toe Width = 2.50 ft Heel Width = 5.00 ft Total Footing Width = 7.50 ft Footing Thickness = 20.00 in Key Depth = 8.00 in Key Width = 20.00 in Toe to Key Dist. = 6.00 ft SLIDING CHECK Ftg /Soil Friction = 0.40 Soil to Neglect = 0.00 in Lateral Pressure = 3246 # - Passive Pressure = 1108 1 - Friction = 4021 1 Add'l Force Required = 0.0 1 SUMMARY Pressure @ Toe = Pressure @ Heel = Allowable Press. = Ecc. of resultant = Max. Shear @ Toe = Max. Shear @ Heel = Allow. Ftg Shear = Factors of Safety: Overturning = Sliding = 52nd Ave South Building 97012 PPtPr Hart / Stev Kohut VERTICAL LOADS LATERAL LOADS Axial DL on Stem = 615 plf Lateral Load Acting on Axial DL on Sten = 750 plf Sten Above Soil ....Eccentricity = 3.00 in Add'l Lateral Load Surcharge over Toe = 50.0 psf Dist to Load Start Surcharge over Heel = 0.0 psf Dist to Load End Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA ADJACENT F0OTING Allowable Bearing - 3000 psf Vertical Load = Active Lateral = 35.0 pcf Load Eccentricity = Max Press. = 0.0 pcf Footing Width = Slope Press. = 0.0 pcf Ftg. CL to Wall = Backfill Slope = 0.0 :1 Vert. Position of Ftg. Passive Press. = 300.0 pcf ...Above/Below:[+/-] _ Soil Density = 130.0 pcf Spread Footing ? Soil Ht over Toe = 0.00 in FOOTING DESIGN = 0.00 psf = 0.00 plf = 0.00 ft = 0.00 ft 2104.3 psf 776.1 psf 3000 psf 6.92 in 13.80 psi -12.13 psi 93.11 psi 3.15 :1 1.58 :1 Origin of Force... Active Soil Press. _ Soil over Heel = Soil over Toe Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Wall = Load @ Proj. Wall Averaged Sten Wts. Added Lateral Load = Footing Weight Key Weight Vertical Conponent of Active Pressure Soil Press. Mult. Toe Heel f'c By ACI Eg 9-1 = 2990 1103 psf Fy Mu- Upward = 8688 . 0 ft -1 Min. As Percent Mu- Downward = 1313 17034 ft -1 Onit SP Under Heel Mu- Design = 7376 -17034 ft -1 Toe One -Way Shear: 1 4 @ 8.66 Actual = 13.8 12.1 psi 1 5 @ 13.42 Allowable = 93.1 93.1 psi 1 6 @ 19.05 Cover over Rebar = 3.50 2.50 in 1 7 @ 25.97 'd' = 16.50 17.50 in 1 8 @ 34.20 Ru = Mu /bdA2 = 30.1 61.8 psi 1 9 @ 43.29 SUMMARY OF FORCES & MOMENTS Overturning Moments 1 ft ft -1 Resisting Moments 1 ft ? Heel 0.01 0.00 in 0.00 ft 0.00 ft 0.0 ft Yes 3000 psi 60000 psi 0.0014 Yes 8.16 in o/c 12.65 in o/c 17.96 in o/c 24.49 in o/c 32.24 in o/c 40.82 in o/c ft -I 3268.6 4.56 0 0 -48.6 0.56 0 0 0.0 0.00 0 0 -22.4 0.83 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0 0 0 0 Totals = 3197.6 1 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 14890.3 0 -27.0 0 0.0 0 -18.7 154 0.0 0 0.0 0 0 14998.4 ft -# 0 5720.0 0.0 0.0 0.0 0.0 125.0 615.0 0 1550.0 0 1875.0 166.7 0 5.67 0.00 0.00 0.00 0.00 1.25 3.17 0 2.96 0 3.75 6.83 0.0 0.00 10051.7 1 10051.7 1 0 32413.3 0.0 0.0 0.0 0.0 156.3 1947.5 0 4591.7 0 7031.2 1138.9 0.0 47278.8 ft -1 47278.8 ft -1 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Title: 52nd Ave South Building 180 Nickerson -St. Suite 302 Scope: Seattle, WA 98109 Job #: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: CANTILEVERED RETAINING WALL DESIGN TWELVE FOOT RETAININNG WALL ( continued) STEM SUMMARY Top Stem: From 9.00 ft to Top of Wall 8.00in Concrete w/ $ 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Hu = 801.8 <= Hn = 7063.3ft -# Vu = 4.41 <= Vn = 93.11psi Interaction Value = 0.114 Second Ste. Fron 6.00ft to 9.00ft 8.00in Concrete w/ 1 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 2676.0 <= Hn = 7063.3ft -# Vu = 19.90 <= Vn = 93.11psi Interaction Value = 0.379 Third Stem From 3.00ft to 6.00ft 8.00in Concrete w/ 1 6 @ 6.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 13.7in Hu = 7763.3 <= Hn = 12413.3ft -I Vu = 46.55 <= Vn = 93.11psi Interaction Value = 0.625 Fourth Stec Fron 0.00ft to 3.00ft 16.00in Concrete w/ 1 6 @ 6.00in, d= 8.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 200.00psf, Bar Embed= 6.9in Hu = 17670.0 <= Hn = 28253.3ft -# Vu = 39.80 <= Vn = 93.11psi Interaction Value = 0.625 Bottom Stem Fron 0.00ft to 0.00ft 0.00in Masonry w/ 1 0 @ 0.00in, d= 0.00in fin= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 0.00 Partially Grouted„ No Spec. Insp. Wall Wt.= 0.00psf, Bar Embed= 0.0in Hactual = 0.0 <= 0.0ft -# Vactual = 0.00 <= 0.00psi Interaction Value = 0.000 52nd Ave South Building 97012 Ppter Hart / Stpvp Knhut V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: CANTILEVERED RETAINING WALL DESIGN FOURTEEN FOOT RETAINING WALL WALL & FOOTING Retained Height Wall Ht. above Soil = Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Depth = Key Width Toe to Key Dist. SLIDING CHECK Ft9 /Soil Friction = Soil to Neglect = Lateral Pressure = - Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding DATA VERTICAL LOADS 14.00 ft Axial DL on Sten = 615 plf Lateral Load Acting on 0.50 ft Axial DL on Sten = 750 plf Sten Above Soil = 2.50 ft ....Eccentricity = 3.00 in Add'l Lateral Load = 6.50 ft Surcharge over Toe = 50.0 psf Dist to Load Start 9.00 ft Surcharge over Heel = 0.0 psf Dist to Load End 20.00 in Note: Toe Surcharge Resists Overturning 8.00 in Note: Heel Surcharge Resists Overturning 20.00 in SOIL DATA 7.33 ft Allowable Bearing = 3000 psf Vertical Load Active Lateral = 35.0 pcf Load Eccentricity 0.40 Max Press. = 0.0 pcf Footing Width 0.00 in Slope Press. = 0.0 pcf Ftg. CL to Wall 4273 1 Backfill Slope = 0.0 :1 Vert. Position of Ftg. 1108 1 Passive Press. = 300.0 pcf ...Above /Below:[ + / -] 5844 1 Soil Density = 130.0 pcf Spread Footing 0.0 1 Soil Ht over Toe = 0.00 in FOOTING DESIGN 52nd Ave South Building 97012 PotPr Hart / Stpi Knhnt LATERAL WADS ADJACENT FOOTING = 2412.1 psf Soil Press. Hult. Toe = 1001.2 psf By ACI Eq 9 -1 = 3412 = 3000 psf Hu- Upward = 10086 = 7.44 in Hu- Downward = 1313 = 16.29 psi Hu- Design = 8773 = -18.90 psi One -Way Shear: = 93.11 psi Actual = 16.3 Allowable = 93.1 = 3.56 :1 Cover over Rebar = 3.50 = 1.63 :1 'd' = 16.50 Origin of Force... Heel f'c 1416 psf Fy 0 ft -S Hin. As Percent 38680 ft -I Onit SP Under Heel -38680 ft -/ Toe 1 4 @ 8.66 18.9 psi 1 5 @ 13.42 93.1 psi 1 6 @ 19.05 2.50 in 1 7 @ 25.97 17.50 in 1 8 @ 34.20 Ru = Hu /bdA2 = 35.8 140.3 psi 1 9 @ 43.29 SUMMARY OF FORCES & MOMENTS Overturning Moments ft ft -1 0.00 psf 0.00 plf 0.00 ft 0.00 ft 0.0 1 • 0.00 in = 0.00 ft • 0.00 ft • 0.O ft ? Yes = 3000 psi • 60000 psi • 0.0014 ? Yes Heel 3.57 in o/c 5.53 in o/c 7.85 in o/c 10.71 in o/c 14.10 in o/c 17.85 in o/c Resisting Moments 1 ft ft -1 Active Soil Press. = 4295.3 Soil over Heel = 0 Soil over Toe = -48.6 Sloped Soil @ Heel = 0 Adjacent Ftg. Load = 0.0 Surcharge Over Heel = 0 Surcharge over Toe = -22.4 Axial Load on Wall = 0 Load @ Proj. Wall = 0.0 Averaged Sten Wts. = 0 Added Lateral Load = 0.0 Footing Weight = 0 Key Weight = 0 Vertical Component of Active Pressure 0 Totals = 4224.24 5.22 0 0.56 0 0.00 0 0.83 0 0.00 0 0.00 0 0 Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 0 22430.9 0 -27.0 0 0.0 0 -18.7 154 0.0 0 0.0 0 0 0 0 9403.3 0.0 0.0 0.0 0.0 125.0 615.0 0 2050.0 0 2250.0 166.7 0 6.42 0.00 0.00 0.00 0.00 1.25 3.17 0 3.03 0 4.50 8.16 0.0 0.00 22538.9 ft-1 14610.0 1 14610.0 1 0 60338.1 0.0 0.0 0.0 0.0 156.3 1947.5 0 6208.3 0 10124.9 1360.5 0.0 80135.6 ft -/ 80135.6 ft -1 (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 IICT Engineering, 52nd Ave South Building 180 Nickerson -St. Suite 302 Scope: Seattle, WA 98109 Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: CANTILEVERED RETAINING WALL DESIGN 52nd Ave South Building FOURTEEN FOOT RETAINING WALL 97012 PptPr Hart / Stpvp Kohut ( continued) STEN SUMMARY Top Stec: From 12.00 ft to Top of Wall 8.00in Concrete w/ 16 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Hu = 613.3 <= Hn = 7063.3ft -I Vu = 1.72 <= Vn = 93.11psi Interaction Value = 0.087 I. Second Stem From 9.00ft to 12.00ft 8.00in Concrete w/ 16 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi 1 Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 1773.6 <= Mn = 7063.3ft -I Vu = 13.50 <= Vn = 93.11psi Interaction Value = 0.251 I Third Step Fron 6.00ft to 9.00ft 8.00in Concrete w/ 16 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 19.1in Hu = 5611.3 <= Hn = 7063.3ft-# Vu = 36.43 <= Vn = 93.11psi Interaction Value = 0.794 Fourth Step From 3.00ft to 6.00ft 1 16.00in Concrete w/ # 6 @ 6.00in, d= 8.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 200.00psf, Bar Embed= 12.0in Hu = 13733.1 <= Mn = 28253.3ft -I t Vu = 33.09 <= Vn = 93.11psi Interaction Value = 0.486 1 Bottom Stem From 0.00ft to 3.00ft 16.00in Concrete w/ 16 @ 6.00in, d= 8.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 200.00psf, Bar Embed= 11.3in Mu = 27745.3 <= Hn = 28253.3ft -I Vu = 55.09 <= Vn = 93.11psi Interaction Value = 0.982 V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 1 CT Engineering Nickerson -St. Suite 302 Seattle, WA 98109 Title: 52nd Ave South Building Scope: Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: CANTILEVERED RETAINING WALL DESIGN SIXTEEN FOOT RETAINING WALL WALL & FOOTING DATA Retained Height = 16.00 ft Wall Ht. above Soil = 0.50 ft Toe Width = 2.50 ft Heel Width = 7.00 ft Total Footing Width = 9.50 ft Footing Thickness = 16.00 in Key Depth = 8.00 in Key Width = 20.00 in Toe to Key Dist. = 6.42 ft SLIDING CHECK Ft9 /Soil Friction = 0.40 Soil to Neglect = 0.00 in Lateral Pressure = 5240 # - Passive Pressure = 853 1 - Friction = 6857 1 Add'l Force Required = 0.0 1 SUMMARY Pressure @ Toe = 2864.7 psf Pressure @ Heel = 902.3 psf Allowable Press. = 3000 psf Ecc. of resultant = 9.90 in Max. Shear @ Toe = 33.87 psi Max. Shear @ Heel = -35.18 psi Allow. Ftg Shear = 93.11 psi Factors of Safety: Overturning = 3.24 :1 Sliding = 1.47 :1 Origin of Force... 52nd Ave South Building 97012 PPtPr Hart / StevP Kohut VERTICAL LOADS Axial DL on Stem = 615 plf Axial DL on Sten = 750 plf ...Eccentricity = 3.00 in Surcharge over Toe = 50.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = Active Lateral Max Press. Slope Press. Backfili Slope Passive Press. Soil Density Soil Ht over Toe 3000 psf 35.0 pcf = 0.0 pcf = 0.0 pcf = 0.0 :1 = 300.0 pcf = 130.0 pcf = 0.00 in LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'1 Lateral Load Dist to Load Start = Dist to Load End ADJACENT FOOTING 0.00 psf 0.00 plf 0.00 ft 0.00 ft Vertical Load = 0.0/ Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ..Above /Below:[ + / -] = 0.0 ft Spread Footing ? Yes FOOTING DESIGN Soil Press. Hult. Toe Heel f'c By ACI Eg 9 -1 = 4047 1275 psf Fy Mu- Upward = 11886 . 0 ft -# Min. As Percent Mu- Downward = 1094 51249 ft -I Omit SP Under Heel Mu- Design = 10792 -51249 ft -1 One -Way Shear: Actual = 33.9 35.2 psi Allowable = 93.1 93.1 psi Cover over Rebar = 3.50 2.50 in 'd' = 12.50 13.50 in Ru = Mu /bdA2 = 76.7 312.4 psi SUMMARY OF FORCES & MOM®TS Overturning Moments 1 ft ft-1 Toe 9.26 14.36 20.38 27.78 36.58 46.31 • 3000 psi • 60000 psi • 0.0014 ? Yes Heel 2.66 in o/c 4.12 in o/c 5.85 in o/c 7.98 in o/c 10.50 in ofc 13.29 in o/c Resisting Moments ft ft -# Active Soil Press. = 5257.8 5.78 Soil over Heel = 0 0 Soil over Toe = -31.1 0.44 Sloped Soil @ Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = -17.9 0.67 Axial Load on Wall = 0 0 Load @ Proj. Wall = 0.0 0.00 Averaged Sten Wts. = 0 0 Added Lateral Load = 0.0 0.00 Footing Weight = 0 0 Key Weight = 0 0 Vertical Component of Active Pressure 0 0 Totals = 5208.7 1 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 30378.3 0 -13.8 0 0.0 0 -12.0 154 0.0 0 0.0 0 0 0 11786.7 0.0 0.0 0.0 0.0 125.0 615.0 0 2550.0 0 1900.0 166.7 0 0.0 30506.2 ft -# 17143.3 # 17143.3 0 6.67 0.00 0.00 0.00 0.00 1.25 3.17 0 3.07 0 4.75 7.25 0.00 0 78577.8 0.0 0.0 0.0 0.0 156.3 1947.5 0 7825.0 0 9024.9 1208.9 0.0 98740.4 ft -1 98740.4 ft -I (continued on nert page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering_ 52nd Ave South Building 180 Nickerson -St. Suite 302 Scope: Seattle, WA 98109 Job 1: 97012 Designer: Peter Hart / Steve Kohut Hisc: Page: CANTILEVERED RETAINING WALL DESIGN SIXTEEN FOOT RETAINING WALL ( continued) STEM SOIMIARY Top Stem: Fron 12.00 ft to Top of Wall 8.00in Concrete w/ 1 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Hu = 1168.7 <= Hn = 7063.3ft -# Vu = 8.33 <= Vn = 93.11psi Interaction Value = 0.165 Second Stem Fron 9.00ft to 12.00ft 8.00in Concrete w/ 1 6 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 13.0in Mu = 3935.4 <= Hn = 7063.3ft -# Vu = 27.55 <= Vn = 93.11psi Interaction Value = 0.557 Third Sten From 6.00ft to 9.00ft 16.00in Concrete w/ 1 6 @ 6.00in, d= 8.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 200.00psf, Bar Embed= 12.0in Hu = 10450.7 <= Mn = 28253.3ft -1 Vu = 27.00 <= Vn = 93.11psi Interaction Value = 0.370 Fourth Sten From 3.00ft to 6.00ft 16.00in Concrete w/ 1 6 @ 6.00in, d= 8.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 200.00psf, Bar Embed= 18.9in Mu = 22320.9 <= Mn = 28253.3ft -1. Vu = 47.14 <= Vn = 93.11psi Interaction Value = 0.790 Botton Stem From 0.00ft to 3.00ft 16.00in Concrete w/ 18 @ 6.00in, d= 8.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 200.00psf, Bar Embed= 13.3in Hu = 41152.7 <= Hn = 45833.4ft -1 Vu = 72.86 <= Vn = 93.11psi Interaction Value = 0.898 52nd Ave South Building 97012 Peter Hart / Stage Kohut V4.4D (c) 1983 -96 ENERCALC CT Engineering, kw0602397 CT Engineering Nickerson-St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN tukwila office bldg WALL & FOOTING DATA Retained Height Wall Ht. above Soil = Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Depth Key Width = Toe to Key Dist. _ SLIDING CHECK Ftg /Soil Friction Soil to neglect Lateral Pressure = - Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding 16.00 ft 0.50 ft 3.50 ft 5.00 ft 8.50 ft 20.00 in 18.00 in 12.00 in 3.50 ft 0.40 0.00 in 5462 # 2604 # 5536 1 0.0i` = 2946.4 psf = 404.2 psf • 3000 psf = 12.90 in • 34.02 psi = -26.11 psi • 93.11 psi = 2.36 :1 - 1.49 :1 Origin of Force... Active Soil Press. Soil over Heel Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight Vertical Component of Active Pressure VERTICAL LOADS Axial DL on Stem = 240 plf Axial DL on Sten = 400 plf ...Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf Max Press. = 0.0 pcf Slope Press. = 0.0 pcf Backfill Slope = 0.0 :1 Passive Press. = 300.0 pcf Soil Density = 130.0 pcf Soil Ht over Toe = 12.00 in FOOTING DESIGN LATERAL LOADS Lateral Load Acting on Sten Above Soil = Add'l Lateral Load = Dist to Load Start = Dist to Load End ADJACENT FOOTING 0.00 psf 0.00 plf 0.00 ft 0.00 ft Vertical Load = 0.01 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below:[ + / -] = 0.0 ft Spread Footing ? No Soil Press. Hult. By ACI Eq 9 -1 = Mu- Upward Mu- Downward = Mu- Design One -Way Shear: Actual = 34.0 26.1 psi Allowable = 93.1 93.1 psi Cover over Reber = 3.50 2.50 in 'd' = 16.50 17.50 in Ru = Mu /bdA2 = 78.2 61.9 psi SUMMARY OF FORCES & MOMENTS Toe Heel f'c 4150 569 psf Fy 22408 9047 ft-# Min. As Percent 3259 26096 ft -# Omit SP Under Heel 19149 -17049 ft -1 Toe 6.89 Overturning Moments 1 ft ft-1 10.68 15.15 20.66 27.21 34.44 • 3000 psi • 60000 psi • 0.0012 ? No Heel 8.23 in o/c 12.76 in o/c 18.11 in o/c 24.70 in o/c 32.52 in o/c 41.16 in o/c Resisting Moments I ft ft -4 = 5461.9 5.89 = 0 0 = -124.4 0.89 = 0 0 = 0.0 0.00 = 0 0 = 0.0 0.00 = 0 0 = 0.0 0.00 = 0 0 = 0.0 0.00 = 0 0 = 0 0 Totals 0 0 = 5337.5 1 Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Renoved) 32164.8 0 -110.6 0 0.0 0 0.0 0 0.0 0 0.0 0 0 8320.0 455.0 0.0 0.0 0.0 0.0 240.0 0 2475.0 0 2125.0 225.0 0 0.0 32054.2 ft -1 13840.0 1 13840.0 0 6.50 1.75 0.00 0.00 0.00 0.00 4.00 0 4.00 0 4.25 4.00 0.00 0 54080.0 796.3 0.0 0.0 0.0 0.0 960.0 0 9900.0 0 9031.2 900.0 0.0 75667.4 ft -1 75667.4 ft -1 (continued on next page....) V4.4B3 (c) 1983 -95 ENERCALC CT Engineering, KW0602397 r---3 CT Engineering. Nickerson -St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN tukwila office bldg ( continued) STEH SUMMARY Top Stem: From 12.00 ft to Top of Wall 12.00in Concrete w/ 6 @ 12.00in, d= 9.6 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 150.00psf, Bar Embed= 12.0in Mu = 634.7 <= Hn = 18200.8ft -1 Vu = 2.63 <= Vn = 93.11psi Interaction Value = 0.035 Second Stem From 8.00ft to 12.00ft 12.00in Concrete w/ 6 @ 12.00in, d= 9.6 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 150.00psf, Bar Embed= 12.0in Hu = 5077.3 <= Mn = 18200.8ft -i Vu = 13.35 <= Vn = 93.11psi Interaction Value = 0.279 Third Stem From 4.00ft to 8.00ft 12.00in Concrete w/ # 8 @ 6.00in, d= 9.51 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 150.00psf, Bar Embed= 12.0in Hu = 17136.0 <= Hn = 56498.4ft-I Vu = 32.78 <= Vn = 93.11psi Interaction Value = 0.303 1'- 0" CONC. 60 12 " Vert 0 +05 0 18 " Hori z 1'- 0" CONC. 6 12" Vert 1 x 0+ 518 i+ -Horiz Fourth Stem From 0.00ft to 4.00ft 12.00in Concrete w/ 8 @ 6.00in, d= 9.51 in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 150.00psf, Bar Embed= 10.4in Hu = 40608.8 <= Hn = 56498.4ft -I Vu = 60.35 <= Vn = 93.11psi Interaction Value = 0.719 • • HEEL (top) : • 5 • " o.c..e• TOE (bot) :.• 5 0 - O.C. 4 HORIZ. AS SHOWN 3" L L XLX L ) 3 - e•- oq�- o" { L �- s- 10 1. V4.4B3 (c) 1983 -95 ENERCALC CT Engineering, KW0602397 C T 1 N. "E..E. -R Project: Date* /2 7 AA" 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Client: Page Number: (206) 285 -0618 1.1-Karcr—c2la 11, 7 'OA ¢ 4c,oc '& �i.�g -rytl� e 2i • T i� :4) • r SQL- r2a-k,) 9 /5 /-47w17 L N (• 1/� sict� (7 ervi 6 G''i 7 y . Structural and Civil Engineers E N G I N E =E R N Project: Client: Date. -7/ 7 Asr Page Number 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285-0618 4 T'JL'S r /o A_ Gym 1 f ;D P � 1^1) kr Structural and Civil Engineers C T N G 1 N .E : E R 1 :N .: Project: Client: 2Zw Date' 7/ 7 / . Page Number 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: (206) 285-0618 0.717% 22.1 (t -,-"X0 ) , Ale i> 4/.S (/.71)c P>07 -4, Pe 22y 7,b z 44 i, W w1d$ /#110 P c <¢ 2. Structural and Civil Engineers N G I N E E R I N Project: Date' Client* Page Number 180 Nickerson 5l. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: (206) 285.0618 mop v z a P T „'1� c) 5. Ai fe /4J t1Z- �D D an /V Structural and Civil Engineers C T N E.E: R•.1 N G • Project: Client: Date' 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -9512 FAX: Page Number (206) 285-0618 ff-oA) 029-7A) / �v " 1r. P4411") ES ' 1fr7 /9To OGe /2 /2r-)9-G/i Structural and CIvII Engineers CT Engineering 180 Nickerson St. Suite 302 Seattle, WA 98109 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg. WALL & FOOT`IDG Retained Height = Wall Ht. above Soil = Toe Width Heel Width = Total Footing Width = Footing Thickness = Key Depth = Key Width Toe to Key Dist. SLIDING CHECK Ftg /Soil Friction Soil to Neglect = Lateral Pressure - Passive Pressure = - Friction Add'l Force Required SUMMARY DATA - VERTICAL LOADS 16.00 ft Axial DL on Sten = 0.50 ft Axial DL on Sten = 3.50 ft ! ....Eccentricity = 6.00 ft: Surcharge over Toe = 0.0 psf 9.50 ft Surcharge over Heel = 0.0 psf 20.00 in J Note: Toe Surcharge Resists Overturning 18.00 in Note: Heel Surcharge Resists Overturning 12.00 in SOIL DATA 3.50 ft Allowable Bearing = 3000 psf Active Lateral = 35.0 pcf 0.40 Max Press. = 0.0 pcf 0.00 in Slope Press. = 0.0 pcf 5462 # Backfill Slope = 0.0 :1 2604 # Passive Press. = 300.0 pcf 5652 # Soil Density = 130.0 pcf 0.0 # Soil Bt over Toe = 12.00 in FOOTING DESIGN Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding Origin of Force... O plf 0 plf 0.00 In LATERAL LOADS Lateral Load Acting on Sten Above Soil Add'l Lateral Load = Dist to Load Start Dist to Load End = ADJACENT FOOTING 0.00 psf 0.00 plf 0.00 ft 0.00 ft Vertical Load = 0.0 # Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above/Below:[+/-] = 0.0 ft Spread Footing ? No 2198.3 psf Soil Press. Mult. 776.4 psf By ACI Eq 9 -1 = 3000 psf Hu- Upward = 9.08 in Mu- Downward = 24.93 psi Mu- Design = -30.42 psi One -Way Shear: 93.11 psi Actual = 24.9 30.4 psi Allowable = 93.1 93.1 psi 2.76 :1 Cover over Rebar = 3.50 2.50 in 1.51 :1 'd' = 16.50 17.50 in Ru = Mu /bdA2 = 57.5 82.8 psi SUMMARY OF FORCES & MOMENTS Toe Heel f'c = 3000 psi 3078 1087 psf FX = 60000 psi 17353 17953 ft -# Min. As Percent = 0.0012 3259 40775 ft -# Omit SP Under Heel ? No 14095 -22822 ft # Toe Heel # 4 @ 9.40 6.12 in o/c # 5 @ 14.57 9.49 in o/c # 6 @ 20.67 13.47 in o /c_ 1 7 t 28.19 18.37 in o/c # 8 @ 37.12 24.19 in o/c # 9 @ 46.99 30.62 in o/c Overturning Moments # ft ft -# Resisting Moments ft ft -# Active Soil Press. = 5461.9 5.89 Soil over Heel = 0 0 Soil over Toe = -124.4 0.89 Sloped Soil @ Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = 0 0 Load @ Proj, Wall = 0.0 0.00 Averaged Sten Wts. = 0 0 Added Lateral Load = 0.0 0.00 Footing Weight = 0 0 Key Weight = 0 0 Vertical Component of Active Pressure 0 0 Totals = 5337.5 # Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) 32164.8 0 -110.6 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 10400.0 455.0 0.0 0.0 0.0 0.0 0.0 0 675.0 0 2375.0 225.0 0 0.0 32054.2 ft-I 14130.0 14130.0 # 0 7.00 1.75 0.00 0.00 0.00 0.00 0.00 0 4.00 0 4.75 4.00 0.00 0 72800.0 796.3 0.0 0.0 0.0 0.0 0.0 0 2700.0 0 11281.2 900.0 0.0 88477.4 ft -I 88477.4 ft -# (continued on next page....) V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 CT Engineering 180 Nickerson-St. Suite 302 Seattle, WA 981d9 Page: CANTILEVERED RETAINING WALL DESIGN Tukwila Office Bldg. ( continued) STEN SUMMARY Top Stec: From 0.00 ft to Top of Wall 12.00in Concrete w/ / 7 @ 6.00in, d= 9.5'in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 150.00psf, Bar Embed= 25.4in Mu = 40608.8 <= Hn = 45265.5ft -I Vu = 59.91 <= Vn = 93.11psi Interaction Value = 0.897 Second Stem From 4.00ft to 0.00ft 12.00in Concrete w/ 1 6 @ 12.00in, d= 9.6 f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 150.00psf, Bar Embed= 23.1in Mu = 17136.0 <= Hn = 18200.8ft -I Vu = 32.30 <= Vn = 93.11psi Interaction Value = 0.941 1'- 0" CONC. +R 70 6" Vert 015018'Horiz 1'- 0" CONC. 1 = 6 o " Horiz 12- Vert O Edge �*5 o 18 2 2/ • • Third Step From 8.00ft to 4.00ft HEEL (top): .0 5 0 " o.c..: 12.00in Concrete w/ / 6 @ 12.00in, d= 9.6 in TOE (bot) : :. 5 0 " o.c. f'c= 3000.Opsi, Fy= 60000.0psi * 4 HOR12. AS SHOWN Wall Wt.= 150.00psf, Bar Embed= 12.0in Hu = 5077.3 <= Mn = 18200.8ft -I Vu = 13.35 <= Vn = 93.11psi Interaction Value = 0.279 Fourth Sten From 12.00ft to 8.00ft 12.00in Concrete w/ 16 @ 12.00in, d= 9.6 in f'c= 3000.Opsi, Fy= 60000.0psi Wall Wt.= 150.00psf, Bar Embed= 6.0in Hu = 634.7 <= Hn = 18200.8ft -I Vu = 2.63 <= Vn = 93.11psi Interaction Value = 0.035 9 91 3- 9_ r71 3- Sr o 0" - Bottoa Step From 0.00ft to 12.00ft 0.00in Concrete w/ I 0 @ 0.00in, d= 0.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 0.00psf, Bar Embed= 0.Oin Mu = 0.0 <= Hn = 0.0ft -I Vu = 0.00 <= Vn = 0.00psi Interaction Value = 0.000 V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 C T -E N G.1 N E E R 1 .N G Project: Client: Date. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Page Number (206) 285.0618 rf VIII AV! Lac -t --J (¢'4f40 6t8g /ay 71 Gam' / °A mu » yff ti� C-4- /lh\ 112 z i• ./ 4 . 4q.x1©'x Ot fB /9 /5'GGEYi2C_ • �.i �l •� Vi �f i � YYI- . w1 56'27 D7L • k Structural and Civil Engineers 1 1 C T E G. 1 N•E E• R. N G Project: Client: Date' 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Page Number: (206) 285 -0618 f r~ '1 e . o s_ /I(/ 7 L W C2 /YO T -7 11.111e 17 s cv 77-?:, /iv Lc s X2�O" 4,p CZ7)' e (v" w 'r Structural and Civil Engineers C T E :.N G1N:E, ER.1 N C Project: Date' 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: Client: Page Number: (106) 285-0618 Structural and Civil Engineers N.G 1 N. E -E,R i 1 G Project: Date. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Client: Page Number (206) 285-0618 11 Structural and Civil Engineers C T E N G.i,N. E'E :• Fr. -1 N. Project: Client: Date. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Page Number' (206) 285-0618 -- 0 • 1 L• .9 oti tom}. Colo r- I 41-c JD C-4tti1' %'06° ( y ' e22 - ff 1 N -.. 4 Structural and Civil Engineers C T E N G. 1 N .E.. -E 01..1-14 Project: Client Date. -27).elq Page Number: 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: (206) 285 -0618 Structural and Civil Engineers N "1 N.E ,E•:R.1; Project: Date- Client: f' 71tP> w4 LG x G >< /,/ e 1 le, Ay (3)34:9 <it-Avc-0 s,yo S N x 7l 28'/q V. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Page Number (206) 285-0618 - .151 Ptt &'der) <3 cz.i 6974 6-f - - 4 3 - • 1 5 3 Wiz Structural and Civil Engineers E Project: Client: Date' Page Number' 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: (206) 285 -0618 Structural and Civil Engineers -E. E R 1 .N :G. :. Project. Client: Date' i h Page Number 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285-0618 Structural and CIvII Engineers C T .E -N .G 1 N E'E:R 1N .G Project: Client: Date' )-/e /7 7 Page Number: 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: r06) 285.0618 W/N6 • e, gs �' o svre 6. /6- /I . /.3. kforU . .›,t_ezz,.c, 2 , y ,.7 //P/vtve...0 r /6 —i. r� /6 -t' r,,4&. /6 — 1C. *pirl .o el t 9-s s- - w-� - c rvv 6 _ Qoor /Go, 33 ✓ 74 .1 /; e4,Z •/ a -¢ a0,77 (//,4)50 2= /6a,33 /I, 9 /P307.1 /4.4- 3i. •g , ...c..^. G. sr- /GD.33 /4..5 2 /60,S. 16 -o, .>, 40. 73.71) s 4.0 e„1. 2 1 x)!9'1 _- Y • /y' -�' ✓ Gt/ /N W f}-4,0 . o. 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E E R 1 Project: Client: Date• 7A 7/110. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: Page Number (206) 285 -0618 &--09-sr - itrz s 7 ell' 201 y`. 0. ell o, a9 /oqo ��4- 5 3t 7S. 15 5 , &v /5-3S, 1&S - °. /7G S /7,04S a /4/</4 - }S • a,� a,C.�, z Structural and Civil Engineers EE .._R I N G Project: Date. 7 /7fre 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: Client: Page Number: (206) 285.0618 . 4,.”* e", 0 S) %rte4,6 /!Q , e:s 1/90 j-- �fJ.s lva0 O, . 73s 7,, ¢o -2.9 4-0 �z7S 5r1-oa.Ps /1.7.5 /-7.0 13,77S. �,, 7 Sa • Al4 , i%M r y 1.°X / I•O 375 /33 a! 6 G 7444 Al Gtr �1 ervt 45-1:1 S v d e 3tot J, vN6LOek cv(, 2) r. 34 2f/. 4,t:0 e."w t a d t✓ ¢.s/ GA., y � 4'e a / " toot C � : 4� Z = 7 YO "/, :7 Structural and Civil Engineers N .G 1 N E E.• R 1 N .G 2 yN "-' ° � D. Project: - - Date. 1 �' 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: Client: Page Number (206) 285-0618 /2 i • goo/2:. 2," 2No /or ,c24m6 q/0 26,1 3 z �{ -p¢k. /c.." oo r , • 6', Z — 0 1 , / 00 5r Arted-rYi 6- aywor $' • 734' 4 Er 3C 3C 200 , z 57 _ ').Q 46' z -31;4 `gds !t, `"O: /1718 •• 0. is' 4- ---� c1 /t=D. G.3°' /G.4 ig%/ 4/ Structural and Civil Engineers C T • • -E_ N:-G 1 N• E .E R; 1 .N- G Project: Date* 6 " �4 -1 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Client: Page Number (206) 285 -0618 GOOF • y A = �. ¢.c.. ! ss /16 Z .i3, 2,c. ge7a, % j I. 0: ti q 0 : • ,c , y,g -•c. 41. S� — i3•��~ 9:6" Structural and Chill Engineers Units Option : US Standard 'tSC Code Checks : 9th Edition ASD Shear Deformation: No P -Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node Boundary Conditions No X -Coord Y -Coord X -dof Y -dof Rotation Temp. (ft) (ft) ( in, K /in)- --- (in,K /in)- -- (r,K-ft /r) (F)- 1 0.00 0.00 R R R 0.00 2 0.00 12.00 0.00 3 0.00 23.75 0.00 4 21.00 0.00 R R R 0.00 5 21.00 12.00 0.00 6 21.00 23.75 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (K /ft3) (Ksi) - - -- 1 29000.00 0.30000 0.65000 0.490 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef (in ^2) (inA4) 1 W14X74 1 21.80 796.000 1.20 RISA -2D (R) Version 3.02 CT Engineering Seattle, WA Tukwila Office Bldg. Frane J Job Page Date Section Database Hatl. Area Moment of As y/y • Label Shape Set Inertia Coef (in ^2) (in ^4) 2 W18X35 1 10.30 510.000 1.20 3 W18X35 y� 1 10.30 510.000 1.20 µl1 `j I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in)-- - -(in) (ft) 1 1 - 2 1 12.00 2 2 - 3 1 11.75 3 2 - 5 2 21.00 4 3 - 6 3 21.00 5 4 - 5 1 12.00 6 5 - 6 1 11.75 • I J Unbraced Lengths K Factors Bending Coefs 'o Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 1 1 - 2 11.00 2 2 - 3 10.00 3 2 - 5 6.00 �. P/40 v) �� 0$0 Cad 4 3 - 6 6.00 "--47 a. 5 4 - 5 11.00 6 5 - 6 10.00 BLC Basic Load Case No. Description Load Totals Nodal Point Dist. 1 dead 2 live 3 earthquake 4 wind Herber Distributed Loads,BLC 1: dead 2 2 2 2 Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K /ft,F) (K /ft,F) (ft) (ft) - - -- 3 2 - 5 Y 0.225 0.225 0.000 21.000 4 3 - 6 Y 0.080 0.080 0.000 21.000 RISA-2D (R) Version 3.02 CT Engineering Seattle, WA Tukwila Office Bldg. Frame J Job Page Date Member Distributed Loads,BLC 2: live Mob I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K /ft,F) (K /ft,F) (ft) (ft) - - -- 3 2 - 5 Y 0.100 0.100 0.000 21.000 4 3 - 6 Y 0.050 0.050 0.000 21.000 Nodal Loads, BLC 3: earthquake Node Number Global X Global Y Moment (K) (K) (K- ft) - - -- 2 14.900 ✓ 0.000 0.000 3 7.300 / 0.000 0.000 Nodal Loads, BLC 4: wind Node Number Global X Global Y Moment (K)- (K) (K- ft) - - -- 2 3.800 ✓ 0.000 0.000 3 3.300 ✓ 0.000 0.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 D + L 2D +L +E 3D +L +W Dynamic Analysis Data Y -1 1 -1 2 -1 Y -1 1 -1 2 -1 3 0.71 Y -1 1 -1 2 -1 4 1 Number of modes (frequencies) : 3 Basic Load Case for masses : None BLC mass direction of action : X only Acceleration of Gravity : 32.20 ft /sec * *2 ENVELOPE SOLUTION Nodal Displacements Y Y yy Y Y Node Global X Global Y Rotation (in) LC (in) LC (rad) LC 1 max 0.00000 2 - 0.00000 2 0.00000 1 in - 0.00000 1 - 0.00000 1 - 0.00000 2 2 max 0.18076 2 / - 0.00025 2 - 0.00010 1 min - 0.00015 1 - 0.00156 1 - 0.00141 2 / 30a /4) 0/2./ t— L rvt • 1794—"AD �EF CJ.00A.t (1> 01-) ZO.3Gy RISA -2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date Tukwila Office Bldg. Frame J Node Global X Global Y Rotation (in) LC (in) LC (rad) LC 3 max 0.35323 2 - 0.00026 2 - 0.00006 1 min 0.00044 1 - 0.00204 1 - 0.00082 2 4 max 0.00000 2 - 0.00000 1 - 0.00000 1 min 0.00000 1 - 0.00000 2 - 0.00000 2 5 max 0.17678 2 - 0.00156 1 0.00010 1 min 0.00015 1 -0.00286 2 - 0.00119 2 6 max 0.35010 2 -0.00204 1 0.00006 1 min - 0.00044 1 - 0.00382 2 - 0.00073 2 ENVELOPE SOLUTION Reactions Node Global X Global Y Moment (K) LC (K) LC (K- ft)- - - -LC- 1 max 0.69125 1 7.27531 1 62.87799 2 in - 7.33485 2 1.52966 2 - 2.79250 1 4 max - 0.69125 1 . 13.02096 66.50766 ; min - 8.42715 2 7.27531 1 2.79250 1 ENVELOPE SOLUTION Member Section Results Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J -End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 1 1- 2 A 7.28 1 7.05 1 6.83 1 6.61 1 6.39 1 1.53 2 1.31 2 1.08 2 0.86 2 0.64 2 V 7.33 2 7.33 2 7.33 2 7.33 2 7.33 2 -0.69 1 -0.69 1 -0.69 1 -0.69 1 -0.69 1 M 62.88 2 40.87 2 18.87 2 3.43 1 5.50 1 2:79 1 -0.72 1 1.36 1 -3.14 2 -25.14 2 D 0.000 1 0.001 1 0.002 1 0.002 1 0.000 1 0.000 1 -0.019 2 -0.065 2 -0.124 2 -0.180 2 2 2- 3 A 2.60 1 2.39 1 2.17 1 1.95 1 1.73 1 0.47 2 0.25 2 0.04 2 -0.18 2 -0.40 2 V 1.48 2 1.48 2 1.48 2 1.48 2 1.48 2 -1.04 1 -1.04 1 -1.04 1 -1.04 1 -1.04 1 14 0.63 2 -1.96 3 -0.61 1 2.45 1 5.51 1 -6.74 1 -3.72 2 -8.06 2 -12.41 2 -16.76 2 D 0.000 1 -0.002 1 -0.001 1 -0.000 1 -0.001 1 0.000 1 -0.050 2 -0.097 2 -0.139 2• -0.172 2 RISA -2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date Tukwila Office Bldg. Frame J Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J -End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 3 2- 5 A 4.72 2 4.72 2 4.72 2 4.72 2 4.72 2 -0.35 1 -0.35 1 -0.35 1 -0.35 1 -0.35 1 V 3.78 1 1.89 1 0.00 1 -1.89 1 -3.78 1 0.17 2 -1.72 2 -3.61 2 -5.50 2 -7.39 2 M 12.24 1 -2.65 1 -7.61 1 16.24 2 `0.09 2 -25.77 2 -21.69 2 -7.69 2 -2.65 1 124 1 D 0.000 1 -0.017 1 -0.028 1 0.010 2 -0.001 1 0.000 1 -0.048 2 -0.030 2 -0.017 1 -0.005 2 4 3- 6 A 3.70 2 3.70 2 3.70 2 3.70 2 3.70 2 1.04 1 1.04 1 1.04 1 1.04 1 1.04 1 V 1.73 1 0.87 1 -0.00 1 -0.87 1 -1.73 1 -0.40 2 -1.27 2 -2.13 2 -3.00 2 -3.87 2 H 5.51 1 -1.31 1 -3.46 2 10.01 2 -16.76 2 -12.39 2 -3.59 1 -1.31 1 '5 5I 1 D 0.000 1 -0.008 1 -0.013 1 0.007 2 -0.001 1 0.000 1 -0.027 2 -0.015 2 -0.008 1 -0.005 2 5 4- 5 A 13.02 2 12.80 2 12.58 2 12.35 2 12.13 2 7.28 \1 7.05 1 6.83 1 6.61 1 6.39 1 V 8.43 2 8.43 2 8.43 2 8.43 2 8.43 2 0.69 1 0.69 1 0.69 1 0.69 1 0.69 1 H .51 2 41.23 2 15.94 2 -3.43 1 -5.50 1 9 1 0.72 1 -1.36 1 -9.34 2 -34.62 2 D 0.000 1 -0.001 1 -0.002 1 -0.002 1 -0.000 1 0.000 1 -0.019 2 -0.067 2 -0.125 2 -0.176 2 6 5- 6 A 4.74 2 4.52 2 4.30 2 4.08 2 3.87 2 2.60 1 2.39 1 2.17 1 1.95 1 1.73 1 V 3.70 2 3.70 2 3.70 2 3.70 2 3.70 2 1.04 1 1.04 1 1.04 1 1.04 1 1.04 1 H 15.48 2 5.66 3 0.61 1 -2.45 1 -5.51 1 6.74 1 3.67 1 -6.28 2 -17.16 2 -28.03 2 D 0.000 1 0.002 1 0.001 1 0.000 1 0.001 1 0.000 1 -0.046 2 -0.095 2 -0.139 2 -0.173 2 ENVELOPE SOLUTION AISC Code Checks Nodes Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.236 0.24 2 0.15 2 0.07 2 0.03 1 0.09 2 0.06 2 2 2- 3 057 2 9.03 1 0.02 1 0.03 2 0.04 2 0.06 2 0.01 2 3 2- 5 0.428 2 •0.27 2 0.24 2 0.15 2 0.21 2 0.43 2 0.07 2 4 3- 6 0.262 2)/0.19 2 0.16 2 0.10 2 0.14 2 0.26 2 0.04 2 5 4- 5 0.272 .2 0.27 2 0.18 2 0.08 2 0.06 2 0.15 2 0.07 2 6 5- 6, 0.102/12 0.06 2 0.03 3 0.03 2 0.07 2 0.10 2 0.03 2 (Pk• ze W,G,- i6, 5--.3 .S- C T E N .G` I:: N. E E.R IN•:G Project: Client: Date' 7 /yyf9�. Page Number 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285-0618 /1),0414-/. 0 t t- 3.45- 4'?\ k.k r--/20-0/ ; c) (1- Lo g /o.1-5J? --3-5.--tr 9 /o./ . 7. .ffr. cs /. c h^ ♦v/tr13s • tJ (Z Cr. PP/L L /13.2 S� -- ) 9. o �i.33� /3 . `tr / G- .c 3 frFr 3S - SeCc S/ v- "1' •o 4- L t _R. .r 2, 0. P.E-• (C c34) ' -z �-- y ,¢l3GJ Structural and Civil Engineers S z S'7 -4 s f s, 1/4.(/s.) Gv-n4toYL ssevA.J ' S z /k/, yC"-) ; it% ‘43-3) GC, o •I-YI ■.4-% 1014x7¢ 5 a 2.1 744.414C. C T E. N.. G..1::ICE..E R I. N. Project: Client: Date- 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Page Number: (206) 285 -0618 • 711P 3 r 12.1/9- c- -79•(44 5/ pc kl /U /14 Z So.09 o N 7/4) � /a s.`� ' c y S 4-7022-04j ' 4 y 44.1' ac. V5-e- /4 177 / `%4 l' H 5/0/ it- 0#0 1/$-4. <hP /1d /.c Structural and Chill Engineers 1. N E E:: R. 1 N G' Project: Date. Client: Page Number: 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (706) 285-0618 elk. nc . p <.re't> V 2 /, ?/r- z /8/.s/'`-• r?.761 , ; • • s SFr .► a o, 3 1, Y ('•) i5 yS) i 33 U9e'r yae r> '2 P7 it" £Z — /, ,& ' t' /n: 2/. Z /1o" -Ge7 2 rSuz.T 3_ ` r z 1. vev 2' / ,, 2. a -99 'v' �, /G� Z. Cry j., G. G 4/.7. �& 3 , ,t, Z c. 3 6. 3 3)z /3 . ;_ gyp. ,G—)-; t'4-... � ''�"y z , -4 o•?S 0_,Ttt • z 'e G e,,3_, a G ;3) ti.33 6 4-3 5 J2) .P 5-2.--r 6 a /14.; 2.4 a 331i 4 / 36." 7x lye 144 /aj� 2 I� o .. • '�17 AP S!a: / 4'4O 4307. 6oLi5. Structural and Civil Engineers C T E.•N..G 1 N .E: E.. :R :1 N-G Project: Date* -7/ zq e 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Client: Page Number: (206) 285-0618 r N x Structural and Civil Engineers E N:.G . I N E:, E Project: Client: Date. -7/71 he< 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: Page Number: (206) 285 -0618 Structural and Civil Englneera CT Engineerin 180 Nickerson St. Suite 302 Seattle, WA 981d9 Page: STEEL COLUMN BASEPLATE DESIGN /%24-744--- �/ amp "/ Go U n4 LOAD DATA - Axial Load X -X Axis Moment AISC Section Mane BOLT DATA Bolt Tension Capacity : Bolt Count Per Side Anchor Bolt Area Bolt Dist. from PL Edge • PLATE & SUPPORT DATA. Baseplate Depth " Width Support Area Depth Support Area Width — MATERIAL DATA — f'c Fy Duration Factor : AISC Section Depth . Flange Width Flange Thickness : Web Thickness . - PLATE DESIGN Min. Required Thickness Plate Analysis Method : Tension Force per Bolt: Bearing Stress Allow Bearing... Per ACI 10.15 Per AISC J9 Max. Plate Capacity for Allowable Bearing..:. — PLATE ANALYSIS — Actual Plate Thickness: Max Allow Plate Fb Actual fb None 1 16.00 k 181.20 k -ft W14x74 47.40k 3 2.400 in 2.00 in 24.00 in 16.00 in 26.00 in 26.00 in 3000 psi 36 ksi 1.33 14.17 in 10.07 in 0.785 in 0.450 in 1.650 in 1 38.39k 1607.49 psi 2368.35 k 1852.89 psi 711.51 psi 1.750 in 35.91 ksi 31.93 ksi V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 C T N:.G .;1 N : E.• ER R ; i N G . • Project: Cltent Date. Page Number: 180 Nickerson St. Suite 302 Seattle, %VA 98109 (206) 285.4512 FAX: (206) 285-0618 vLL al/ r= -r- 2 =c0 /1 .t�lc_ ee o._c, 3 - ri-r A- f l��-L -��C G ZJ!/ dSr -c.c SI.Gc...4-v 07:4 1-17(*.9r Oo g) 42,z 4-6,6020 z a. es(49 ( f a (¢G GS /14, mod; tifs..4 . "L. it / /.e z 6 S 7 '2 ' ) �3 /G 1 l ,/)'(G2)( )( / 9) .g r Z 0 O • -'?. z 3s, ¢7�'. i.L , /,..`, Structural and Civil Englneers CT Engineering_ 180 Nickerson St., Suite 302 Seattle, WA 98109 Page: COMBINED FOOTING DESIGN 1'KWILLA OFFICE BLDG DESIGN DATA Allowable Soil Pressure= 3000.0 psf Short Tern Factor = 1.33 Seismic Zone = 3 Live Does Not Combine With Short Tern i .. . Concrete = 3000 psi i' : Reinforcing = 60000 psi Concrete Weight = 145 ocf Overburden Dead Wt. = 300.0 psf Min. As % = 0.0014 Column Size... 11= 30.Oin 12= 30.0in ..Base Height 11= 0.0in /2= 0.Oin Rebar CL to Soil Dist. = 3.50 in APPLIED LOADS At Col 11: Axial Shear Moment Dead = 8.001k 0.0 k 0.0k-ft Live = 3.00 k 0.0k .0,0.k -ft Shrt Tra= -6.00 k 7.3 k�53..7 kk -f At Col 12: Axial Shear Moment Dead = 8.0k 0.0k 0.0k-ft Live = 3.0 k 0.0k 0.0k-ft Shrt Trn= 6,00 k 8.4k 63,7k-ft METEORS Ftg Dist left of Col 11= 5.83 ft Distance Between Columns: 20.00 ft Ftg Dist right of Col 11 5.53 ft Total Footing Length = .Z: f' ✓ Footing Width 200 ft Footing Thickness = 10.00 in P Left S,P.: Static D+L= Short D +L +3 Right S.P.: Static D+L= Short Ui-L S- Resultant Ecc.: SOl1�IARY Service Allow 761.5 psf 3000.0 psf 0.0 psf 3990.0 psf 781.7 psf 3000.0 psf 1.490.8 psr 3990.0 psr Static = Short Term = '? 0 7 ft 6.20 ft ACI Factored 9 -1 = 1094.5 psf 9 -2 = 0.0 psf 9 -3 = 0.0 psf 9-1 = • 1123.4 psf 9 -2 = 2087.1 psr_ 9 -3 = 1341.7 `t..abilit�: psr ' Ratio _ 7-1'd 2.17 :1 Col 12 Ru /Phi As, 0.47 in2 /ft tr.217 in2 /ft Col 11 twee1T Ru /Phi As /Phi As Mu from ACI 9 -1 = 139.8 psi 0.25 .1 :2i7 : .... ACI 9 -2 = 161.0 psi -0.2 n2034.1 psi 0.17 in2 /f135.6 psi ACI 9 -3 = 103.5 psi -0.18 'n2/1180.2 psi 0.17 in2 /ft15.7 psi As(in2 /ft /ft of width), negative -- As @ top of footing M0# E ff a S" R ►ems :_ Mu @ column 1 1 Mu btwn columns Hu @ column 1 2 One -Way Shears.... Allow.: Vn= 2(f'c^.5) _ Actual : Vu / .85... Left of Column 11 = Between et: Columns = Right of Col unn 12 = Right Shears.... Allow.: Vn= 4(f'c ^.5) _ Actual @ Column 11 = Actual @ Column /2 = ACI 9 -1 = 5.31 k -ft _ -23.70 k-ft 4.88 k -ft 30 48 3 /1.0 7//. o v- 1S. d . z /it'tk9 41,a Z 4 7.1) (3.a ) (c) z /o 14. ¢ 61') ---- / 2 O. 2 /•Y1 / `G•) � es) (4-6) 109.54 psi 30.89 psi psi , si psi 30.03 219.09 psi 11.10 psi 10.87 psi 93. 3_39. 2. 2 2. ACI 9-2 -6.12 k -ft 73.54 k -ft 12,76k-ft 109.54 psi '5,20 psi 42 76 psi 76.73 rte ns i 219.09 psi 4.53 psi 7.47 psi r .e.J-471-1 11 ACI 9 -3 -3.94 k -ft 81,00 k -f t 8,20 k-ft 109.54 psi 22.63 ps 0.00 psi 49.32 psi 219.09 psi 0.18 psi 8.52 psi ?.r ,4 3,�J' < G .z.f.z3 / r - *o4-) • e •40' ~ z a • 1-S e (4S)3- J. 4. i 056 (7) `Y -C 7 gyp 6/7-1;77"., 6 V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 C T G 1.N.:E'_E R. 1 N:G Project: Client: Date' 1F7 9'. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Page Number: (206) 285.0618 C� /pcatea,d7'I�cfw� ¢¢ t- 14a z a, Structural and Civil Engineers RISA-2D (R) Version 3.02 CT Engineering Seattle, WA Tukwila Office Bldg Job Page Date Shear Deformation: No P.:Delta Effects : Yes Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node No X -Coord (ft) 1 0.00 2 0.00 3 0.00 4 0.00 5 21.67 6 21.67 7 21.67 8 21.67 Y -Coord (ft) 0.00 27.00 ) S'" 38 :75" V 7S 0.00 1:00 2700 s 3&75 -' ;1, S Boundary Conditions X -dof Y -dof Rotation (in, K /in) - - -- (in, K/ in) - -- (r, K-f t/r ) R R R R R R Temp. (F)- 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 Material Label 1 Section Label 1 2 3 Elastic Modulus (Ksi) 29000.00 Database Shape W14X74 W21X68 W18X35 Poisson's Thermal Weight Yield Stress Ratio Coefficient Density (FY) (F) (K /ft3) (Ksi) - - -- 0.30000 0.65000 0.490 36.000 Matl. Area Moment of As y/y Set Inertia Coef (inA2) (in ^4) 1 21.80 796.000 1.20 1 20.00 1480.000 1.20 1 10.30 510.000 1.20 I No Node J Node Section 2 1 3 1 4 1 6 2 7 2 8 3 6 1 7 1 1 2 3 4 5 6 7 8 1- 2- 3- 2- 3- 4- 5- 6- I Releases J xyz xyz End Offsets Sec Sway I J ---- (in)-- - -(in) Length (ft) 15.00 12.00 11.75 21.67 21.67 21.67 15.00 12.00 RISA -2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date Tukwila Office Bldg , I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in)-- - -(in) (ft) 9 7 - 8 1 11.75 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Co Cb (ft) (ft) (ft) 1 1- 2 2 2- 3 3 3- 4 4 2 - 5 3- 7 G� 6 4- 8 % G' 7 5- 6 8 6- 7 9 7- 8 BLC Basic Load Case No. Description Load Totals Nodal Point Dist. 1 dead 2 live 3 earthquake 4 wind Member Distributed Loads,BLC 1: dead 3 3 3 3 Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K /ft,F) --- (K /ft,F) (ft) (ft) - - -- 4 2 - 6 Y 0.225 0.225 0.000 21.670 5 3 - 7 Y 0.225 0.225 0.000 21.670 6 4 - 8 Y 0.080 0.080 0.000 21.670 Member Distributed Loads,BLC 2: live Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K /ft,F) (K /ft,F) (ft) (ft) - --- 4 2 - 6 Y 0.100 0.100 0.000' 21.670 5 3 - 7 Y 0.100 0.100 0.000 21.670 6 4 - 8 Y 5" mo, 0.000 21.670 cr. 0So 6,0co RISA -2D (R) Version 3.02 CT Engineering Seattle, WA Tukwila Office Bldg Job Page Date Nodal Loads, BLC 3: earthquake Node Number 4 3 2 Global X (K) 6.260 16.580 -' 8.300 Nodal Loads, BLC 4: wind Global Y (K) 0.000 0.000 0.000 Moment (K- ft) - - -- 0.000 0.000 0.000 Node Number 4 3 2 Load Combination . Description Global X (K) 2.800 4.200 4.200 Global Y (K) 0.000 0.000 0.000 Moment . (K- ft) - - -- 0.000 0.000 0.000 Self Wt BLC BLC BLC BLC BLC __W ,-E Dir Fac Fac Fac Fac Fac Fac,..DYNA S V 1 D + L 2D +L +E 3D +L +W Dynamic Analysis Data Y -1 Y -1 Y -1 1 -1 1 -1 1 -1 Number of modes (frequencies) : Basic Load Case for masses . BLC mass direction of action : Acceleration of Gravity . • ENVELOPE SOLUTION Nodal Displacements 2 -1 2 -1 2 -1 3 0.71 41 3 None X only 32.20 ft /sec * *2 Y Y Y Y Y Y Node Global X Global Y Rotation (in) LC (in) LC (rad) LC 1 max 0.00000 2 0.00000 2 0.00000 1 in - 0.00000 1 - 0.00000 1 - 0.00000 2 2 max 0.35733 2 0.00153 2 -0.00011 1 min - 0.00018 1 - 0.00352 1 -0.00148 2 3 max 0.60572 2 0.00163 2 - 0.00008 1 min 0.00007 1 - 0.00513 1 - 0.00093 2 4 max 0.73191 2 0.00153 2 - 0.00005 1 min 0.00040 1 - 0.00557 1 -0.00067 2 5 max 0.00000 2 - 0.00000 1 -0.00000 1 min 0.00000 1 - 0.00000 2 -0.00000 2 RISA -2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date Tukwila Office Bldg Node Global X Global Y Rotation (in) LC (in) LC (rad) LC 6 max 0.35637 2 - 0.00352 1 0.00011 1 min 0.00018 1 -0.00856 2 - 0.00126 2 7 max 0.60296 2 -0.00513 1 0.00008 1 in - 0.00007 1 - 0.01190 2 -0.00076 2 8 max 0.72916 2 -0.00557 1 0.00005 1 in -0.00040 1 -0.01267 2 - 0.00057 2 ENVELOPE SOLUTION Reactions Node Global X Global Y Homent (K) LC (K) LC (K- ft)-- - -LC -. 1 max 0.46478 1-4. 12.90944 1 95.56049 2 min - 10.63647 2 -4.810W.2 -2.34494 '1 5 max -0.46478 1 30.62977 -2 99:9551),-.2.-- in -11.47293 2 12.90944 1 2.34494 1 ENVELOPE SOLUTION Member Section Results Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J -End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 1 1- 2 A 12.91 1 12.63 1 12.35 1 12.07 1 11.80 1 -4.81 2 -5.09 2 -5.37 2 -5.65 2 -5.92 2 V 10.63 2 10.63 2 10.63 2 10.63 2 10.63 2 -0.46 1 -0.46 1 -0.46 1 -0.46 1 -0.46 1 M '94 2 55.71 2 15.87 2 2.88 1 4.63 1 =2T4 1 -0.60 1 1.14 1 -23.98 2 -63.83 2 D 0.000 1 0.001 1 0.002 1 0.003 1 0.000 1 0.000 1 -0.043 2 -0.145 2 -0.263 2 -0.356 2 2 2- 3 A 7.54 1 7.32 1 7.09 1 6.87 1 6.65 1 -0.02 2 -0.24 2 -0.46 2 -0.69 2 -0.91 2 V 6.89 2 6.89 2 6.89 2 6.89 2 6.89 2 -1.25 1 -1.25 1 -1.25 1 -1.25 1 -1.25 1 H 33.98 2 13.31 2 -0.30 1 3.46 1 7.22 1 -7.82 1 -4.06 1 -7.36 2 -28.03 2 -48.70 2 D 0.000 1 -0.002 1 -0.001 1 0.001 1 -0.000 1 0.000 1 -0.062 2 -0.134 2 -0.200 2 -0.248' 2 RISA -2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date Tukwila Office Bldg Hodes Heger Quarter Points Ho I J I -End 1/4 1/2 3/4 J -End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 3 3- 4 A 2.39 1 2.17 1 1.95 1 1.74 1 1.52 1 0.90 2 0.68 2 0.46 2 0.24 2 0.03 2 V 1.29 2 1.29 2 1.29 2 1.29 2 1.29 2 -0.92 1 -0.92 1 -0.92 1 -0.92 1 -0.92 1 H 3.98 2 0.20 2 -0.43 1 2.27 1 4.98 1 -5.85 1 -3.14 1 -3.58 2 -7.35 2 -11.13 2 D 0.000 1 -0.001 1 -0.001 1 0.000 1 -0.000 1 0.000 1 -0.034 2 -0.068 2 -0.099 2 -0.126 2 4 2- 6 A 2.15 2 2.15 2 2.15 2 2.15 2 2.15 2 -0.79 1 -0.79 1 -0.79 1 -0.79 1 -0.79 1 V 4.26 1 2.13 1 0.00 1 -2.13 1 -4.26 1 -5.91 2 -8.03 2 -10.16 2 -12.29 2 -14.42 2 H 12.44 1 -4.86 1 -10.63 1 50.08 2 122.44 2 • -97,81 2 -60.05 2 -10.75 2 -4.86 1 12.4.4 1 D 0.000 1 -0.010 1 -0.016 1 0.013 2 -0.001 1 0.000 1 -0.046 2 -0.022 2 -0.011 1 -0.012 2 5 3- 7 A 6.17 2 6.17 2 6.17 2 6.17 2 6.17 2 0.33 1 0.33 1 0.33 1 0.33 1 0.33 1 V 4.26 1 2.13 1 0.00 1 -2.13 1 -4.26 1 -1.81 2 -3.94 2 -6.07 2 -8.19 2 -10.32 2 H 13.06 1 -4.24 1 -10.01 1 28.59 2 78.75 2 -52.68 2 -37.13 2 - 10.04 2 -4.24 1 13.06 1 D 0.000 1 -0.009 1 -0.015 1 -0.001 2 -0.001 1 0.000 1 -0.032 2 -0.022 2 -0.009 1 -0.015 2 6 4- 8 A 3.16 2 3.16 2 3.16 2 3.16 2 3.16 2 0.92 1 0.92 1 0.92 1 0.92 1 0.92 1 V 1.52 1 0.76 1 -0.00 1 -0.76 1 -1.52 1 0.03 2 -0.73 2 -1.49 2 -2.25 2 -3.01 2 H 4.98 1 -1.18 1 -3.21 2 6.92 2 21.16 2 -11.13 2 -9.23 2 -3.25 3 -1.18 1 4.98 1 D 0.000 1 -0.008 1 -0.013 1 -0.005 2 -0.001 1 0.000 1 -0.025 2 -0.020 2 -0.008 1 -0.015 2 7 5- 6 A 30.63 2 30.35 2 30.07 2 29.80 2 29.52 2 12.91 1 12.63 1 12.35 1 12.07 1 11.80 1 V 11.53 2 11.53 2 11.53 2 11.53 2 11.53 2 0.46 1 0.46 1 0.46 1 0.46 1 0.46 1 H 99.98 2 56.73 2 13.49 2 -2.88 1 -4.63 1 2.34 1 0.60 1 -1.14 1 -29.76 2 -73.01 2 D 0.000 1 -0.001 1 -0.002 1 -0.003 1 -0.000 1 0.000 1 -0.045 2 -0.149 2 -0.268 2 - 0.355 2 RISA-2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date Tukwila Office Bldg Nodes Herber Quarter Points No I J I -End 1/4 1/2 3/4 J-End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 8 6- 7 A 15.09 2 14.87 2 14.65 2 14.43 2 14.20 2 7.54 1 7.32 1 7.09 1 6.87 1 6.65 1 V 9.35 2 9.35 2 9.35 2 9.35 2 9.35 2 1.25 1 1.25 1 1.25 1 1.25 1 1.25 1 H 49.44 2 21.39 2 0.30 1 -3.46 1 -7.22 1 7.82 1 4.06 1 -6.66 2 -34.72 2 -62.77 2 D 0.000 1 0.002 1 0.001 1 -0.001 1 0.000 1 0.000 1 -0.059 2 -0.132 2 -0.201 2 -0.246 2 9 7- 8 A 3.88 2 3.66 2 3.44 2 3.23 2 3.01 2 2.39 1 2.17 1 1.95 1 1.74 1 1.52 1 V 3.16 2 3.16 2 3.16 2 3.16 2 3.16 2 0.92 1 0.92 1 0.92 1 0.92 1 0.92 1 H 15.99 2 6.70 2 0.43 1 -2.27 1 -4.98 1 5.85 1 3.14 1 -2.59 2 -11.88 2 -21.16 2 D 0.000 1 0.001 1 0.001 1 -0.000 1 0.000 1 0.000 1 -0.031 2 -0.066 2 -0.100 2 -0.126 2 ENVELOPE SOLUTION AISC Code Checks Nodes Herber Quarter Points No I J Hax lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.362 2 0.36 2 0.21 2 0.07 2 0.10 2 0.25 2 0.09 2 2 2- 3 0.182 2 0.13 2 0.05 2 0.03 2 0.11 2 0.18 2 0.06 2 3 3- 4 0.041 2 0.03 1 0.02 1 0.01 2 0.03 2 0.04 2 0.01 2 4 2- 6 0.647 2 0.52 2 0.32 2 0.07 2 0.27 2 0.65 2 0.08 2 5 3- 7 0.441 2 0.31 2 0.23 2 0.08 2 0.18 2 0.44 2 0.06 2 6 4- 8 0.56 2 0.33 2 0.29 2 0.15 2 0.23 2 0.57 2 0.03 2 7 5- 6 0.436 2 0.44 2 0.28 2 0.11 2 0.17 2 0.33 2 0.09 2 8 6- 7 0.261 2 0.21 2 0.11 2 0.05 2 0.16 2 0.26 2 0.08 2 9 7- 8 0.084 2 0.07 2 0.03 2 0.02 2 0.05 2 0.08 2 0.03 2 C T N G I N E E R I N G Project' Client: Date' 7/20/9 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Page Number (206) 285 -0618 .: /.J (,.q) 0 t- G t- t� vZ /1 .1 - -296.n1`f //.�;3 y z G..901 v ,C9 2 a /. Fr hi C�.S. & ` 7/�1". w+ 'j z. ' 06. ?? /ip .)79.9 P a. 3 S ,- ;Jr 1;1 g-) z /> /- L,+-_2.r� 3a. L Z. 0.4. 4 4' t" g- .S z V /,947 / >- 0 1 L //.33 / ) am._ 2 32.7 .0,9-`36• °) z if7,r-1 4 •1 Fr3-, /y z r>7' 4 z /4 `,,. ) • -"� 72-0! )7:144) 36_7. ). //) (.9a$j Z .t7.4 V ¢ G 26 1-z; 3..7o v Z. g. i• • 2-- fi c L ie 0). S/7/44 2-5 / • 08()z fra L P P_ USr,- 3 %/L" /a, ks2 Structural and Civil Engineers N G. + ..N ,E E. R I. -N. Project: Client: Date' i%>.19 14ii•-• 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: Page Number (206) 285-0618 re-A/57' 5 /o /' L w 8/•2V if ...it' <,.• , 7.5/' 7 / 3 . le / P4, J( /, 3 3) ) ,_ ,e6) 7. 99.5. .3 • 0 . .7 s /qrfr ..eiti 4.: \ 1,.. ,ry_. 4. 4-02.. ' o .-; t.. p /.eon' /,ri Art d • G (✓ Jr� (/. 3 ) C.. ; 4' 3 �.�•. ✓ V� C P� /i-A- i Y . }41'D 4G —P-i ii �. p') 7.— '4. y- / 14.)* * -2t 0`' / 9 d �.'l61 "1 Q —y .,2-r-4-Sr G : 3.3 3 ci3.p.D i >S 000 (4 ."7•i /' d ell .,v .)Y Y / v. 4'i ..} /y(4'4' ,�B -' ' /K. r,¢•(74,0 33.4/ " Of, -- , 9 (Go) (,es Structural and Civil Engineers C T E N ,G; 1N E: E: R I N. G :.> Project: Client: Date' 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Page Number (206) 285.0618 4;4 L ,Q r G f• sZ /.,¢¢ 74- ?. £- (/».¢J /s fro zz z 3 SS. 3- 4 7 4 , e/4. . (/.34,1)..ro „ st- %,s r S P /7 7 • 6,1- D > ›,...27"• 6 0;4' /p,.y /30• Z-oo rsS . • 3B� . 'r-• el, "0 7. ›,c,r-i-19 Z/V4.0A /74-' W43.67/ • 3 0.7 . - .-1) 4- ".g 6,..33.1,0----t 6 ). G 3G -� z yv Fl I .2 z 3� -G7 � /o.Ir � G• °3 ,�7 y :SFr.Fl e.Ser /,,y ` s & -S'/ 74, G3G.k(UJ G /•7 / /. 330,0) _. 3 -9 -7`' �Z 33,6' 3---(33.4.7).1. i /,.4 ( % 7 (20) 2' kfis Structural and Civil Engineers CT Engineering_ Nickerson t. Suite 302 Seattle, WA 981d9 Page: COMBINED FOOTING DESIGN TUKWILLA OFFICE BLDG DESIGN DATA Allowable Soil Pressure= 3000.0 psf Short Tern Factor = 1.33 Seisnic Zone = 3 Live Does Not Combine With Short Tern f'c : Concrete = 3000 psi Fy: Reinforcing = 60000 psi Concrete Weight = 145 pcf Overburden Dead Wt. = 110.0 psf Min. As % = 0.0014 Column Size... #1= 30.Oin #2= 30.0in ...Base Height 11= 0.0in 12= 0.0in Rebar CL to Soil Dist. = 3.50 in APPLIED LOADS At Col 11: Axial Shear Moment Dead = 13.00k 0.0k 0.0k-ft Live = 5.50k 0.0k 0.0k-ft Shrt Trn= 17.70k 11.0k 100.0k-ft At Col #2: Axial Shear Moment Dead = 13.0k 0.0k 0.0k-ft Live = 5.5k 0.0k 0.0k-ft Shrt Trn= -17.70 k 11.0k 100.0k-ft DIMENSIONS Ftg Dist left of Col /1= 6.00 ft Distance Between Columns 22.00 ft Ftg Dist right of Col 0 6.00 ft Total Footing Length = 34.00 ft Footing Width = 4.00 ft Footing Thickness = 18.00 in Left S.P.: Static D+L= Short D +L +S- Right S.P.: Static D+L= Short D}L +3= Resultant Ecc.: Hu from ACI 9 -1 ACI 9 -2 ACI 9 -3 As(in2 /ft /ft of SUMMARY Service Allow 599.6 psf 3000.0 psf 721.6 psf 3990.0 psf 599.6 psf 3000.0 psf 315.7 psf 3990.0 psf Static Short Tern Col Ru /Phi = 24.2 psi = 31.3 psi = 20.1 psi width), negative MONTT Hu @ column 1 1 Mu btwn columns = Hu @ column 1 2 = One -Way Shears.... Allow.: Vn= 2(f'c ^.5) _ Actual : Vu / .85... Left of Column 11 = Between Colunns = Right of Column 12 = Two -Way Shears.... Allow.: Vn= 4(f'c ^.5) _ Actual @ Colunn 11 = Actual @ Column /2 = ACI Factored 9 -1 = 863.6 psf 9 -2 = 1010.3 psf 9 -3 = 649.5 psf 9 -1 = 863.6 psf 9 -2 = 442.0 psf 9-3 = 284.2 psf = 0.00 ft Stability T'9 6 -2.22 ft Ratio Lek) tcr- 1 /1 Between... C6ri2 As Ru /Phi As /Ru /Phi As 0.30 in2 /ftl8.8 psi -0.47 in2 /ft24.2 psi 0.30 in2 /ft 0.30 in2 /f170.0 psi 1.16 in2 /ft 0.6 psi 0.30 in2 /ft 0.30 in2 /255.3 psi 1.11 in2 /ft 0.4 psi 0.30 .in2 /ft - -> As @ top of footing & SHEAR FORCE SUI4MARY ACI 9 -1 ACI 9 -2 4.57 k -ft -22.47 k -ft 4.57 k -ft 109.54 psi 9.70 psi 26.52 psi 9.70 psi 219.09 psi 9.58 psi 9.58 psi 5.93 k -ft 70.01 k -ft 0.11 k -ft 109.54 psi 12.50 psi 0.00 psi 0.31 psi 219.09 psi 16.32 psi 3.84 psi ACI 9 -3 3.81 k-ft 67.24 k -ft 0.07 k -ft 109.54 psi 8.04 psi 0.00 psi 0.20 psi 219.09 psi 15.12 psi 6.50 psi V4.4D (c) 1983 -96 ENERCALC CT Engineering, KW0602397 C T E .N; G1: N E E R ,1 .N. G 180 Nickerson St. Suite 302 Seattle, WA Project: Date* 7/3)20 e 98109 (206) 285.4512 FAX: Page Number: y (206) 285.0618 Client:_ 57 -y .&e.>9 Co G o. ea. /43.s )/ l stic. i; C4 t; -3 PG- o. 6 a.) ) res ` ' 477,11 3 ( 36.7 5 $r (3�,G7S) z /13.94. 9.)- ( >2:v �. ¢a G • oS (71, � .. /a-7. 01 q..-. ( /S -o) / 3 Er, e .G (9.S ¢ /.y n /44•s t� goo. oS A >.4, z ((Pm,. IA4).) zr 9 2;1' Se 6 4 l / ~ (10,72)) z G •G ��,�' J (/— /?reo,D Is' pw 2 p.y (0./.3) •s •7*.,2 z-. 4 Co 0 a o __`' ,Gm/ N re: /ylxil� FJ eo .,-& .. ev ,, a•t•°SA, w 73.1. Z , z L a, o �, ,e,,,-4/ e. >, ,t i 1, (t' `3, o D g J �U a. O. OG? 7 y.- D. 0 1 ) • / Z z o. 093_ I.;Y 4.9•7 73.1. e? /14k, z.. O,70 ]' G,S (a.°rY) (G.) (i' ') / G>(eo)]2j -O' 093 Structural and CIvII Engineers Project: Date' Client: Ai/ GI Page Number: ->9 e. 180 Nickerson 5t. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (706) 285.0618 #j ) 4 A 41O. /aA Tc p, )0 67-/xi..1) (e) il. G / y(so,0 An) 41 OAxa 41 cY 1iS v/44;0 I•63 >. /.v . V4, 4 -3_e,„ l T6 ,„., 3 ()-1'‹ j i 07'/1/)z �vo ,end Z o :1 r. G, f•. 1 s ( (B) ( ;7) y y y �iz• �ao Z L:��• • /'C, . • (���� elG) , 3.'i/ G /. 3 3 C3, v> - 3.9 • z . ,y 3 a S:". y ./ 3 (s•''J USCr /vjn , .S) (3) >~ 22,0 .5 S _ /v a v S C ,) yy, S L J Cs)V o. e /Sreo Structural and Civil Engineers N'G 1 N. E`E..R•I:N Project: Client: Date* 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285.4512 FAX: Page Number (206) 285.0618 rtiu.�G % S. rG4, 3/.3. l/,Z z /.4<7.¢ %9-.Ti- 54 . k) i D. .4'(/).- 1'¢atJ 4-, yS J e¢6 /0 G- 3e4 -c-, SG. L q/w . z 7,¢ �/ a /! -5 d' ����•. ng9z. 7.4 3tr. ?S)z 2GG_7S✓ .7•7, 133c7S) . /g,) ( )7-o) L ?;73 (74.o) z . z 40./ x /1�' vtia SG.-27 • 77,42 3S. S. /0¢G. D ►,c.. %14k,.t / k(•.5 e(0t,(/ f c) L oPot o. ? 6 *9) 71', z ”,4 ^ p o t , I. / ,4. (3i. 3 34.9 S ‘d-$4---15 (9,0) M /444- V 4t) SG,y�gy� /14.9 vhz .CG ,y C / lit. ) <. /5t. ;-S Structural and Civil Engineers • �/ :ENGINE Project: Client: Dite• '� f3/19k Page Number 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX: (206) 285.0618 ,ey . a/ z /04,4 '0 /X. U�l2� / G Ise tie" jeS. /3'i J,2.1 /012'6 /0 4-6 . a X /¢ , t Z S •¢ !.� - /. ;9 /3•9• 3 2 ( 193:'%) ;•y`, f g."-'e ,„ 5• e Q \ /G, N' 22,4- f.. . i. / D a• (y) /4ly 22 .s, (ry, 4 •9(4e) (is) z. .e:, eC >.39J a y,77 i c) 5 C." /e. 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Structural and Civil Engineers Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P -Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 RISA -2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date tukwilla OFFICE BLDG Node Boundary Conditions No X -Coord Y -Coord X-dof Y -dof Rotation Temp. (ft) (ft) ( in, K /in)---- (in,K /in)--- (r,K -ft /r) (F)- 1 5.00 0.00 R R R 0.00 2 5.00 12.00 0.00 3 5.00 23.75 0.00 4 0.00 12.00 0.00 5 0.00 23.75 0.00 6 25.00 0.00 R R R 0.00 7 25.00 12.00 0.00 8 25.00 23.75 0.00 9 45.00 0.00 R R R 0.00 10 45.00 12.00 0.00 11 45.00 23.75 0.00 12 50.00 12.00 0.00 13 50.00 23.75 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (K /ft3) (Ksi) - - -- 1 29000.00 0.30000 0.65000 0.490 36.000 Section Database Natl. Area Moment of As y/y Label Shape Set Inertia Coef (inA2) (inA4) 1 W14X74 1 21.80 796.000 1.20 2 W18X35 1 10.30 510.000 1.20 3 W18X35 1 10.30 510.000 1.20 I J I Releases J End Offsets No Node Node Section x y z x y a Sec Sway I J Length (in)-- - -(in) (ft) 1 1 - 2 1 12.00 2 2 - 3 1 11.75 3 6 - 7 1 12.00 4 7 - 8 1 11.75 5 9 - 10 1 12.00 6 10 - 11 1 11.75 7 2 - 4 2 5.00 8 ' 2 - 7 2 20.00 9 7 - 10 2 20.00 10 10 - 12 2 5.00 11 3 - 5 .3 5.00 12 3 - 8 3 20.00 13 8 - 11 3 20.00 RISA -2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date tukwilia OFFICE BLDG I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in)-- - -(in) (ft) 14 11 - 13 3 5.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 1 1- 2 2 2- 3 3 6- 7 4 7- 8 5 9 - 10 6 10 - 11 7 2 - 4 6.00 8 2 - 7 6.00 9 7 - 10 6.00 10 10 - 12 6.00 11 3 - 5 6.00 12 3 - 8 6.00 13 8 - 11 6.00 14 11 - 13 6.00 BLC Basic Load Case No. Description Load Totals Nodal Point Dist. 1 DEAD 2 LIVE 3 EARTHQUAKE 4 WIND Member Distributed Loads,BLC 1: DEAD 2 2 8 • 8 Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K /ft,F) (K /ft,F) (ft) (ft) - - -- 7 2 - 4 Y 0.515 0.515 0.000 5.000 8 2 - 7 Y 0.515 0.515 0.000 20.000 9 7 - 10 Y 0.515 0.515 0.000 20.000 10 10 - 12 Y 0.515 0.515 0.000 5.000 11 3 - 5 Y 0.240 0.240 0.000 5.000 12 3 - 8 Y 0.240 0.240 0.000 20.000 13 8 - 11 Y 0.240 0.240 0.000 20.000 14 11 - 13 Y 0.240 0.240 0.000 5.000 RISA -2D (R) Version 3.02 CT Engineering Seattle, WA tukwilla OFFICE BLDG Job Page Date Member Distributed Loads,BLC 2: LIVE Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K /ft,F) (K /ft,F) (ft) (ft) - - -- 7 2 - 4 Y 0.600 0.600 0.000 5.000 8 2 - 7 Y 0.600 0.600 0.000 20.000 9 7 - 10 Y 0.600 0.600 0.000 20.000 10 10 - 12 Y 0.600 0.600 0.000 5.000 11 3 - 5 Y 0.300 0.300 0.000 5.000 12 3 - 8 Y 0.300 0.300 0.000 20.000 13 8 - 11 Y 0.300 0.300 0.000 20.000 14 11 - 13 Y 0.300 0.300 0.000 5.000 Nodal Loads, BLC 3: EARTHQUAKE Node Number 2 3 Global X (K) 24.200 9.100 Nodal Loads, BLC 4: WIND Global Y (K) 0.000 0.000 Moment (K- ft) - - -- 0.000 0.000 Node Number 2 3 Global X (K) 2.900 4.400 Global Y (K) 0.000 0.000 Moment (K- ft) - - -- 0.000 0.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 DL + LL 2 DL + LL + EQ 3 DL + LL + WL Y -1 1 -1 2 -1 Y -1 1 -1 2 -1 3 0.71 Y -1 1 -1 2 -1 4 1 Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC sass direction of action Acceleration of Gravity • • • • • • 3 None X only 32.20 ft /sec * *2 Y Y Y Y Y Y RISA -2D (R) Version 3.02 CT Engineering Job 1 Seattle, WA Page Date tukwilla OFFICE BLDG ENVELOPE SOLUTION Nodal Displacements Node Global X Global Y Rotation (in) LC (in) LC (rad) LC- 1 max 0.00000 2 - 0.00000 2 0.00000 1 in - 0.00000 1 - 0.00000 1 - 0.00000 2 2 max 0.16385 2 - 0.00510 2 -0.00017 1 min - 0.00051 1 - 0.00611 1 -0.00127 2 3 max 0.29010 2 - 0.00678 2 - 0.00012 1 min 0.00146 1 - 0.00810 1 -0.00062 2 4 max 0.16385 2 0.06049 2 0.00006 1 min -0.00051 1 - 0.00639 1 - 0.00103 2 5 max 0.29010 2 0.02543 2 - 0.00000 1 min 0.00146 1 - 0.00627 1 -0.00051 2 6 max 0.00000 2 - 0.00000 2 0.00000 1 . min -0.00000 1 - 0.00000 3 - 0.00000 2 7 max 0.15602 2 - 0.00832 2 0.00000 1 in - 0.00000 1 - 0.00834 3 -0.00086 2 8 max 0.28434 2 - 0.01102 2 0.00000 1 in - 0.00000 1 - 0.01107 3 - 0.00042 2 9 max 0.00000 2 - 0.00000 1 -0.00000 1 min 0.00000 1 - 0.00000 2 - 0.00000 2 10 max 0.15219 2 - 0.00611 1 0.00017 1 min 0.00051 1 - 0.00712 2 - 0.00089 2 11 max 0.28161 2 - 0.00810 1 0.00012 1 min - 0.00146 1 - 0.00945 2 - 0.00046 2 12 max 0.15219 2 - 0.00639 1 -0.00006 1, min 0.00051 1 - 0.07104 2 - 0.00112 2 13 max 0.28161 2 - 0.00627 1 0.00000 1 min -0.00146 1 - 0.04212 2 - 0.00057 2 ENVELOPE SOLUTION Reactions Node Global X Global Y Moment (K) LC (K) LC (K- ft)- - - -LC- 1 max 1.18412 1 27.26088 1 57.31713 2 min - 6.72928 2 22.84713 2 - 4.83028 1 6 max 0.00000 1 37.04777 3 63.91642 2 min -8.74229 2 36.97210 2 - 0.00000 1 9 max -1.18412 1 31.72099 2 60.92201 2 min - 8.17142 2 27.26088 1 4.83028 1 RISA -2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date tukwilla OFFICE BLDG ENVELOPE SOLUTION Member Section Results Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J -End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 1 1- 2 A 27.26 1 27.04 1 26.82 1 26.59 1 26.37 1 22.85 2 22.62 2 22.40 2 22.18 2 21.96 2 V 6.73 2 6.73 2 6.73 2 6.73 2 6.73 2 -1.18 1 -1.18 1 -1.18 1 -1.18 1 -1.18 1 H 57.32 2 37.13 2 16.94 2 5.83 1 9.38 1 -4.83 1 -1.28 1 2.27 1 -3.25 2 -23.43 2 D 0.000 1 0.001 1 0.003 1 0.004 1 0.000 1 0.000 1 -0.017 2 -0.059 2 -0.112 2 -0.164 2 2 2- 3 A 9.35 1 9.14 1 8.92 1 8.70 1 8.48 1 7.94 2 7.72 2 7.50 2 7.29 2 7.07 2 V -0.71 2 -0.71 2 -0.71 2 -0.71 2 -0.71 2 -1.81 1 -1.81 1 -1.81 1 -1.81 1 -1.81 1 H -6.81 3 -4.70 3 -0.71 1 4.61 1 9.94 1 -12.94 2 -10.86 2 -8.79 2 -6.71 2 -4.63 2 D 0.000 1 -0.003 1 -0.002 1 -0.000 1 -0.002 1 0.000 1 -0.041 2 -0.074 2 -0.103 2 -0.126 2 3 6- 7 A 37.05 3 36.83 3 36.60 3 36.38 3 36.16 3 36.97 2 36.75 2 36.53 2 36.30 2 36.08 2 V 8.74 2 8.74 2 8.74 2 8.74 2 8.74 2 -0.00 1 -0.00 1 -0.00 1 -0.00 1 -0.00 1 H 63.92 2 37.69 2 11.46 2 -0.00 1 -0.00 1 -0.00 1 -0.00 1 -0.00 1 -14.76 2 -40.99 2 D 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 -0.018 2 -0.062 2 -0.114 2 -0.156 2 4 7- 8 A 12.67 3 12.45 3 12.23 3 12.01 3 11.80 3 12.56 2 12.34 2 12.12 2 11.90 2 11.68 2 V 3.77 2 3.77 2 3.77 2 3.77 2 3.77 2 -0.00 1 -0.00 1 -0.00 1 -0.00 1 -0.00 1 H 16.17 2 5.11 2 0.00 1 0.00 1 0.00 1 -0.00 1 -0.00 1 -5.96 2 -17.02 2 -28.08 2 D 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 -0.034 2 -0.072 2 -0.105 2 -0.128 2 5 9- 10 A 31.72 2 31.50 2 31.28 2 31.05 2 30.83 2 27.26 1 27.04 1 26.82 1 26.59 1 26.37 1 V 8.17 2 8.17 2 8.17 2 8.17 2 8.17 2 1.18 1 1.18 1 1.18 1 1.18 1 1.18 1 H 60.92 2 36.41 2 11.89 2 -5.83 1 -9.38 1 4.83 1 1.28 1' -2.27 1 -12.62 2 -37.14 2 D 0.000 1 -0.001 1 -0.003 1 -0.004 1 -0.000 1 0.000 1 -0.018 2 -0.060 2 -0.110 2 -0.152 2 RISA-2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date tukwilla OFFICE BLDG , Nodes limber Quarter Points No I J I -End 1/4 1/2 3/4 J -End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 6 10- 11 A 10.87 2 10.65 2 10.44 2 10.22 2 10.00 2 9.35 1 9.14 1 8.92 1 8.70 1 8.48 1 V 3.40 2 3.40 2 3.40 2 3.40 2 3.40 2 1.81 1 1.81 1 1.81 1 1.81 1 1.81 1 H 16.10 3 7.53 3 0.71 1 -4.61 1 -9.94 1 11.37 1 4.08 2 -5.91 2 -15.91 2 -25.90 2 D 0.000 1 0.003 1 0.002 1 0.000 1 0.002 1 0.000 1 -0.035 2 -0.072 2 -0.106 2 -0.129 2 7 2- 4 A 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 -0.00 3 -0.00 3 -0.00 3 -0.00 3 -0.00 3 V -5.75 1 -4.31 1 -2.88 1 -1.44 1 -0.00 1 -5.75 1 -4.31 1 -2.88 1 -1.44 1 -0.00 1 H -14.38 1 -8.09 1 -3.59 1 -0.90 1 0.00 1 -14.38 1 -8.09 1 -3.59 1 -0.90 1 0.00 1 D 0.000 1 -0.001 1 -0.001 1 -0.001 1 0.000 1 0.000 1 -0.018 2 -0.034 2 -0.050 2 -0.066 2 4 2- 7 A 9.75 2 9.75 2 9.75 2 9.75 2 9.75 2 -0.63 1 -0.63 1 -0.63 1 -0.63 1 -0.63 1 V 11.27 1 5.52 1 -0.23 1 -5.98 1 -11.73 1 8.27 2 2.52 2 -3.23 2 -8.98 2 -14.73 2 M 35.12 1 -6.84 1 -20.04 1 9.27 2 68.57 2 3.88 2 -23.07 2 -21.27 2 -4.50 1 39.80 1 D 0.000 1 -0.037 1 -0.062 1 -0.022 2 -0.006 1 0.000 1 -0.065 2 -0.070 2 -0.037 1 -0.008 2 9 7- 10 A 4.77 2 4.77 2 4.77 2 4.77 2 4.77 2 -0.63 1 -0.63 1 -0.63 1 -0.63 1 -0.63 1 V 11.73 1 5.98 1 0.23 1 -5.52 1 -11.27 1 8.79 2 3.04 2 -2.71 2 -8.46 2 -14.21 2 H 39.80 1 -4.50 1 -19.00 2 8.92 2 65.59 2 11.41 2 -18.17 2 -20.04 1 -6.84 1 35.12 1 D 0.000 1 -0.033 1 -0.055 2 -0.012 2 -0.001 1 0.000 1 -0.050 2 -0.060 1 -0.037 1 -0.003 2 10 10- 12 A -0.00 1 -0.00 1 -0.00 1 -0.00 1 -0.00 1 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 V 5.75 1 4.31 1 2.88 1 1.44 1 0.00 1 5.75 1 4.31 1 2.88 1 1.44 1 0.00 1 M 14.38 1 8.09 1 3.59 1 0.90 1 -0.00 1 14.38 1 8.09 1 3.59 1 0.90 1 -0.00 1 D 0.000 1 0.001 1 0.001 1 0.001 1 -0.000 1 0.000 1 -0.014 2 -0.030 2 -0.047 2 - 0.064 2 RISA -2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date tukwilla OFFICE BLDG Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J -End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 11 3- 5 A 0.00 2 0.00 2 0.00 2 0.00 2 0.00 2 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 V -2.88 1 -2.16 1 -1.44 1 -0.72 1 -0.00 1 -2.88 1 -2.16 1 -1.44 1 -0.72 1 -0.00 1 M -7.19 1 -4.04 1 -1.80 1 -0.45 1 0.00 1 -7.19 1 -4.04 1 -1.80 1 -0.45 1 0.00 1 D 0.000 1 -0.001 1 -0.002 1 -0.002 1 -0.002 1 0.000 1 -0.009 2 -0.017 2 -0.025 2 -0.032 2 12 3- 8 A 7.17 2 7.17 2 7.17 2 7.17 2 7.17 2 1.81 1 1.81 1 1.81 1 1.81 1 1.81 1 V 5.61 1 2.73 1 -0.14 1 -3.02 1 -5.89 1 4.19 2 1.32 2 -1.56 2 -4.43 2 -7.31 2 N 17.13 1 -3.72 1 -10.19 1 4.35 2 33.69 2 2.56 2 -11.22 2 -10.64 3 -2.28 1 20.00 1 D 0.000 1 -0.020 1 -0.033 1 -0.013 2 -0.005 1 0.000 1 -0.033 2 -0.036 2 -0.020 1 -0.006 2 3 8- 11 A 3.40 2 3.40 2 3.40 2 3.40 2 3.40 2 1.81 1 1.81 1 1.81 1 1.81 1 1.81 1 V 5.89 1 3.02 1 0.14 1 -2.73 1 -5.61 1 4.38 2 1.50 2 -1.37 2 -4.25 2 -7.12 2 H 20.00 1 -2.28 1 -9.40 2 4.66 2 33.09 2 5.61 2 -9.08 2 -10.19 1 -3.72 1 17.13 1 D 0.000 1 -0.016 1 -0.026 2 -0.005 2 0.001 1 0.000 1 -0.024 2 -0.030 1 -0.018 1 -0.001 2 14 11- 13 A 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 -0.00 2 -0.00 2 -0.00 2 -0.00 2 -0.00 2 V 2.88 1 2.16 1 1.44 1 0.72 1 0.00 1 2.88 1 2.16 1 1.44 1 0.72 1 0.00 1 M 7.19 1 4.04 1 1.80 1 0.45 1 -0.00 1 7.19 1 4.04 1 1.80 1 0.45 1 -0.00 1 D 0.000 1 0.001 1 0.002 1 0.002 1 0.002 1 0.000 1. -0.007 2 -0.016 2 -0.024 2 -0.033 2 ENVELOPE SOLUTION AISC Code Checks Nodes Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.257 2 0.26 2 0.18 2 0.11 2 0.07 1 0.13 2 0.05 2. 2 2- 3 0.063 2 0.06 2 0.06 2 0.05 2 0.04 2 0.05 1 0.01 1 3 6- 7 0.309 2 0.31 2 0.21 2 0.11 2 0.13 2 0.22 2 0.07 2 4 7- 8 0.127 2 0.08 2 0.04 2 0.05 2 0.09 2 0.13 2 0.03 2 5 9- 10 0.288 2 0.29 2 0.20 2 0.11 2 0.11 2 0.20 2 0.07 2 6 10- 11 0.115 2 0.08 3 0.05 3 0.04 2 0.08 2 0.12 2 0.03 2 RISA -2D (R) Version 3.02 CT Engineering Job Seattle, WA Page Date tukwilla OFFICE BLDG Nodes Welber Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 7 2- 4 0.095 1 0.09 1 0.05 1 0.02 1 0.01 1 0.00 1 0.06 1 8 2- 7 0.570 2 0.23 1 0.31 2 0.30 2 0.24 2 0.57 2 0.14 2 9 7- 10 0.521 2 0.26 1 0.21 2 0.22 2 0.15 2 0.52 2 0.14 2 10 10- 12 0.095 1 0.09 1 0.05 1 0.02 1 0.01 1 0.00 2 0.06 1 11 3- 5 0.047 1 0.05 1 0.03 1 0.01 1 0.00 1 0.00 2 0.03 1 12 3- 8 0.357 2 0.15 3 0.21 2 0.21 2 0.16 2 0.36 2 0.07 2 13 8- 11 0.282 2 0.17 1 0.12 2 0.13 2 0.09 2 0.28 2 0.07 2 14 11- 13 0.047 1 0.05 1 0.03 1 0.01 1 0.00 1 0.00 2 0.03 1 January 9, 2001 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Richard Mayo 1809 7 AV; Suite 1000 Seattle, WA 98101 SUBIECT: Permit Status #D98 -0300 52 AV S Office Building 15208 52 AV S Dear Mr. Mayo: In reviewing our current permit files, it appears that your permit for new 3 story 27,147 square foot office building issued on August 3, 1999 has not received a final inspection as of the date of this letter by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, if a final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non- complying and not in conformance with the Uniform Building Code and /or Uniform Mechanical Code. Please contact the Permit Center at (206) 431 -3670 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, a� Tammy Beck Permit Technician File: D98 -0300 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 March 21, 2000 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Johann Tan, Project Manager ST Corporation 1200 South 192nd Street, #300 Seattle, WA 98148 RE: Request for Extension — 52nd Avenue S Office Building (D98 -0300) 15208 — 52nd Avenue S Dear Mr. Tan: This letter is in response to your written request for an extension to Permit No. D98 -0300 for the construction of an office building. The City of Tukwila Building Division will be extending your permit through October 11, 2000. Please be advised that this will be the only extension granted for this project. If you should have any questions, please contact our office at (206)431 -3670. Sincerely, II D ane i "m,� Building Official DG/bh File: Permit No. D98 -0300 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ST CORPORATION FACSIMILE TRANSMITTAL SHEET TO: Brenda Holt FROM: Johann Tan COMPANY: City of Tukwilla DATE: 3/6/00 FAX NUMBER: 206 -431 -3665 PHONE NUMBER: 206 -431 -3672 TOTAL NO. OP PAGES INCLUDING COVER: I 3 SENDER'S FERENCE NUMBER RE: Office a 52°d Avenue South, YOUR RE I RENCE NUMBER: ❑ URGENT ❑ FOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY 1 ❑ PLEASE RECYCLE NOTES /COMMENTS: EcEavED MAR 06 2000 COMMUNITY DEVELOPMENT 1200 S. 192ND ST. • #300, SEATTLE, WA 98148 OPFICE: 206.241.6241 FAX: 206.246.8154 ST CORPORATION 1200 S. 192nd St. - #300, Seattle, WA 98148 Office: 206.241.6241 Fax: 206.246.8154 Monday, March 06, 2000 City of Tukwila Attn.: Brenda Holt 6300 Southcenter Blvd. Tulcwilla, WA 98188 Re: Permit Extension Dear Brenda, RECEIVED MAR 0 k 2000 COMMUNITY DEVELOPMENT Per our conversation last Friday, I would like to request a six-month extension for the office building located at 15208 52" Ave. South. The building permit number is D98.0300 and is due to expire in March 2000, Currently, Sound Transit is studying an alternative route for the Link electric light rail project that happens to come along 1 -5, turn right through our property and continue along SR 518 to the proposed 154t Street Station. I have enclosed a copy of the map they provided if you are not familiar with the proposed route. We have been told that a decision to switch from the current plan of using Highway 99 will not be made until sometime late spring or early summer. There will be an informational meeting held on March 22°d in the Tulcwilla Community Center at 6:00 p.m. for the public to find out more. Thank you for your consideration towards the project and we will keep you informed on any developments with Sound Transit. - d VDO• Architects and Planners Ms. Jill Mosqueda, P.E. Public Works Department City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: 52nd Avenue Office Building 15208 52nd Avenue South File #: D98 -0300 Dear Jill, September 30, 1999 The following are responses to your review letter dated 9/1/99 with regards to additional excavation work on the project site referenced above. Note the project has been permitted and is under construction. 1. There will be a total of 581 cubic yards of additional material excavated on the site. The material will be used for structural backfill behind the retaining walls used to support the lower parking area. 2. The revisions to the original permitted design do not require any additional imported fill. Because of the new source of on site fill material, there should be a net decrease of 581 cubic yards of imported fill from the original excavation permit. Please refer to the original project review for quantity and description of any required fill imports. 3. No new hauling permit should be required. Please contact me if further information is required. Scott Davis - Architect cc: Dan Hanson ( ST Corporation) 1809 7th Avenue Suite 1000 Seattle, WA 98101 206.624.1669 tel 206.626.5324 fax CORRECTION LTR# Dc1E3,-D300 REVISION N0. 1 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director September 29, 1999 Richard Mayo 1809 Seventh Avenue, #1000 Seattle, WA 98101 Dear Mr, Mayo: RE: CORRECTION LETTER #1— Revision #1 Development Permit Application Number D98 -0300 52nd Avenue South Office Building 15208 — 52nd Avenue S This letter is to inform you of corrections that must be addressed before your revision to your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Division. At this time, the Building Division, Fire Department and Planning Division have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl xc: File No. D98 -0300 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Project Name: 52nd Avenue Office Building 15208 52nd Avenue South File #: D99 -0300 Date: 09/01/99 Reviewer: L. Jill Mosquedo, P.E. The City Of Tukwila Public Works Department needs the following information before it can complete the plan review for this permit. Please contact Jill Mosqueda at (206) 433 -0179, if you have any questions regarding the following comments. 1. Please provide an estimate of the total cubic yards of material you will be excavating. Please describe what you plan to do with the excavated material. 2. Please provide an estimate of the total cubic yards of material you will be filling. Please provide description of fill material. 3. You may need a hauling permit. The hauling permit information is enclosed, for your convenience. CITY OF TUKWILA PUBLIC WORKS DEPARTMENT Hauling Permit To the Applicant: All of the following must be submitted in person at the Public Works counter. The Public Works Department aims to issue Hauling Permits as quickly as possible, once the application is complete. The time needed to process the application depends on the completeness of the packet submitted and the engineering department's workload. If you have any questions, please call Public Works at 206- 433 -0179. Check List for Hauling Permit Application Submit the following when you apply for the permit: ❑ Miscellaneous Permit Application - Applicant completes all fields, then signs and dates. o Certificate of Insurance - Permitee shall maintain liability insurance on a per occurrence basis during the full term of the permit for personal injuries and property damages. The policy shall name the City of Tukwila as additionally insured and shall contain coverage in the following minimum amounts per occurrence: Personal Injury: Not less than $1,000,000.00 per occurrence combined single limit Property Damage: Not less than $1,000,000.00 per occurrence combined single limit ❑ Route Map - 6 (8 -1/2 x 11) copies showing hauling route to and /or from the job site. Note: Thomas Guide copies are not acceptable o Contractor's Registration Card - A copy of the contractor's registration card issued from the Dept of Labor and Industries, showing current status Submit the following when you pick up the permit: ❑ $2,000 Permit Surety Bond - Name City of Tukwila as Obligee and require thirty days (30) written cancellation notice. A cash bond is acceptable. Q /pwmanual /hauling permit Original 6/22/99 Revised .ROLF P'H•E;U-S5 . ASSb<CIATES Architects and Planners Transmittal Date - o'tv -Qc, Number of pages Including cover sheet TO: Bar BEL) D L GrQ FROM: "-..)C•01-1- D Y°1 V 1S C. t T OF 7-lie wt L- 1809 Seventh Avenue B t-O &- , J F- t-- e c e Suite 1 D00 Seattle, WA 98101 RE ; REv n(cry s -RD 52 kip Avg 5-vvT4-4 5c.6J6- p6aAA rr (0q0-a o) Phone Fax Phone CC: REMARKS: ❑ Urgent j For r r i 1 Phone (206) 624 -1669 Fax Phone (206) 626 -5324 QSA4E Please Comment i C3cY& r YCc-V \.,6TJ A 6a L"C ec.5to AeLpo s 4-1 e s ?adoZS FiCX L d 76,10 A Y-0U -(z3, -; KE, (P A C..e SAS e66_,o GcryIV6a7 -To F u L� l f� i�� vTb(Z41 6 SPy41.. Alai -T c, 7-we P4214,1 Jb-- tv2,6i4 . /i L,5- 1 r4 1---L)64- 4--Ate .(A5 66 ed,0 pao u N o /257-1-1 O F 7-4(6 9T -466 5 P4 -' -To A- cc.o>nn. ea 47-6 p o t-egx.) t P4 do c`E: cc-c., 267011K.)1e.Jb --- WAS, ip L{ o-cn. L<t c./b 620651-1,614S- i)001-1- 1 Q L teu Po(tvv v r4o-v1 ]3a 0300 ')''itltrkrMf° P664\63 :1 619" LS 20. 624 1 ro el May 18, 1999 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Rolf Preuss 1809 — 7th Avenue, #1000 Seattle, WA 98101 RE: 52 "d Avenue S Office Building (D98- 0300) Dear Mr. Preuss: Per our telephone conversation today, the following permits need to be issued by the Permit Center prior to the issuance of the new 52 "d Avenue S Office Building (D98 - 0300). These structures will need to be removed and finaled by the City of Tukwila. The permits are as follows: 1. MI99 -0001 — demolition of a 1,200 sq ft single family residence; and 2. MI99 -0002 — demolition of a 400 sq ft detached garage. At the time the Permit Center issues these demolition permits, the contractor awarded the job will need to provide a copy of their current Washington State Contractor Registration Card and pay the outstanding fees totaling $128.00. If you should have any questions, please contact me at (206)431 -3672. Sincerely, Brenda 1-folt Permit Coordinator Xc: File No. MI99 -0001/ File No. MI99 -0002 File No. D98 -0300 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 APE TRANSPORTATION PLANNING & ENGINEERING" 'NC. 2101 112th Avenue N.E., „trite 110 BELLEVUE, WASHINGTON 98004 (425) 455 -5320 FAX (425) 453 -7180 TO Orli (, T(1Y-k/�f.C3 f O I c- ;.03OO - o 7 ( =c .BWO £ v'TG' / km 404 "3/ 98 WE ARE SENDING YOU Zttached ❑ Under separate cover via ❑ Shop drawings ❑ Prints ❑ Copy of letter ❑ Change order Clans EL EV V r RA a���44ad DATE �" ' / y^^ ) `� NO. JOB NO. 6 ATTENTION , JO Av,jii SPB'ic c e -RE: .s'ysitm 52.E -S' . dge-kr-u 6c,94 . ❑ Samples the following items: Specifications 0 COPIES DATE NO. DESCRIPTION -4 1 Bt....ui .I"Q or ,L(...vni, / .r AI'NJ .s'ysitm / ?/ S9et l,a-c_ fiefen/J 1 1 a NJ 77'1.,: z.,, ..... I4S ci SR wimiLA THESE ARE TRANSMITTED as checked below: ❑ For approval r your use ❑ As requested ❑ For review and comment ❑ ❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS ..._camAN)rfrr Pt.rs_ tctc i1 _ - 'rtt ❑ Approved as submitted ❑ Approved as noted ❑ Returned for corrections ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints COPY TO SIG rco If enclosures are not as noted, kindly notify n e. May 4, 1999 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Richard Mayo Rolf Preuss Associates 1809 7th Avenue, #1000 Seattle, WA 98101 Dear Mr. Mayo: RE: CORRECTION LETTER #3 Development Permit Application Number D98 -0300 52nd Avenue S Office Building 15208 52nd Avenue S This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Department. At this time, the Building Division, Fire Department and Planning Division have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, Latelet.„%tt- Brenda Holt Permit Coordinator encl xc: File No. D98 -0300 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 PUBLIC WORKS DEPARTMENT COMMENTS DATE: May 4, 1999 PROJECT: 52 Ave Building PERMIT NO: D98 -0300 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 1. Revise civil drawings per May 3, 1999 meeting between PW and Mr Greg Diener. The following issues shall be addressed in your revised submittal: c3.. Pavement- marking a,rocz,r/d ddehbyt 71,E- i.,.l,►de,- 1 r�dJc "NO OGIT,C /6-4 ,e L0/9D //Va " b. 2dddiokla ac es5 '. r ,,,t;vetc/ r 114 2. eke /ems,4 o' z.... k. C. /7emv /0612f/on al domedic d24,1 ;e. Svyv/i� - G�)b -ie /2 5 d..freeb 11,41141 s' ee 4.e. /44 c. �7'ed /Ik y� s 4 ,B‘4,,,,A4,22 Re2Ae my& 1)6 0.ehcr- GGt eL v0.1�.. JJS /jjs K.44' is ;4.y,'de j ,g,'.2 ct'. TO PACIFIC ENGINEERING DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS 4800 S. 188TH ST. , SUITE 360 SEATTLE, WASHINGTON 98188 (206) 431-7970 F :431-7975 BAUM o F TI2MIRMOTIML ImiLorarwkszmirmn: We Are Sending You VIA: El Courier ❑ Blue Prints Copies ❑ Other ❑ Fax Sheets Including Letter of Transmittal Hour Delivery Printing: ❑ IN HOUSE ❑ REPROGRAPHICS ❑ Other ❑ Mail COPIES DATE NO These Are Transmitted As Checked Below: As requested ❑ Approved as submitted ❑ For approval ❑ For review and comment r your use ❑ Approved as noted ❑ Returned for correction ❑ COPY T0• SIGNED. If enclosures are not as noted, kindly notify 7411", rift r FOR OFFICE USE ONLY 5130 5137 5160 5135 5150 5165 5136 5155 5166 i I L 1 PACIFIC ENGINEERING DESIGN INC. GREG CIVIL ENGINEERING AND PLANNING CONSULTANTS March 26, 1998 Ms Joanna Spencer City of Tukwila Department of Public Works 6300 Southcenter Boulevard Tukwila, WA 98188 Subject: Response letter 52° Office Dear Joanna: CITY OF TUKWILA MAR 2 6 1999 PERMIT CENTER Project # 9564 This letter is in response to your February 23, 1999 comment letter. Each response is in the same order as your letter as follows: 1. The two commercial driveways have been revised to 30 feet wide. The standard City of Tukwila driveway detail RS -9 has been noted on the plans. 2. The retaining wall along the south property line has been revised so that no portion is within the 3 -foot sanitary sewer easement. 3. The sidewalk along the frontage has moved to the curb line. The pavement section has been revised to include 3 inches of Class B, 4 inches of crushed and 12 inches abase course. 4. A second vent pipe has been added to the vault. A note above the tank cross section calls out treatment II. 5. Cross section D -D has been added for the parking lot. The carports have been removed from the detail. 6. The soils engineer information has been added to sheet C -2. The earthwork quantifies have not changed. 7 A copy of the METRO approval letter has been included with this Dqe4) letter. A. 0igi etasg!les \Word\Bill \9564- 3.Itr.doc JOHN R. NEWELL P.E. RICHARD A. TOMKINS P.E. 4900 S. 1 BBTH ST. , SUITE 380, SEATTLE, WASHINGTON 981 BB FAX /431 -7975 206/431 -7970 Joanna Spencer City of Tukwila 2 March 26, 1999 8. The Note sheet has been revised per your comments. 9. The riser room is located in the basement. The location of the fire department connection and PIV along the west side of the building may be independent of the riser room below. 10. The architect has addressed item #10 regarding the adjacent steps. Item #13and #20, street lighting and irrigation plans have been included in the architectural drawings. Item #24, Mr. Nick Olivas, Tukwila Fire Department, was forwarded a copy of the Water Availability Certificate for review and comment. No comments regarding a fire loop have been received. Additionally, we are currently preparing stand alone water drawings for Water District 125. These drawings should be submitted within 1 week to PACE for review. Also, the Washington State Department of Transportation is reviewing the Stormwater application. It is anticipated that their review will be completed within 2 weeks. This completes the list of comments on your letter. Please call if you have any further questions or comments. Thank you. Sincerely, PACIFIC ENGINEERING DESIGN, INC. Bill Orth Project Manager BCO: als Enclosure cc: Rolf Preuss, Rolf Preuss Associates Dan Hansen, ST Corporation H:\Andrea's Files \Word\Bill \9564- 3.1tr.doc RECEIVED CITY OF TUKWILA MAR 2 6 1999 PERMIT CENTER ST` C O R P O R A T I O N Tuesday, March 23, 1999 City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 To Whom it May Concern: ST Corporation is currently preparing an application to construct an office building at our property located at 15208 52' Ave South, Tukwila, WA. ST Corporation also owns the contiguous parcel to the north located at 1.5200 52nd Ave South. As part of our submittal for our new office building we wish to add to the concrete stairs and add a new handrail that currently connects the northern parcel to our proposed development. As the adjacent land owner we are in agreement that the proposed improvements are acceptable and wish for them to proceed. We have hired Rolf Pruess & Associates for this application and questions can be directed to them at (206) 624 -1669. Sincerely, Mark McKallur Vice President RECEIVED CITY OF TUKWILA i 71 MAR ? a 1999 PERMIT CENTER P. 1280 South 192JN Street • Suite 900 • Seatl1Y. Wash1o81ao 89149 • Tr aauc 200 / 241J7A1 • Fusion 200 / 246.8154 Architects and Planners Ms. Joanna Spencer CITY OF TUKWILA Department of Public Works 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Re: Public Works Department Comments Dear Joanna: March 22, 1999 We resubmitted our drawings and corrections as per your comment letter dated February 23, 1999. Please let us know right away if there is anything else that we may be missing. We are way behind schedule and cannot afford any surprises! f Preus 'tect/ RP:ce 1809 7th Avenue Suite 1000 Seattle, WA 98101 206.624.1669 tel 206.626.5324 fax RECEIVED CITY OF TUKWILA MP 261999 PERMIT CENTER RO.L.F`PREUS'S'ASSOCTATE:S Architects and Planners Ms. Joanna Spencer CITY OF TUKWILA Department of Public Works 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Re: 52nd Ave. South Office Building, Tukwila Permit Number D98 -0300 Dear Ms. Spencer: March 18, 1999 REVD CITY OFT UEKWILA MAR 2 6 1999 RERMIIT CENTER I am responding to the architectural portions of your February 23, 1999 Comment Letter regarding our December 31, 1998 resubmittal of drawings on the above referenced project. Item No. 1 We have redesigned the two driveways to conform with Mr. Gary Barnett's directions to 30' -0" width each, per his sketch. Item No. 3 We have increased the sidewalk width to 6' -0" and moved it out to the curb between the two driveways. We have tapered the walks to the north and south of the driveways to adjust to the walks serving the properties to the north and to the south. Item No. 10 Reference is made to several items pending from your November 16, 1998 comment letter: Item No. 10 (11/16/98) ST Corporation owns both properties. Please refer to copy of letter which confirms this and is attached. Item No. 20 (11/16/98) We are resubmitting the Landscape Irrigation Plan (sheet L2) which has been corrected to conform to the sidewalk and drive- way revisions. A back -flow preventer is included (see tie - in detail). 1809 7th Avenue Suite 1000 Seattle, WA 98101 206.624.1669 tel 206.626.5324 fax Ms. Joanna Spencer March 18, 1999 Page 2 This completes the architectural portion of the public works com- ments in your letter. Please call if you have further questions or comments. Sincerely, ROLF ARCH REU TECTS ASSOCIATES PLANNERS Richar• W. RWM :ce Attachments Architect RECEIVED CITY OF TUKWILA MAR 2 6 1999 PERMIT CENTER King County Wastewater Treatment Division Department of Natural Resources 821 Second Avenue M.S. 130 Seattle, WA 98104 -1598 March 11, 1999 Pat Brodin City of Tukwila Public Works Department 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Sanitary Sewer — 52nd Avenue South Building Dear Mr. Brodin: RECEI VED MAR 1 5 RECD PACIFIC ENGINEERING 9564 5.2 ,10 95558 9 -1 RECEIVED CITY OF TUKWILA MAR 2 6 1999 PERMIT CENTER Satisfactory certification, pursuant to terms of the County Ordinance 95 -623 (superseding Metropolitan Council Resolutions No. 2933 and 2698), and construction plans for the above project have been submitted and reviewed. The plans are hereby approved, subject to the following: 1. . Eric Davison of this office (phone 684 -1707) shall be notified at least two working days prior to construction in the vicinity of the County's Tukwila Freeway Crossing Manhole M -5. 2. During construction, no debris shall be allowed to enter the. County's Tukwila Freeway Crossing Manhole M -5. 3. The manhole shall be unloaded all around or structurally supported during construction to avoid unbalanced soils loading. 4. Plans for dewatering adjacent to the County's facilities shall be submitted to Eric Davison (phone 684 -1707) for the County's review and approval at least five days prior to construction. Q9$ -030a CLEAN WATER — A SOUND INVESTMENT . Pat Brodin March 11, 1999 Page 2 5. The connection to the County's Tukwila Freeway Crossing Manhole M -5 shall not be backfilled until it has been inspected and approved by the County. 6. The County does not guarantee the location, pipe diameter or invert elevation; therefore, field verification is recommended prior to construction of drop connection. 7. The 6 -inch drop connection shall be plugged and not put into service until the tributary system has been cleaned, inspected, tested, and approved by the City of Tukwila. In accordance with the County's Rules and Regulations, it is requested that the County be furnished with a copy of the "Contractor's Notice to Proceed" and, upon completion of the project, a copy of the test results. VeryP truly yours, Lee Miller Acting LPA Coordinator LM:lm cc: Washington State Department of Ecology Pacific Engineering Design, Inc. RECEIVED CITY OF TUKWILA MAR 2 t; 1999 PERMIT CENTER City of Tukwila John W Rants, Mayor March 8, 1999 Department of Community Development Steve Lancaster, Director Richard Mayo, Architect Rolf Preuss Associates 1809 - 7th Avenue, Suite 1000 Seattle, WA 98101 Dear Mr. Mayo: RE: CORRECTION LETTER #2 Development Permit Application Number D98 -0300 52 Avenue South Office Building 15208 52 Av S This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Planning Division and Public Works Department. At this time, the Building Division and Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, /14,614_ 1 Brenda Holt Permit Coordinator encl xc: File No. D98 -0300 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 `z City of Tukwila Department of Public Works PUBLIC WORKS DEPARTMENT COMMENTS John W. Rants, Mayor Ross A. Earnst, P. E., Director DATE: February 23, 1999 PROJECT NAME : 52 Ave So Office Building PERMIT NUMBER : D98 -0300 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179 if you have any questionsregarding the following comments. 1. Show City of Tukwila Commercial Driveway detail RS -9 on plan. Driveway width shall be a 25 foot minimum and 35 foot maximum. Your plan , sheet C2, calls for 20 foot wide driveway width which doesn't meet Public Works standards. Please widen the driveway or submit a written request to Public Works for deviation from Public Works standard (approval not guaranteed). 2. Retaining wall along the south propety line runs next to an existing 3 foot sanitary sewer easement. Section B -B on Sheet C8 shows retaining wall foundation encroaching into 3 foot wide easement. Please move the retaining wall to the north so it's foundation will not encroach into 3 foot sanitary sewer easement and label the easement on Section B -B, sheet C8. 3. New sidewalks shall be 6.0 feet wide and shall be placed against the curb. Please revise sidewalk location on sheet C2 and section A -A on sheet C8. Roadway pavement section shall be revised to consist of: -3" compacted depth of CL "B" asphalt concrete pavement. -4" compacted depth of crushed surfacing top course -12" compacted depth of crushed surfacing base course - compact subgrade to 95% of maximum density. 4. Vent pipe shall be on both ends of CMP DENTENTION TANK - Section 8 on Sheet C8 shows the vent pipe only at one end of the tank. The 72" 0 CMP pipe shall have pipe treatment #II. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Far (206) 431-3665 ( 5. Please cross reference on plan where pavement section 13 on sheet C7 occurs. Where is the 68.0 ft dimension on plan, and where are carports? 6. Earthwork quantities are shown on sheet C -2. However, soils engineer information cannot be found on sheet C -2. Please state title and date(s) of the report along with name and phone number of the geotech firm. Does the earthwork quantities reflect the latest geotech recommendations? 7. Letter of approval from KC Metro will be required for sanitary sewer connection to Metro manhole. 8. Sheet C5, delete City of Seatac /King County reference from note #18 and substitute ValVue with Tukwila in sanitary sewer note. #1 since it is Tukwila sewer system revise water note #3 to read: Fire service and detector double -check valve assembly to be installed by certified fire prevention contractor. A separate miscellenous permit from Public Works is required for DDCVA. 9. DDCVA will be installed in a riser room within the building. Please move the fire department connection anc; PIV to be in -line with the riser room which is located in the north- west corner of the building. 10. Items #10, 13, 20, 23 and 24 (refer to November 16, 1998 Public Works comments letter and December 30, 1998 Pacific Engineering response letter), are still pending. Please note that street lighting plan for street lights in the R.O.W: shall be separate from the landscaping plan. Page of 1 RECORD OF TELECON ❑ To From ❑ Return Phone: (wb) eaZ4- (4,0. &. ) Name: ,.?:;2_t_,-- '(Zt2 114.5 Firm / Organization: "Ke-L'(L T ck.2- n-e. \� Subject: C-- -1--i a-# -rt.? Nt 1.0 ∎. L- \ / By: & ) rLi.c 2, th.\.... L) Other Party: FileNo.: ZA -`)i %- ozz_ ova._ o\ REID MIDDLETON: Date: Route to: Time: �k 147 4-r7 41S -03oa - SeicJ`-f' -1-0-griA6,w 4,4 Pc - rvi& -r Co.4-r''4&& t/v—> Goc9 7e g-- ACTION REQUIRED Deadline (Date) Responsibility (Last Name) To 0 From 0 Return Phone: Name: Page_L_ of RECORD TELECON E PA Firm / Organization: (,/Z- Subject: "1--e Aft/ Date: //09Time: 5 ii0A Route to: File No.: By: FPS REID MIDDLETON: Other Party: C-0141 ExlrY 0-ig (-?J (J/.$ -ar 3 I Aie;&t) -z i 0' /Ais-re,epoc--- AA" 5 -1/. CoieecAe.—. r4fickitilo H/27-'P77 411i6,41 e 114e 5'64,44) Ote- S C4,11,1ex,rs IS 7-4 (e_) 14 J/6-6– ACTION REQUIRED Deadline (Date) Responsibility (Last Name) February 19, 1999 File No. 24 -98- 022 - 014 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal 52nd Avenue South Office Building (D98 -0300) Dear Mr. Griffin: RECEIVED CITY OF TUKWILA FEB 1 9 1999 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed for your records are the drawings, structural calculations, geotechnical report, and correspondence from the engineer. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. David B. S *anson, P.E. Ferron P. Smith, E.I.T. Direr -tor, Structural Engineering vll\ se\ planrevw \tukwila\98\t014r2.doc\fps Enclosures Plan Review Engineer cc: Mr. Richard Mayo, Rolf Preuss Associates Engineers Planners Surveyors Reid Middleton, Inc. 128 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 4, City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director February 11, 1999 Dick Mayo Rolf Pruess and Associates 1809 - 7th Ave, Suite 1000 Seattle, WA 98101 Re: 52nd Ave S. Office Building (D98 -0300) Dear Dick: Thank you for submitting the revised building elevations on January 29, 1999 showing the wall mount lighting placed in the location approved by the Board of Architectural Review (BAR). The remaining condition imposed by the BAR to be fulfilled is the choice of glass and mullions. Rolf Pruess brought in several samples which were reviewed by me. The dark bronze mullion and green non - reflective glass sample was taken to your client for approval. Prior to completing my approval of the referenced building permit, I will need to confirm these names and product numbers. Please be aware that all City Departments have not completed their review. The preliminary letter that I sent on January 19, 1999 was to help you to address Department of Community Development issues only, based upon the plan set submitted on January 6, 1999. The Public Works Department has not yet completed their review of that plan set. Upon completion of their review, a Letter of Correction will be sent out detaining my earlier comments and comments from other departments, if other corrections need to be made. Following the receipt of this correction letter is the only time which revisions may be submitted. If you have any questions about my comments, feel free to contact me at (206) 431 -3685. If you have questions about the revision and correction letter process, please contact the Permit Center at (2056) 431 -3670. Sincerely, Michael Jenkins Associate Planner 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 a Architects and Planners Transmittal TO: t \J k D 51).) R I S O S 'ZE 1 D f--U DDL2 l o N) 12a l344Atl S T . S co S tJ 1 i e 'Zoo t,-)A cD2j2.O�" Phone 4-as-14- 4l 3 ,50o Fax Phone 4-25 14- L 390 O CC: C DDS —o3oo) Date 9 , Q9 Number of pages including cover sheet FROM: SC0 P, v \S 1809 Seventh Avenue Suite 1000 Seattle, WA 98101 Phone (206) 624 -1669 Fax Phone (206) 626 -5324 REMARKS: ❑ Urgent [ For your review ❑ Reply ASAP ❑ Please Comment C/..)o ( i D C T cstoc/1 c2.,eQk Eu D 4 Orr e 1JCnt N EQ21►J Cr ,o(? X2 JG Res Por�SE; LE 2 F(LoF- A k -i E(L t NS F-0 2 � � ti � t + L ►� G- w E\ LLF C�d� I.C. U l.,lQ � � o (.a.) S 5 o R..0 V is o S'CYZUC� V 2� L. p2�` UEC EilP FEB - REID h. (Ir City of Tukwila la John W. Rants, Mayor Department of Community Development Steve Lancaster, Director PRELIMINARY REVIEW COMMENTS FILE: D98 -0300 APPLICANT: 52nd Ave S. Office Building DATE: January 20, 1999 The Department of Community Development, Planning Division, has completed its review of the application materials you submitted on December 31, 1998. The following comments and / or corrections must be addressed before we can recommend approval of your permit: • The directional wall mount lighting must be moved from the parking garage level columns to the first floor columns between the window frames. A copy of the elevations approved by the BAR showing this feature is attached. • As trees are being removed from a slope in excess of 20 %, a Tree Permit is required to be reviewed and approved prior to the issuance of a development permit. This requirement was indicated in my September 23, 1998 memorandum. A copy of a Tree Permit application is attached. • I reviewed the color and material samples for the walls, windows and mullions. The non - reflective green glass and dark mullion was recommended. Please re- submit these materials once they have been reviewed and approved by your client so that the number and name of the materials can be indicated on your plans. Please be aware that you will probably receive comments and /or corrections from other City departments as well. When you re- submit your corrected plans for further review, your re- submittal must respond to the comments of all City departments concurrently. You will know when you have received the comments from all departments involved in the review and approval of your project when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re- submittal until after you have received the Correction Letter reflecting all departmental comments and correction. In the meantime, if you have any questions regarding the Planning Division comments and corrections, please contact Michael Jenkins at (206) 431 -3670. If you have any other questions regarding the status of your permit application, please contact the Permit Center at (206) 431- 3670. cc: Permit Center Reviewing Departments Gary Barnett, Senior Development Engineer 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 { I I rACIFIC ENGINEERING DESIGN INC. ' CIVIL ENGINEERING AND PLANNING CONSULTANTS December 30, 1998 Ms. Joanna Spencer City of Tukwila Department of Public Works 6300 Southcenter Blvd. Tukwila, WA 98188 SUBJECT: Response Letter 52nd Office Dear Joanna: This letter is in response to your November 16, 1998 comment letter. Each item is in the same order as your letter as follows: Project No. 95 -64 1. The two commercial driveways have been dimensioned to 20 feet wide. The driveways have been revised to include a 21.5' radius per the Fire Department comments. The standard City of Tukwila driveway detail has been added to the plans. 2. The applicant will apply for separate retaining wall permits. This note has been added to sheets A -1 and C -2. 3. Retaining wall cross sections have been added to both civil and structural plans. Retaining wall footing drains will be day - lighted near the bio -swale outlet. 4. The applicant will provide a copy of easement AFN 5867175. 5. All rockeries have been eliminated. Retaining walls will be utilized in two locations. One small section near the front entry of the building and a larger section along the southerly property line and bio - swale. CT Engineering has prepared structural plans and calculations for these walls. 6. A note has been added to the plans instructing the contractor to replace any broken curb or cutter sections as directed by the Utility Inspector. 7. Section A -A on sheet C -2 is shown on sheet C -8. A reference has been included next to the section. CITY OFETUKWILA DEC 3 1 1998 GREG A. DIENER P.E. JOHN R. NEWELL P.E. PERMIT CENTER PO3OO RICHARD A. TOMKINS P.E. 4800 S. 188TH ST., SUITE 360, SEATTLE, WASHINGTON 981 BB FAX/431-7975 206/431-7970 Ms. Joanna Spencer 52nd Office - 2 December 29, 1998 8. The storm drain line that was originally located under the building has been located to the east outside the building. Runoff will be routed from the strip drain directly to the detention system. The line has been located per the King County Surface Water Design Manual. 9. Three off -site fire hydrants have been shown on the plans. Their locations relative to the site have been shown. 10. The architect is preparing a detail that reflects the reconstructed steps. The applicant will provide a written agreement between the adjacent property owner and owner of this property to perform said work. A sidewalk will be placed inside of the planter strip. 11. A note has been added to the plans that indicated the existing power vault is to remain and its top be adjusted to grade. 12. A note has been added to the plans indicated that the overhead power and communication lines will be placed underground. 13. Transportation Planning and Engineering is preparing street lighting plans and calculations. They will coordinate with Mr. Ted Freemire. 14. The earthwork quantities have been added to the plans on sheet C -2. A copy of the soils report has been added to the storm report. The soils engineer information has been added to the plans. 15. A note has been added to the plan to reflect the demolition permit. Sheet C -3a has been added to the plans, which will be used for this permit. 16. The building sewer system will be connected to the existing joint use main located in 52nd Avenue SE. Coordination with Eric Davison, METRO 206 - 684 -1707 was made to determine the method of connection. An outside drop will be constructed at the existing manhole. Metro details have been added to the plans. Material and installation notes have been added to the plans for the water connections. The DDCVA will be installed in a riser room within the building. The plumbing plans will detail this system. 17. The notes on sheet C -5 have been revised to reflect City of Tukwila only. 18. The detail on sheet C -7 has been revised to reflect a maximum rockery height of 4 feet (even though rockeries will likely not be utilized). Ms. Joanna Spencer 52nd Office - 3 - December 29, 1998 19. The King County guidelines (4.4.5 -1 minimum access requirements) indicate that access spacing shall not exceed 100 feet. The proposed tank system has three access points. Each access is within 50 feet of the other. The pipe treatment has been noted on the plans. The shear gate lift rod had been shown with a 1 -inch diameter. 20. The applicant will submit an irrigation plan. The streetlights will be coordinated on this plan. 21. The revised civil, utility, landscape and architectural plans will be resubmitted with the redlines. 22. The storm report has been revised per your comments. The redlined report will be included with the resubmittal. 23. The traffic report is being prepared and will be submitted by the applicant. 24. Mr. Nick Olivas, Tukwila Fire Department 206- 575 -4407 has been contacted. Mr. Olivas needs this certificate to determine fire flow availability and if a fire line loop is required. Water District 125 has prepared the certificate. A copy has been forwarded to Mr. Olivas. A Developers Extension Agreement needs to be applied for through Mr. Dave Nutley, at PACE Engineering. This completes the list of comments on your letter. Please call if you have any further questions or comments. Thank you. Sincerely, PACIFIC ENGINEERNG DESIGN, INC. &dap- Bill Orth Project Manager BCO:Ikn cc: Rolf Preuss - Rolf Preuss Associates PACIFIC ENGINEERciG DESIGN INC. CIVIL ENGINEERING AND PLANNING CONSULTANTS 4800 S. 1 BBTH ST., SUITE 360 SEATTLE, WASHINGTON 981 BB (206) 431-7970 FAX:431 -7975 TO CA 1---7 l FETTER 0P 4pQGl @do m DATE ' ✓ , G ?y 4,-- S(�(i/r%-1 JCB NO. QS-CO / (l7eS7'-1 704 ATTENTION ,--stimi n f PROJECT: 5 z rir) C^.iese-c% C. et /o, R-rE visrc r/i A1_ s/f,-T5 7_ C. -7Z it S-r . r PT We Are Sending You: VIA: ❑ Blue Prints Copies ❑ Other ❑ Fax Sheets Including Letter of Transmittal ❑ Mylars /Vellums ❑ Disks I' Engineering Xerox ❑ Courier _ Hour Delivery ❑ Mail Printing: '' IN HOUSE ❑ REPROGRAPHICS ❑ Other /4 t'{D G a?7 COPIES DATE NO. 4- r } /o, R-rE visrc r/i A1_ s/f,-T5 7_ C. -7Z it S-r . r PT I - - LIZ -ra j 0 J r7 S, (71-g U n' . S- r a--1_ a/sPO t T - 41/4/11 Or?» L4 trim_ t,,Ae -rrvz . . cf„?/•%, These Are Transmitted As Checked Below: ❑ As requested ❑ Approved as submitted ❑ For your use ❑ Approved as noted or approval ❑ Returned for correction ❑ For review and comment 0 RECEIVED Ca' OF TUKWILA DEC 3 4 8998 COPY TO. SIGNED. If enclosures are not as noted, kind /y not /fy us at once FOR OFFICE USE ONLY 5130 5135 5136 5137 5150 5155 5160 5165 5166 December 29, 1998 Kyle A. Wong, Plan Review Engineer Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Wa. 98204 RE: 52nd Avenue South Office Bldg. (D98 -0300) 15208 52nd Ave. So. Dear Mr. Wong, pa,,9. -CI L(. Attached are revised construction documents for the above referenced project. We have made corrections to the drawings in accordance with your Correction Notice dated October 2, 1998. Specifically the correction and/or comments are as follows: 1. SI, Inspection, has been revised to indicate the welding of reinforcing steel. 2. SI, Reinforcing Steel, the 10" wall reinforcing indicates #4 @ 16" EF (each face). The each face implies a double curtain which does comply with the minimum reinforcing requirements of UBC 1914.3.3. No revision necessary. 3. Si, Sawn Lumber, the Beam & Post Fc allowable compression stress has been revised to indicate 1000 psi. 4. Response by others. 5. I have reviewed the plans and believe I have clarified the incomplete beam and column information 6. 11/S7 the footing width has been revised to indicate 4' -0". 7. 11/S7 indicates 44 @ 10 EF which equals 0.48 sq in per foot which is excess of the 0.38 sq in. required. No revision necessary. 8. It is my understanding that the UBC Appendix 1641 has not been adopted by the City of Tukwilla. And therefore this correction is not applicable. However, I have attached a calculation of the snow drift for your information. I believe Snow Drifting is not a governing load case at this location. 9a, 9b, & 9c. Calculation for the identified drag beams/drag struts are attached. 10a, & 10b. Calculations for the identified beams/drag struts are attached. 11. S4, The W21x beam designation (B2 -20) has been revised to a W24x 55. See the attached calculation. 12. S4, The W16x beam designation (B2 -32) has been revised to a W12x19. See the attached calculation. Structural and Civil Engineers 180 Nickerson St. Suite 302 Seattle. WA 98109 (206)285 -4512 Fax: 285 -0618 cteng ®nwlink.con ECEOWE FEB -9 1998 REID MIDDLETON 1 Page 2 December 29, 1998 13. S4, The W16x beam designation (B2 -33) has been revised to a W18x35. See the attached calculation. 14 S3, The missing beam designation (81 -41) has been indicated. 15a. S2, The beam calculation, 81-8, has been revised. See the attached calculation. 15b. S2, The beam designation (B1-10) has been revised to W21x44. See the attached calculation. 15c. S2, The beam designation (B1 -19) has been revised to W24x55. See the attached calculation. 15d. S2, The beam designation (B1 -20) has been revised to W24x55. See the attached calculation 16. The identified beams are part of moment resisting frames. See the previously submitted lateral calculations for Frame P. 17. Beam B1 -34 has been deleted and a column added in its place. 18. Beam B1-40 has been deleted. See the attached partial framing plan over the crawl space and calculations. 19. A calculation for B1 -38 is attached 20a. Calculations are attached for details 1 & 2/S6. 20b. I have design the connections per UBC 2213.6 item 2 and therefore the panel zone requirements of UBC 2213.7.2 is not applicable. See 20a. above. 21a. Attached are calculations indicating the diaphragm unit shears complying with the diaphragm connection restrictions. 21b. Attached are calculations indicating the required diaphragm chords and drag struts forces considering independent movement. The entire exterior of the building is ringed with steel beams (diaphragm chords). Page 3. December 29, 1998 22. Attached are calculations for wall 12.8. I believe that this resolves all.of your concerns which are necessary to complete the structural plan review. If you have any further questions, please call. Sincerely Yours, CI' Engineering cc: R Preuss Architects and Planners 1809 7th Avenue Suite 1000 Seattle, WA 98101 206.624.1669 tel 206.626.5324 fax December 18, 1998 Mr. Bob Benedicto Plans Examiner - Building Division City of Tukwila Dept, of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 RE: 52nd Avenue Office Building 15208 - 52nd Avenue South FILE: D98 -0300 Dear Bob: With reference to your Plan Check Correction Letter dated September 25, 1998 and received on November 24, 1998, the following is our narrative response in itemized form: 5 1) ii .— _ 1-177 ' (T--- t-4 6 0 I 12,4 i- v \' 0712 `)';124 . c,: .1 —1 0 t _ Di to d 1 ,.� -3 J 0 i 1 Q 1. Sheet A -8, A -15 and new sheet A -16 have been revised to indicate a one hour fire separation. The listed assembly proposed is NER -148, assemblies 1 -3 and I 6, We have removed the crawl space vents from the wall of the garage area and have noted this on sheet A -2. O k roe. C) CNIT 2. Sheet A -8 has been revised to indicate one hour listed fire assemblies between first and second floor office areas and the second floor roof/ceiling ,'11 construction. The floor /ceiling listed assembly proposed is the NER -148 v)61 I assemblies 1 -6 and 1 -3. The roof/ceiling listed assembly proposed is NER- 148, assembly 1 -1. 3. Sheet A -10 has been revised to add details of the steel tube columns. The steel tube columns in the garage area are proposed to receive a minimum of one inch of concrete cover in accordance with UBC table 7 -A, as shown in detail 1. The office level steel tube columns are proposed to receive 5/8" GWB in accordance with ANSI/UL263 (BXUV) design no. X528 -A, as 0 ( K shown in detail 2. 4. Proposed construction of interior partitions and stair enclosure partitions are D, K shown on new details 3, 4 and 5 on sheet A -10. 5. The dimensions requested have been indicated on sheet A -12. Q ( K , CITY OF ETUKWILA DEC 3 .1 1998 PERMIT CENTER 19O3oo • 6. Areas of evacuation assistance have been designated and space provided on both office floors at both stairways. See note and locations on sheet A -3 and locations on sheet A -4. 7. Open risers on lobby stair have been omitted. 8. A van accessible parking stall has been designated on sheet A -2 complying with the required dimensions of clearance and a "Van Accessible" identification sign has been indicated on plans. 9. Barrier free parking stalls have been revised to have identifying signs. The signs have been detailed on sheet A -1 and parking stalls have signs indicated per UBC on that sheet. 10. We have redesigned the entry storefront system to incorporate insulated sidelights in aluminum frames on sheet A -13. 11. We have recalculated the glazing area calculation using corrected wall area numbers and find we are at 31.5% glazing. We have corrected the envelope requirements on the cover sheet to compensate for the revised criteria. 12. The electrical design is to be bidder design. We have made notations on the added reflected ceiling plans regarding compliance with the requirements of the Washington State Residential Energy Code. 13. Special inspections are covered with a note on sheet S -1 under "Inspection." The owner will be employing Cascade Test Laboratory, Inc. for special inspections. The corrections noted have been made to the appropriate drawing sheets. If you are in need of more information or clarification, please contact me. Sincerely, Richard May chitect ROLF PREUSS ASSOCIATES C'0,l`F -PREIJS5-A- S;SOCIATES• Architects and Planners Mr. Michael Jenkins Plans Examiner - Planning Division 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 RE: 52nd Avenue Office Building 15208 - 52nd Avenue South FILE: D98 -0300 Dear Michael: December 8, 1998 With reference to your Plan Check Correction Letter dated September 23, 1998 and received on November 24, 1998, the following is our narrative response in itemized form. 1. The Landscape Plan ,sheet L -1, has been revised to show that the plantings approved by the Board of Architectural Review have been re- established between the upper parking lot and the main entry walkway from 52nd Avenue. 2. The Building Elevations, sheets A -6 and A -7, and the Reflected Ceiling Plans, Sheets A -16 and A -17, now show the location of all exterior wall mounted two directional light fixtures that were originally approved by the Board of Architectural Review. 3. Please see re- submitted color board and material samples originally approved by the Board of Architectural Review. 4. Included with this submittal is a copy of the Civil Composite Utility Plan, sheet C -1, showing two foot contours of existing and proposed topography, delineation of slopes 20% or greater, trees within the 20% slope to be removed, trees to be retained and a tree replacement calculation. Also see Landscape Plan, sheet L -1, for replacement tree locations. 5. Please see glass submittal for review and approval. 6. ST Corporation, developer and owner of the 52nd Avenue Office Building, also owns the north adjacent parcel. Included is a letter from ST Corporation for your review and approval describing the shared parking between the two properties. 1809 7th Avenue Suite 1000 Seattle, WA 98101 206.624.1669 tel 206.626.5324 fax RECEIVED CITY OF TUKWILA DEC 3 1 1998 PERMIT CENTER m 0 7. The Site Plan, sheet A -1, now shows a painted walkway in the north parking lot connecting the access stair from adjacent parcel to the north with the proposed 52nd Avenue project. 8. Because of structural considerations we had to delete the concrete columns at the lower parking level and use concrete walls and piers. Note that the horizontal banding of these features blends with the rest of the building theme. The corrections noted have been made to the appropriate drawing sheets. If you are in need of more information, or clarification please contact me. ely, colt Davis - Architect City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director November 23, 1998 Mr. Richard Mayo Rolf Preuss Associates 1809 - 7th Avenue, Suite #1000 Seattle, Washington 98101 Dear Mr. Mayo: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0300 52 Av S Office Building 15208 52 Av S This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division, Planning Division and the Public Works Department. At this time the Fire Department has no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, LQ 1Qtrfl Kelcie J. Peterson Permit Coordinator Enclosures File: D98 -0300 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax- (206) 431-3665 City of Tukwila Department of Public Works John W Rants, Mayor PUBLIC WORKS DEPARTMENT COMMENTS Ross A. Eamst, P. E., Director DATE: November 16, 1998 PROJECT NAME: 52 Ave S Office Building PERMIT NUMBER: D98 -0300 (Traffic Analysis Requirements) PLAN REVIEWED Contact Gary Barnett at (206) 433 -0179 if you have any questions <�I regarding the following comments. The proposed project has received SEPA clearance and BAR approval for an office building at this location. A two page letter report summarizing traffic generation was prepared at that time. The applicant now seeks a City of Tukwila building permit. Building permits are subject to compliance with the City Traffic Concurrency Ordinance. A detailed traffic analysis to meet the requirements of the Traffic Concurrency Ordinance is required. Contents of the analysis shall include the following: 1. Trip Generation 2. Trip Distribution 3. Distribution of trips through any intersection that receives five or more peak hour trips. 4. Determination of traffic mitigation fee bases on City's traffic mitigation fee schedule. ' 5. Calculation of total fee mitigation required for traffic mitigation. 6. Evaluation of pedestrian and transit facilities in and adjacent to the proposed site. 7. Analysis of on site circulation and driveway operation. 8. Identification of any potentially hazardous or unsafe traffic conditions in the vicinity of the project. 9. Any recommended improvements, design requirements or mitigations proposed to comply with the City's-Traffic Concurrency Ordinance. The Concurrency Ordinance specifically requires development to meet level of service standards and also not create unsafe traffic conditions. 1 or 5' 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax (206) 431-3665 An intersection requiring specific level of service analysis that is not on the City's Traffic Concurrency List is the intersection of 52nd Ave S and S 154th Street. The analysis should indicate the current level of service, future level of service with the project, and future level of service with vicinity build out to current zoning conditions. The area that contributes traffic to S 52nd Ave. intersection currently operates at a poor level of service. The additional traffic from this project and other developments in the vicinity will potentially cause a degradation in level of service, poor operational characteristics, or unsafe operation. The analysis should consider the installation of a traffic signal and revision to channelization on both the through and /or side street. The expected outcome of this intersection analysis will be the schematic design of additional turn or refuge lanes on both the through and side streets to improve individual movement level of service, reduce delay to the majority of movements, and increase opportunities for safe gap acceptance. If geometric improvements do not result in an acceptable intersection operation, a traffic signal may be needed. Regardless of which scenario provides an acceptable level of service, operations, and safety, the analysis should identify the additional parcels that would be benefiting from the improvements at the intersection of S 154th and 52 Ave S. This information will be used to determine a mitigation program that meets short term and long term traffic needs at the intersection while providing for equitable sharing of traffic improvements that will benefit several developable parcels. Please contact Gary Barnett, Senior Engineer Development, at 206 - 433 -0179 if the analyst has any questions. Additionally, Mr. Barnett can provide data on current and available land uses for the "traffic shed" in the vicinity of the proposed office building. City of Tukwila John W. Rants, Mayor Department of Public Works Ross A. Earnst, P. E., Director PUBLIC WORKS DEPARTMENT COMMENTS DATE: November 16, 1998 PROJECT NAME: 52 Ave S Office Building PERMIT NUMBER: D98 -0300 S PLAN REVIEWER: `1' Contact Joanna Spencer at (206) 433 -0179 if you have any questions regarding the following comments. 1. Dimension driveways width. Maximum commercial driveway width is 35 feet and we suggest 30 feet. Show C.O.T. commercial driveway detail on plans for each driveway. 2. Retaining walls over 4 feet high require a separate permit - please add a note on sheet Al and C2 for both retaining walls. 3. Show retaining walls cross - sections. Where does the retaining walls storm drainage system tie into? 4. Sheet C2 calls for a three foot sanitary sewer easement per AFN 5867175, please submit a copy of the above easement for Public Works information. 5. Maximum rockery height shall be 4 feet. Sheet C2 calls for maximum 11 feet high rockery around the proposed bio- swale. Please use an engineered wall in lieu of rockery. 6. Any broken sections of existing curb /gutter shall be replaced by new as directed by the Utility Inspector. 7. Sheet C2 calls for installation of new A.C. pavement per section A -A. Please specify on what sheet as no section A -A can be found. 8. Storm drainage pipe between CB #3 and CB #2 shall be located outside the building perimeter. The strip drain can be extended to the building corner at the NE corner and the new stretch of storm 3 OF5� 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax (206) 431-3665 drain pipe can be connected directly to CBMH #4, therefore eliminating CB #2. Use KCSWDM criteria for locating pipes near structures. 9. Show location of the closest fire hydrants to the north and to the south of subject property to comply with TMC required spacing. 10. Sheet Cl and C2 calls for grading work and rebuilding the existing steps on the adjacent property to the north. Please submit a license to construct or a written agreement from the adjacent property owner allowing these construction activities to take place. Show detail of how existing steps shall be rebuilt and where the steps landing tie into. Sheet C2 shows the existing steps connecting into a proposed planting strip. 11. Sheet C2 calls for existing power vault to remain. in place. Please add a note: power vault shall be adjusted to grade, top of the vault shall be flush with proposed sidewalk. 12. Per City of Tukwila Undergrounding Ordinance, existing overhead power /communication service shall be placed underground. Please revise existing power pole call -out to reflect required undergrounding. 13. Street lighting shall be installed as part of required frontal improvements. Please submit a street lighting plan and street lighting calculations. Applicant shall coordinate street lighting design with Public Works Operation Manager, Mr. Ted Freemire @ 206 -433 -1860. Provide 2 - 2" schedule 40 conduits. Identify power source. 14. Specify earthwork quantities (cubic yards for cut and cubic yards for fill) on plan for land altering activity. Is there a geotech/soils report associated with this development? If yes, please state title and date of the report along with name and phone number of the geotech firm on the plan and provide copy for Public Works review. 15. Sheet C -3, add note - separate demo permit required for removing the existing home and garage. Applicant shall contact the City of Tukwila permit center at 206 -431 -3670 to obtain demo permit. Applicant shall contact Val Vue Sewer District at 206 - 242 -3236 for sewer capping and WD #125 at 206 - 242 -9547 for water capping associated with the demolition. 16. Sheet C4, the proposed 6" sanitary side sewer shall be connected to the existing sewer manhole. 1 1/2" type K copper tubing or high molecular weight black polyethylene pipe with tracewire shall be used for water service. Water pipe to be bedded in pea gravel, sand, or crushed rock (3/4" minus or smaller). The proposed building requires a detector double check valve assembly on the fire sprinkler suppression line. Please specify on the plan if DDCVA will be located in the fire vault outside the building or inside the building, include the size, manufacturer and model number. 17. Sheet C5, delete City of SeaTac and King County Public Works references from WD #125 standard notes. 18. Sheet C7, maximum rockery height shall be 4 feet, please revise detail 6, Public Works rockery standard enclosed. 19. Sheet C8, proposed CMP detention tank requires 2 access risers, specify treatment type of corrugated metal pipe. Revise the lift rod call -out on detail 1 to read 1" diameter solid rod, variable length. (See TPWIDCS detail DS -19) 20. Planning Department requires all landscaped areas to be irrigated. Please submit a landscape irrigation plan with backflow prevention. Show location of proposed street lights on planting plan to avoid conflicts. Plantings when mature shall not obstruct street lights or cause sight distance restrictions. 21. Provide a copy of revised civil sheets, utility plans for serving districts, landscape plans and architectural site plan together with original redline plan sheets. 22. Please revise drainage report as noted and associated drainage plan. Provide copy of City's markup report with resubmitted. 23. Refer to separate memo for traffic analysis requirements. 24. Contact Tukwila's Fire Department for water main looping requirements in S 151 street. cc: Gary Barnett, Public Works Senior Engineer Nick Olivas, Fire Department Michael Jenkins, Planning 728134th Street SW • Suite 200 Everett, Washington 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 i4: DATE I04 798. FROM K"` L 4- 0.9,\)c7 Fax TO C-«' 'P-1> 1).--L6`40 PROJECT SZ NL> 4 S • e ?1cz- Y.-cx ORGANIZATION F -VS5 A- c414-1--Es FILE N0. FAX NO. ( 24(t ) Cpl ' •- S3Z4 CITY SUBJECT MESSAGE: F1A334`5C ._. Y1 /V C> l "F .... L �v 5+4.4 miter -- lG-7,0 1, `Li - Fe}-- 1 � PLOJ- _ .. . F s./o-V t 9-✓r, /4( a)cs'cZCrv� C- c/tt- t-... TJ . Yom 7 Please call (425) 741 -3800 if you do not receive ID pages including this cover. October 2, 1998 File No. 24 -98- 022 - 014 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal 52nd Avenue South Office Building (D98 -0300) Dear Mr. Griffin: RECEIVED CITY QF T JKWILA ti 519gt We reviewed information for the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed: General and Foundation 1. Sheet S 1, Special Inspection Note, should address the welding of reinforcing steel as specified in UBC Section 1701.5.5.3. 2. Reinforcement Notes on Sheet S1 specify #4 bars at 16 inches on center for a 10 inch thick wall; however, this does not meet the minimum area of steel required by UBC Section 1914.3.3. 3. The Sawn Lumber Beams and Posts note specifies a Fe for DF -L No.1 equal to 145; however, NDS Table 4D specifies a Fe equal to 1000 psi. 4. The geotechnical report should address the potential for soil liquefaction and soil strength loss during earthquakes as specified in UBC Section 1804.5 5. There are numerous incomplete beam and column callouts. Please verify all columns and beams are called out correctly. 6. Detail 11 /S7 calls out a footing width of 3 feet; however, the calculation page for wall X.1 requires a width of 4 feet. 7. Calculation page for wall X.1 requires an area of steel for shear reinforcement equal to 0.38 square inches; however, 0.20 square inches ( #4 bars at 12 inches) are shown on Detail 11 /S7. EnGineerr Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Duane Griffin City of Tukwila October 2, 1998 File No. 24 -98- 022 - 014 -01 Page 2 Vertical 8. Sliding snow and snow drift should be included in the roof framing design, as specified in UBC Appendix 1641.1, in compliance with City of Tukwila requirements. 9. Calculations qualifying the following beams on the Roof Framing Plan, Sheet S5, should be submitted for our review: a) The W9 x 12 beam along Grid P.S. b) The W14 x 26 beam along Grid Y.S. c) The beams along Grid K. 10. Calculations qualifying the following beams on the Second Floor Framing Plan, Sheet S4, should be submitted for our review: a) The W12 x 14 beam along Grid P.S. b) The beams along Grid K. 11. The Second Floor Framing Plan, Sheet S4, calls out a W21 x 50 beam on Grid 21 between Grids P and R; however, calculation page B2 -20 requires a W24 x 55 beam. 12. The Second Floor Framing Plan, Sheet S4, calls out a W16 x 26 beam on Grid K between Grids 8 and 14; however, calculation page B2 -32 requires a W16 x 31 beam. 13. The Second Floor Framing Plan, Sheet S4, calls out a W16 x 26 beam on Grid N between Grids 8 and 14; however, calculation page B2 -33 requires a W16 x 31 beam. 14. There is a missing beam callout on Sheet S3, First Floor Framing Plan, at Grid Y between Grids 6 and 9. 15. The following beams on Sheet S3, First Floor Framing Plan, do not correlate with the submitted calculations: a) The W18 x 35 beam along Grid 8 between Grids E and K, calculation page B1 -8, requires a W21 x 76. Reid iddletoq Mr. Duane Griffin City of Tukwila October 2, 1998 File No. 24 -98- 022 - 014 -01 Page 3 b) The W18 x 40 beam along Grid 8 between Grids P and R, calculation page B1-10, requires a W21 x 44. c) The W18 x 55 beam along Grid 13 between Grids Y and AA, calculation page B1-19, requires a W21 x 50. d) The W21 x 50 beam along Grid 21 between Grid P and R, calculation page B1 -20, requires a W24 x 55. 16. Calculations qualifying the beams between Grids 2 and 3 at Grids E and P should be submitted for our review. 17. Calculation page B1-34 requires a W21 x 44 beam along Grid P between Grids 4 and 7 on Sheet S3; however, the beam is not shown on the drawings. 18. Calculation page B1-40 requires a W24 x 55 beam along Grid E between Grids 7 and 12 on Sheet S3; however, the beam is not shown on the drawings. 19. Calculations qualifying the W16 x 26 beam along Grid AA between Grids 14 and 18 on Sheet S3 should be submitted for our review. Lateral 20. Calculations qualifying the connections (welded and bolted) on Sections 1 and 2 on Sheet S6 should be submitted for our review. The panel zone of the joints should also be verified according to UBC Section 2213.7.2. 21. The building has a plan structural irregularity Type 2, Reentrant Corners, per UBC Table 16 -M. Therefore, the following items should be considered: a) The one -third increase usually permitted in allowable stresses for elements is not permitted at connections of diaphragms to the vertical elements nor to collectors and connections of collectors to the vertical elements per UBC Section 1633.2.9, Item 6. b) Diaphragm chords and drag members should be designed considering independent movement of the projecting wings of the structure as outlined in UBC Section 1633.2.9, Item 7. It does not appear diaphragm chords are provided around the perimeter of the building. 22. Calculations qualifying wall 12.8 for the lateral forces acting in the north /south directions should be submitted for our review. Reid iddleton Mr. Duane Griffin City of Tukwila October 2, 1998 File No. 24 -98- 022 - 014 -01 Page 4 The review comments listed above should be responded in itemized letter form. We recommend the permit applicant have the Structural Engineer of Record, CT Engineering, respond to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office. A copy of this letter has been forwarded to the architect, Rolf Preuss Associates, for your convenience. Please note that corrections or comments made during the review process do not relieve the project applicant or designer from compliance with requirements of codes, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Middleton, Inc. David B. Swanson, P (61[' Kyle A. Wong, 1✓: Project Manager Plan Review Engineer Q vlf\ wl\ planrevw \tukwila\9$\t014r1.doc\kaw cc: Mr. Richard Mayo, Rolf Preuss Associates .Reid iiddleten TUKWILA BUILDING DIVISION PLAN REVIEW COMMENTS DATE: September 25, 1998 PROJECT NAME: Fifty- second Avenue South Building PLAN CHECK NO: D98 -0300 PLAN REVIEWER: Contact Bob Benedicto at (206) 431 -3670 if you have questions regarding the following comments. 1. The proposed building will be classified as a mixed occupancy building consisting of a Group B, office use over a Group S, Division 3, parking garage. A one hour occupancy separation is required between the two uses. Openings in this separation must be protected by a fire assembly having a one -hour fire protection rating. Designate on the plans the proposed listed assembly to be used for the floor /ceiling assembly between the garage and office area. In addition, show how the protection of opening requirement will be accomplished for the crawl -space vents that open into the garage area. UBC 301, Table 3 -B & 302.3. 2. Designate the proposed listed assembly (on the plans) for the one hour fire resistive floor /ceiling and roof /ceiling construction at the office levels. 3. Designate the proposed listed assembly (on the plans) for the one hour fire resistive protection of the tube steel columns at the parking garage level and the columns at each of the office floor levels. 4. Note or otherwise detail the proposed construction of the interior partitions including walls of stair enclosures on all floors. 5. Provide dimensions on the plans to show the proposed width of each stair run. 6. Accessible means of egress shall be provided in the same number as required for exits by UBC Chapter 10. When an exit required by Chapter 10 is not accessible, an area for evacuation assistance shall be provided. At least one area of evacuation assistance is required on the first office level, and at least two are required for the second office level. Locate, dimension size, and indicate two way communications system and signage identification as prescribed in UBC Section 1104. 7. Stair design at Lobby 100 must comply with UBC 1106.9.2. 1 8. One of the barrier free parking stalls must be designated as a van accessible parking stall. Such van accessible parking must have an agacent access aisle of not less than 96 inches in width and the parking stall must have a vertical clearance of not less than 114 inches. Designate (on the plans) the van accessible parking stall. 9. Barrier free parking stalls are required to be identified by a sign, centered between 3 and 5 feet above the parking surface, at the head of the parking space. The sign shall include the international symbol of access and the phrase "State Disabled Parking Permit Required ". Van accessible parking shall have an additional sign mounted below the international symbol of access identifying the space as "Van Accessible ". Note or otherwise detail signage requirements on the plans. 10. The entry storefront system indicates glazing panels that will not be supported on all four edges. Consequently, a specific design will be required for the anchorage and support of this glazing. UBC 2404.1. 11. Re: Washington State Energy Code requirements: Glazing area calculations are determined using the gross exterior wall area that form the envelope for conditioned space (including plenums). A glazing area calculation determined in this manner shows that the proposed vertical and overhead glazing area is at 42% of the exterior wall area. In order to show compliance by the prescriptive option of the energy code show the following: Proposed glazing area is 40% of gross exterior wall area, single glazing is not more than 1`)/0 of the gross exterior wall area, and revise energy code data on cover sheet to reflect the applicable requirements of Table 13 -1. 12. Provide information to document compliance with the lighting and controls regquirements of the Washington State Nonresidential Energy Code. 13. Provide an inspection and observation program per UBC 106.3.5. End of initial plan review comments. 2 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director PLANNING DIVISION COMMENTS DATE: September 23, 1998 RE: 52nd Ave Office Building ADDRESS: 15208 - 52nd Ave S. FILE: D98 -0300 If you have any questions about the comments detailed below, please contact Michael Jenkins at (206) 431 -3685. A copy of the September 19, 1996 staff report and Notice of Decision are attached for your review. 1. Landscaping between the edge of the parking lot and the main walkway from 52nd Ave. should be re- established to match what was approved by the Board of Architectural Review. 2. The exterior two- directional wall mount lighting along the first floor should be re- established to match what was approved by the Board of Architectural Review. 3. Please re- submit the color board and material samples originally submitted and approved by the Board of Architectural Review. 4. Prior to the issuance of a Land Altering Permit, A Tree Permit must be approved for all trees in Plan Sheet L -1 to be removed that are located in a sensitive area. A copy of the Tree Permit Ordinance (TMC 18.45) and application is attached. 5. As required by the Board of Architectural Review, all glass tint used on the building must be reviewed and approved by the Director of Community Development prior to the issuance of a Development Permit. 6. If there is a formal Shared Parking Agreement between this property and the owner of the north adjacent parcel, as referenced in your plan materials, a Shared Parking Agreement (TMC 18.56) must be reviewed and approved by the Director of Community Development prior to the issuance of a Development Permit. A copy of these requirements are attached. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 -3670 • Fax (206) 431-3665 September 23, 1998 D98 -0300 52nd Ave S. Office Building 7. To avoid potential conflicts between autos and pedestrians, the walkway between the parking along the north property line and the building should be painted 8. The columns on the building do not show a defined base or a capital or other design element that ensures a good transition between the column and the building. This concept was discussed during the design review process. Please revise the drawings to add these features. City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director September 9, 1998 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review 52nd Avenue South Office Building (D98 -0300) Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at 206- 431 -3671. Sincerely, Brenda Holt Permit Technician encl xc: D98 -0300 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director September 9, 1998 Richard Mayo, Architect Rolf Preuss Associates 1809 - 7th Avenue, #1000 Seattle, WA 98101 Dear Mr. Mayo: SUBJECT: LETTER OF COMPLETE APPLICATION Development Permit Application Number D98 -0300 52nd Avenue South Office Building 15208 52nd Av S This letter is to inform you that your permit application received at the City of Tukwila Permit Center on September 4, 1998, was reviewed at the September 8, 1998, plan review meeting. Your application has now been determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431 -3671. Sincerely, Likaybc Brenda Holt Permit Technician File: D98 -0300 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 Oct 08 98 C11: CI7p GEOTECH tr-..■ CONSULTANTS, INC. MEMORANDUM TO COMPANY r fp, AC DPESi SUBJECT (425.1747-8561 1.:%26 NE 20th Stv.mli, Suit:: 10 Bdki, WA 9?005 206.747-5618 FAX 7:17.8561 I ? Ce_atbl (:)e3i6le, P6v_i.se,C1 Pretrle - 19417 USC P.O. Box 2054 Tnorria, WA 9S401 206-627-5990 FAX 627.2114 ..........................1*■■•■•■■■•••■••■•■•■•■••■••■•■■•■■•■•■■■•■■••■••••■• J <2.5_2Az__ PAGE of J. DATE FAX PHONE 57'-j Ave.. Tikkide TL. se.;) rfr Lf„. r f24. 4 e_ 15 /6,_1 .s67,4_1_1 _11.4____./29_114-5-41ACil-S.e.41---12:1, rlL tip 11-)-41 1r7s4e.i,4 P4Lpsii-Qh.5 CC: Glias4beitatsj itiafjz Z241.1 .11S c- 06/cS(FA) Rfir s7; zt-LOviCT:Itx) Psy--rni-T Cop vd PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D98 -0300 DATE: 9 -30 -99 PROJECT NAME: 52 AV SOUTH OFFICE BUILDING Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 1 XX Revision # 1 After Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Planning Division Permit Coordinator DUE DATE: 1 0-5-99 Not Applicable Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required No further Review Required DATE: APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions DUE DATE 11-2-99 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: \PRROUTE.DOC 5/99 if a SLIP ACTIVITY NUMBER D90 -0300 DATE 8 -26 -99 PROJECT NAME 52 AVENUE OFFICE BUILDING Original Plan Submittal Response to Incomplete Letter# Response to Correction Letter# X Revision # 1 After Permit Is Issued DEPARTMENTS: Building Division P! blic Works r Fire Prevention Structural Planning Division Permit Coordinator IR DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE 8-31 -99 Not Applicable Comments: TUES /THURS ROUTING: Please Route " Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved DUE DATE 9 -28-99 Approved with Conditionsn Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: \PRROUTE.DOC 5/99 pert{- � , : Coptf PLAN REVIEW /ROUTING (SLIP ACTIVITY NUMBER: D98 -0300 DATE: 5 -6 -99 PROJECT NAME:: 52ND AV S OFFICE BUILDING Original: Plan Submittal Response to Incomplete. Letter %x . Response to Correction Letter # 3 Revision # After Permit Is Issued DEPARTMENTS: Building Division AWC' Public Works Fire Prevention /1-1/0(-- Structural DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete c,4 Incomplete n [42 fPlanning Division /il' 3 -3,D-en Permit Coordinator 11 DUE DATE: 5 -11 -99 Not Applicable n Comments: TUES /THURS ROUTING: Routed by Staff Please Route No further Review Required (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: n APPROVALS OR CORRECTIONS: (ten days) Approved DUE DATE: 6 -8 -99 Approved with Conditions Not Approved (attach comments) n REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved Approved with Conditions n Not Approved (attach comments) n REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 6/98 P&n\-CD0vd.Co'p) PLAN REVIEW /ROUTING SLID ACTIVITY NUMBER: D98 -0300 PROJECT NAME: 52 AV SOUTH OFFICE BUILDING Original Plan Submittal DATE: 3-26 -99 Response to Incomplete Letter XX Response to Correction Letter # 2 Revision # After Permit Is Issued DEPARTMENTS: Building Division a17 ))0-qA eA A oc-#) gi,/ Public Works. f "JP Fire Prevention hj Structural At/ 2 -Ii -gig Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Incomplete fl DUE DATE: 3 -30 -99 Not Applicable Comments: TUES /THURS ROUTING: Please Route No further Review Required Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions l REVIEWERS INITIALS: DUE DATE: 4 -27 -99 Not Approved (attach comments). pa) DATE: CORRECTION DETERMINATION: Approved E Approved with Conditions DUE DATE: Not Approved (attach comments) REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 trr+ Ccord. Qa pct PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D98 -0300 PROJECT NAME: 52ND. AVENUE SOUTH OFFICE BUILDING Original Plan Submittal xx Response to Correction Letter # DATE: 12 -31 -98 Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: Building Division orks, Fire Pre ntion itWC Hal/ Structural Z -4' Planning Division /11 .4Iw•wn� 1-2-&-q1 Permit "C"oordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Comments: Incomplete DUE DATE: 1 -5 -99 Not Applicable n TUES /THURS ROUTING: Routed by Staff Please Route 1:2 No further Review Required (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 2-2-99 Approved Approved with Conditions n Not Approved (attach comments) 00wed-iol bir4i REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: Approved Approved with Conditions DUE DATE: Not Approved (attach comments) REVIEWERS INITIALS: DATE: \PR- ROUTE.DOC 6/98 PermU Lid Cs:spq PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: "®3°0 DATE: ei"i'iiles PROJECT NAME: �Z Av 0�'4'��GC fu:414114/ Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter Revision # After Permit Is Issued DEPARTM . T : B3i1dng L10 Fire Preyention tanning Division A C, 1/1- Structural F*�Frhlt'L�6� rdeli na or DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete [4 Comments: e Incomplete DUE DATE:145 ' Not Applicable n TUES /THURS ROUTING: Please Route n No further Review Required Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 1©''6' A proved n Approved with Conditions Not Approved (attach comments) Oft 011 11 1,91 ZJP. DATE: Of RS INITIA S: CORRECTION DETERMINATION: DUE DATE: Approved n Approved with Conditions n Not Approved (attach comments) n REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 PROJECT NAME: 5.D., c PERMIT "):.1a —d300 Site Address: 5eq Original Issue Date: S1-3-439 REVISION LOG Revision Date No. Received Date Received Staff I Date i Staff Initials Issued Initials � _L •/'��/ Staff Initials CAS. I -I . _:. Summary of Revision: Summary of Revision: cAretto1 ct CWPv odc . e Mech . Vp. D a cf' -t'Q Received By: C> et h 14aL h slcy n (please print) Revision No. Date Received Staff 1 Initials Date Issued Staff Initials Summary of Revision: Received By: (please print) Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: (please print) Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: (please print) Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: (please print) City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: CIS- 0;� Date: Response to Incomplete Letter # gResponse to Correction Letter # 1 OYl 1VISIOrs 14- 1 Revision # '� after Permit is Issued Project Name: Project Address: Contact Person: l r2:0 O g s z,vp �v� , Saves 5 C o 7 P,4 v2: Phone Number( ) 6 ! t,6,' Summary of Revision: L-e.c at_cit...<_ RECEIVED • CITY QF TumWII A PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: < -� SV [cYIntered in Sierra on 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 City of Tukwila Department of Community Development John W. Rants, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ,y�� f ^� Plan Check/Permit Number: 7 '�030 / El Response to Incomplete Letter # Response to Correction Letter # - Revision # after Permit is Issued Project Name: 'J 7 4-, f7 4 I/ &t.01.)67 S c V 77'4 t` t CC L I, C. Project Address: / .S��U ' c 2- 'vs) rat Uc SO `J 774 Contact Person: E 0 /JA c 4' S Phone Number( & ) 62,q-- ) 4, Summary of Revision: Re 7V 47 -7 AcJ 1 Sheet Number(s): A -1 4 - / q" "Cloud" or highlight all areas of revision including date of vision 5- 8 ( t 2 , / S Received at the City of Tukwila Permit Center by: (r - ?-2b)-q? Entered in Sierra on RECEr , Ch Y OF Tt ". • AUG 7. 6 1999 PERMIT CEN-, EP:; 06/29/99 6300. Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Date: ❑ Response to Incomplete Letter gr Response to Correction Letter- El Revision after Permit Issued Plan Check/Permit Number: 216- 0 3W Project Name: 620. Av - Vi,u 5_ 0-(462. 62.. -BUA 11 ZO ry ' Project Address: 1`7 Contact Person: R((-( PV elAAO Phone Number: Summary of Revision: re g- -fin VN-ree5tixA lettev- 43 Aair.i Sheet Number(s) "Cloud" or highlight all areas of revisions and date revisions. RECEIVED CITY OF TUKWILA MAY 0 6 1999 PERMIT CENTER Submitted to City of Tukwila Permit Center dEntered in Sierra on WAX-a 3/4/99 CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Date: 3-g-tergq Plan Check/Permit Number: L J "1 0300 ❑ Response to Incomplete Letter ® Response to Correction Letter's ❑ Revision after Permit Issued Project Name: 7 2 _2 ,(Ji Project Address: 1 5 4-2-t) A u e u-r •-J Contact Person • 7:12--e1-9r5 Phone Number: Z 616. 60A` -1 6I Gj� tv L S Summary of Revision: 2%-( "'t7 AA'4"4 .e04' S.Neof 112.e.,ss RECVED CITY OFT TUKWILA MAR 2 6 1999 Sheet Number(s) PERMIT CENTER "Cloud" or highlight all areas of revisions and date revisions. Submitted to City of Tukwila Permit Center (39 Entered in Sierra on c.,+ 2-40� 3/4/99 c CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 DATE: PLAN CHECK/PERMIT NUMBER: Q `% .03`u PROJECT NAME: ?LiL -AL-4- ar'��c'& J-1,11 Y CP PROJECT ADDRESS: /C204' 5 2 /if S CONTACT PERSON: �/4.4- araTh PHONE: 24>C" 43/ -7$-7 0,66, REVISION SUMMARY: sr,J£ €.27)'6, 4 c"r46°26 /S 7 .,1i4>okr Z /1 /41- C - �t-i 5 / /7L'/�7✓� S?�n'r�,. /�c�- /' cG�� /J SHEET NUMBER(S) C -j —,� G -'i t S "10 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: \).64/ 71774- j , '7& / ? 3/19/96 CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 DATE: /2- 51- 98 PLAN CHECK/PERMIT NUMBER: q 0- c)30a PROJECT NAME: a PROJECT ADDRESS: CONTACT PERSON: 3.d9 ISaog 521 /i ✓ S 41A)b PHONE( &) 624 -l60 REVISION SUMMARY: Th i c t o ' P 4 C ' ? ` Of 71-1-E r iv ig; f2ernAiz 41—A/61- s r L' L2 51-- s i/, 14-1/1)11-fretc_17-si Y m I)14a2/ igeff16 sy� / &c,o l jJ -TD(k) 5Y57-M T/k2OZIT)o-w bJJV/ J4'Z9 5-0/2 -y P&gay owiJ rSwr�P mil J 4 e, -77 "Espar eu/c.P/ J 7_ , ,2 k) s SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: X4Lc/E. f �7�O�Soy✓ RECEIVED CITY OF TUKWILA DEC 3 1 1998 - NMI I UtN I tH 3/19/96 City of f Tukw la Fire Department Fire Department Review Control #D98 -0300 (510) John W. Rants, Mayor Thomas P. Keefe, Fire Chief January 11, 1999 Re: 52nd Avenue South Office Building - 15208 52nd Avenue South Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. 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 Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 375-4439 City of Tukwila Fire Department Page number 2 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 2. No point in a sprinklered building may be more than 250 feet from an exit, measured along the path of travel. (UBC 1004.2.5.2.2) Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 1003.3.1.5) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 City of Tukwila Fire Department Page number 3 John W Rants, Mayor Thomas P. Keefe, Fire Chief Storage under exterior or interior stairways shall not be permitted unless such space is protected on the enclosed side by one hour fire - resistive construction and sprinklered where required. (UFC 1210.3) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1003.2.8.2) Any room having an occupant load of more than 50 where fixed seats are not installed, and which is used for classroom, assembly or similar purpose, shall have the capacity of the room posted in a conspicuous place on an approved sign near the main exit from the room. Such sign shall be maintained legible by the owner or the owner's authorized agent and shall indicate the number of occupants permitted for each room use. (UFC 2501.16.1) Exit doors serving exit enclosures and exit passageways shall be maintained self- closing or shall be automatic closing by actuation of a smoke detector. All hold open devices shall be listed for the intended purpose and shall close or release the fire assembly to the closed position in the event of a power failure. (UBC 1005.3.3.5, 1005.3.4.4) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1004.2.2) Manually operated edge- or surface - mounted flush bolts and surface bolts are prohibited. When exit doors are used in pairs and approved automatic flush bolts are used, the door leaf having the automatic flush bolts shall have no door knob or surface - mounted hardware. The unlatching of any leaf shall not require more than Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 City of Tukwila John W Rants, Mayor Fire Department Page number 4 Thomas P. Keefe, Fire Chief one operation. (UFC 1207.3) All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 3. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) The fire alarm panel shall be an addressable type panel. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Maintain minimum 40 degrees F temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13 -4- 14.4.1.2) Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir conditions. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 5 John W. Rants, Mayor Thomas P. Keefe, Fire Chief (City Ordinance #1742) Escutcheon plates used with a recessed or flush -type sprinkler shall be part of a listed sprinkler assembly. (NFPA 13 -2- 2.6.2) The fire department connection (FDC) shall be equipped with a 5" Storz fitting(s). (UFC 1001.10) 4. An approved manual fire alarm system is required for . this project. The fire alarm system shall meet the requirements of the Americans With Disabilities' Act, chapter 51 -20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City of Tukwila Ordinance #1742. All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) Local U.L. central station supervision is required. (City Ordinance #1742) The installation of wiring and equipment shall be in accordance with N.F.P.A. 70, Article 760, Fire Protective Signaling Systems. (NFPA 72-1-5.5.4) Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (1- 5.2.8.2)) 5. Key box - When access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life- saving or fire - fighting purposes, the Chief may require a key box to be installed in an accessible location. The key box shall Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-4439 City of Tukwila Fire Department Page number 6 John W. Rants, Mayor Thomas P. Keefe, Fire Chief be a type approved by the Chief and shall contain keys to gain necessary access as required by the Chief. (UFC 902.4) 6. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 7. Fire doors, fire windows and fire dampers shall have a label or other identification showing the fire protection rating. Such label shall be approved and shall be permanently affixed. (UBC 713.3) 8. Draft stops shall be installed in attics, mansards, overhangs, false fronts set out from walls and similar concealed spaces of buildings having uses other than dwellings or hotels so that the area between draft stops does not exceed 3,000 square feet and the greatest horizontal dimension does not exceed 60 feet. Where approved automative sprinklers are installed, the area betwen draft stops may be 9,000 square feet and the greatest horizontal dimension may be 100 feet. (UFC 708.3.1.2.2) 9. The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 8 -B of The Uniform Building Code. (UBC 804.1) 10. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. (UFC 901.4.4) Headquarters Station: 444 Andover Park East 9 Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 7 John W. Rants, Mayor Thomas P. Keefe, Fire Chief In order to provide you with the fastest police and fire protection under emergency conditions, please post your suite, room or apartment number in a conspicuous place near the main entry door. (UFC 901.4.4) 11. 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 buildings. (City Ordinance #1846) 12. Accumulation of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed. 13. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 14. Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. (City Ordinance #1692) 15. An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 C City of f Tukwila . Fire Department Page number 8 John W. Rants, Mayor Thomas P. Keefe, Fire Chief required by the chief. (UFC 903.2) Water supply is allowed to consist of reservoirs, pressure tanks, elevated tanks, water mains or other fixed systems capable of providing the required fire flow. In setting the requirements for fire flow, the chief may be guided by Appendix III -A. (UFC 903.3) 16. For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #1692) 17. All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire Prevention Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 57544139 City of Tukwila Fire Department Fire Department Review Control #D98-0300 (510) John W. Rants, Mayor Thomas P. Keefe, Fire Chief September 23, 1998 Re: Office Building - 15208 52nd Avenue South Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be, . less than 4 inches. 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 Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 -4404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 2 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 2. No point in a sprinklered building may be more than 250 feet from an exit, measured along the path of travel. (UBC 1004.2.5.2.2) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1003.2.8.2) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar Headquarters Station: 444Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 City of Tukwila Fire Department Page number John W Rants, Mayor Thomas P. Keefe, Fire Chief purposes. (UBC 1004.2.2) 3. Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 1003.2.9, 1003.2.9.2) The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of it's failure, illumination shall be automatically provided from an emergency system for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the means of egress system serves an occupant load of 100 or more. Such emergency systems shall be installed in accordance with the electrical code. (UBC 1003.9.2) 4. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) Fire hydrants are required as detailed in City Ordinance #1692. Local U.L. central station supervision is required. (City Ordinance #1742) Maintain a 3' clear space around the sprinkler riser(s) for emergency access. (NFPA 13 4 -1.2) When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #1692) (UFC 903.4.3, 1106) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone :: (206) 575-4404 • Fax (206) 575 -4439 City of Tukwila Fire Department Page number 4 John W. Rants, Mayor Thomas P. Keefe, Fire Chief All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Maintain minimum 40 degrees F temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13 -4- 14.4.1.2) Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13 -4- 5.5.3.1) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Greg Villanueva, Utilities Inspector, Public Works Department, at (206) 433 -0179 to make an appointment. (NFPA 24 -8- 9.3.1, 24 -8- 9.3.2) A supply of spare sprinklers (never fewer than 6) Headquarters Station: 444Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 5 John W Rants, Mayor Thomas P. Keefe, Fire Chief shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13 -2- 2.7.1, 2- 2.7.2) Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13- 2.2.7) 5. Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir conditions. (City Ordinance #1742) 6. An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of the Americans With Disabilities' Act, chapter 51 -20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City of Tukwila Ordinance #1742. Dedicated fire alarm system circuit breaker(s) shall , be equipped with a mechanical lockout device. (NFPA 72 (1- 5.2.8.2)) H.V.A.C. units rated at greater than 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #1742) Where elevators require smoke detectors to initiate recall, the detectors shall report to a fire alarm . panel supervised by a City approved U.L. central station. (City Ordinance #1742) H.V.A.C. systems supplying air in excess of 2,000 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) .575-4404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 6 John W Rants, Mayor Thomas P. Keefe, Fire Chief cubic feet per minute to enclosed spaces within buildings shall be equipped with an automatic shutoff. Automatic shutoff shall be accomplished by interrupting the power source of the air - moving equipment upon detection of smoke in the main supply -air duct served by such equipment. Smoke detectors shall be labeled by an approved agency for air -duct installation and shall be installed in accordance with the manufacturer's installation instructions. (UMC 608) Duct smoke detectors shall be capable of being reset from the alarm panel. (City Ordinance #1742) Local U.L. central station supervision is required. (City Ordinance #1742) All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #1742) 7. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 8. Your street address must be conspicuously posted on Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 375-4404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 7 John W. Rants, Mayor Thomas P. Keefe, Rm. Chief the building and shall be plainly visible and legible from the street. (UFC 901.4.4) Draft stops shall be installed in attics, mansards, overhangs, false fronts set out from walls and similar concealed spaces of buildings having uses other than dwellings or hotels so that the area between draft stops does not exceed 3,000 square feet and the greatest horizontal dimension does not exceed 60 feet. Where approved automative sprinklers are installed, the area betwen draft stops may be 9,000 square feet and the greatest horizontal dimension may be 100 feet. (UFC 708.3.1.2.2) Fire doors, fire windows and fire dampers shall have a label or other identification showing the fire protection rating. Such label shall be approved and shall be permanently affixed. (UBC 713.3) 9. 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 buildings. (City Ordinance #1846) 10. There shall be no enclosed usable space under stairways in an exit enclosure, nor shall the open space under such stairways be used for any purpose. (UFC 1210.3) 11. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 12. All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) 13. Accumulation of combustible waste material is Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila John W. Rants, Mayor Fire Department Page number 8 Thomas P. Keefe, Fire Chief prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, )Tiv). 510 The Tukwila Fire Prevention Bureau cc: TFD file ncd Headquarters Station: 444Andover Park East • Tukwila, Washington 98188 a Phone: (206) 5754404 • Fax (206) 575 -4439 CITY OF '".11CWILA Permit Cente,. 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 PROJECT II: 1) l R- - O'300 H-lla (Required only if outside City of Tukwila water utility district) , .:., : = •:"PART-: A .: (To' be.completedtby applicant) .. ... : r .::. . Site Address (Attach map and Legal Description showing hydrant location and size of main): 152_01e 6 Zno Ary (3? yr S Owner Information: Agent/Contact Person: Name: S.T. corleoitA -nor) Name: PA Girl G En 111,7662,7t7 tdFSiz,r lj7G. Address:4PC) S j t'{I4 STS Svi7,1 30 Phone: Ca- I-./jir 5Y18v x-06. 43) -74'70 Address: ) ZGb g. ) °) Z fl svarE 300 Phone: SEA- t..*- °1'14151 This certificate is for the purposes of: 1❑ Residential Building Permit CI Preliminary Plat El Short Subdivision Idr Commercial /Industrial Building Permit ❑ Rezone ❑ Other Estimated number of service connections and meter size(s): 2. 6A. - 1-1/Z r, Vehicular distance from nearest hydrant to the closest point of structure %% ft. Area is served by (Water utility district): ()$T , 1Z,5 -9w+Yer /�Signatur� ` Date: r,6c z 1 /99i' o.be complete.d;by : water utility district):, The proposed project is located within ' (City /County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: (6. ( a d'1/�L�S! :� f?�4 �.� Y� f/) 't � t 7 L-' r O / 4rP -OD h4--z:4- Lie,.( -4` S -r'i- .tl, >,' -c_to . S (Use separate sheet if more room is needed) Ba ed Ligon the improvements listed above, water can be provided arid will be available at the site with a flow of / 7 5 S gpm at 20 psi residual for a duration of 2 hours at a velocity of /G fps as documented by the attached calculations. I hereby certify that the above information is true and correct. k- oic co ,L�i� �/� � . 0 At R Agency /Phone 2 - 2c-f7 -7 B / 2' •Zg Date : ,i• :• -:: :. :- PART' C..( Tobe�cohiplefed bygoverninglurisdiclion) : :`:. ::: :::: ° ?. • C2 are met. RECEIVED Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item ❑ System isn't capable of providing service to this project. Minimum water system improvements: (At least equal to B2 above) O 'r. �°vtt A nr c, ':I . iY98 (Use separate sheet if more room is needed) RANT CLr Ff Agency /Phone . By Date W7'RAVAIL.DOC 6/5/96 DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED EY:LAW AS CONST CONT: GENERAL •r.:;� , ,:.��f�} �•tom _ -... ,r;;4,1-6,4 C}I T�:: YAK ;, DA' CCg1} L ; r� 4Wgg�Nid�a5:d NEWCASTLE APARTMENT MGMT INC 1200 S 192ND STE 300 SEATTLE WA 98148 Detach And Dispiny Cercificacc REOEIVED Ireu G .- 31999 PERMIT CENTER 15208 52ND FIFTY-SECOND SOUTH TUKWILA, WASHINGTON SE ?ABATE PERMIT i FtLE C RE UIRED FOR: gMECHANICAL CJ [ZPLUMBING L1 GAS PIPING CITY OF TUKWILA BUILDING DIVISION GENERAL NOTES 1, ALL DIMENSIONS ARE TO FACE OF WOOD FRAME OR CONCRETE UNLESS OTHERWISE NOTED. 2. PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR AND EACH SUBCONTRACTOR SHALL CAREFULLY REVIEW AND COMPARE RELATED DRAWINGS AND SHALL REPORT ANY CONFLICTS OR OMISSIONS IMMEDIATELY TO THE ARCHITECT. ALL CHANGES REQUIRED IN THE WORK CAUSED BY FAILURE TO DO SO SHALL BE AT THE EXPENSE OF THE CONTRACTORS]. 3. CONTRACTORS SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB. IMMEDIATELY NOTIFY THE ART HITECT OF ANY VARIATIONS FROM THE DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS. 4. WRITTEN DIMENSIONS HAVE PRECEDENCE OVER SCALED DIMENSIONS. 5. THE CONTRACTOR SHALL CONSULT ALL PLANS AND DRAWINGS OF ALL TRADES FOR OPENINGS THROUGH SLABS, FLOOR SYSTEMS, ROOF SYSTEMS, WALLS, CEILINGS AND CHASES FOR CUTS, PIPES, CONDUITS AND EQUIPMENT; AND SHALL VERIFY SIZE, WEIGHT, AND LOCATION WITH RESPECTIVE SUB - CONTRACTORS. 6. ALL WORK PERFORMED BY ALL SUBCONTRACTORS SHALL BE IN COMPLIANCE WITH ALL APPLICABLE CODES AND ORDINANCES. DO NOT SCALE DRAWINGS!! 7. ALL INTERIOR GYPSUM WALLBOARD SHALL BE AS CALLED OUT ON THE DRAWINGS. 8. ROOF COVERINGS SHALL CONFORM TO U.B.C. CLASS B AND SECTION 1507 OF UBC, 1997 EDITION. ALL EXTERIOR FOUNDATION WALLS BELOW GRADE SHALL BE DAMP- PROOFED ON THE EARTH-SIDE FROM TOP OF FOOTING UP TO FINISHED GRADE. 10. ROOF DRAINS AND GUTTERS SHALL BE CONNECTED TO THE SITE DRAINAGE SYSTEM. 11. FOOTING DRAINS TO BE CONNECTED TO THE SITE DRAINAGE SYSTEM. 12. SITE DRAINAGE SYSTEM SHALL CONFORM TO LOCAL ENGINEERING JURISDICTION REQUIREMENTS. 13. FIRESTOPS SHALL BE PROVIDED IN ACCORDANCE WITH U.B.C. SECTION 708. 14. DRAFT STOPS SHALL BE INSTALLED PER U.B.C. 708.3 IN FLOOR AND ATTIC SPACES IN LINE WITH WALLS SEPARATING TENANT SPACES FROM ONE ANOTHER AND FROM OTHER SPACES. 15. THE CONTRACTOR SHALL PROVIDE AND INSTALL EXTERIOR HANDRAILS AND GUARD RAILS AS DETAILED ON DRAWINGS IN ALL AREAS REQUIRING SAME THAT MAY NOT BE SHOWN ON DRAWINGS DUE TO FIELD CONDITIONS THAT MAY ARISE DURING THE COURSE OF CONSTRUCTION. OWNER: PROJECT DESCRIPTION JURISDICTION ZONING SITE AREA BUILDING FOOTPRINT GROSS BUILDING AREA PARKING REQUIRED PARKING PROPOSED BLDG. HT. ALLOWED BLDG. HT. PROPOSED BUILDING CODE OCCUPANCY CONSTRUCTION FIRE PROTECTION FIRE DEPARTMENT NOTES 1. AN AUTOMATIC FIRE ALARM SYSTEM AND FIRE PROTECTION SYSTEM IN ACCORDANCE WITH CITY OF TUKWILA ORDINANCE NO. 1742 SHALL BE INSTALLED. 2. THE FIRE ALARM AND FIRE PROTECTION BIDDER SHALL PREPARE ALL DRAWINGS NECESSARY, PAY ALL FEES, AND OBTAIN ALL NECESSARY PERMITS FOR THIS WORK. 3. THE FIRE ALARM AND FIRE PROTECTION BIDDER SHALL BE RESPONSIBLE TO COORDINATE THIS DESIGN AND WORK WITH THE TUKWILA FIRE DEPARTMENT, THE ARCHITECT AND ALL OTHER TRADES INVOLVED WITH THE PROJECT. 4. THE REQUIREMENTS OF THE WASHINGTON STATE BUILDING CODE, WAC 5140, CHAPTER ELEVEN "ACCESSIBIUTY" AND THE REQUIREMENTS OF NFPA 72, PROTECTIVE SIGNALING SYSTEMS SHALL BE OBSERVED IN THE ALARM AND PROTECTION DESIGN, CITY OF TUKWILA 0 OFFICE 47,576 SF 11,415 SF 24,081 SF 61 STALLS 63 STALLS (8 STALLS ARE DEDICATED TO NORTH PROPERTY) 35' -0" 33' - 6" UNIFORM BUIOING CODE, 1997 EDITION GROUP S - OFFICE TYRE V 1 HOUR FULLY SPRINKLERED q g 1 9 3�o EXPIRED S T CO RPORATION ENERGY CODE REQUIREMENTS'. REQUIREMENTS FOR B OCCUPANCY (FROM TABLE 134) r • ALL WINDOWS USED SHALL BE DOUBLE GLAZED WITH A MINIMUM 1/2" AIR SPACE MAX. U FACTOR = 0.48 A', • SOLAR HEAT GAIN COEFFICIENT = SHGC MAX. 0.45 • EXTERIOR WALLS = R-11 • ROOF/CEIUNG = R30 • FLOORS OVER UNCONDITIONED SPACE = R-19 BELOW GRADE WALLS = R-10 - I\ • SKYLIGHT =MAX !t FACTOR 1.25 NOTES: 1. ALL METAL DUCT JOINTS TO BE SEALED WITH DUCT TAPE. 2. ALL OPENINGS IN THE EXTERIOR WALLS SHALL BE CAULKED, SEALED, OR WEATHERSTRIPPED AS APPROPRIATE TO LIMIT AIR LEAKAGE. 3. BATTi i ULAMOwri SHALL BE CAREFULLY INSTALLED TO AVOID TEARING OR RIPPING THE VAPOR BARRIER ALL JOINTS (BETWEEN BATT SPLICES) AND TEARS SHALL BE SEALED WITH DUCT TAPE (OR OTHER APPROVED MATERIAL]. j 4. SERVICE WATER HEATER SHALL HAVE A LABEL WHICH STATES THAT IT MEETS THE REQUIREMENTS OF ASHRAE STANDARD 90.1 -1989 AND ADDMDA. 5. AIR_ SERVICE WATER PIPING SHALL BE INSULATED TO R-3. 6. CONTINUOUS APPROVED VAPOR BARRIERS SHALL BE INSTALLED ON THE HEATED SIDE OF ALL INSULATION INSTALL 7. WHOLE- UNIT EXHAUST AND FRESH AIR INTAKE DUCTING AND EQUIPMENT TO BE BIDDER DESIGNED BY MECHANICAL SUB- CONTRACTOR AND MEET THE REQUIREMENTS OF THE WASHINGTON STATE VENTILATION AND AIR QUALITY CODE NO ELECTRIC RESISTANCE HEAT SHALL BE USED �T = - ��� Sa r � TCt ;13, 4,2 5KN Lit,( -TTS_ a v IRc M CFtOh1i(.A1 �GtzTri✓NIht4. • Siu3AnTjT0 i[G "�- tliTr_Ct ;H C LJILi)ityC G�FFTCi&L. I` ATI- oN., - Trat ' ' V Czoc. EOINC C:iJ i'T VI� CS .A1 A2 AS A4 AS AS A7 A8 AS Al0 All Al 2 Al 3 A14 Al 5 A Alb Q A17 Q A18 DRAWING INDEX, ARCHITECTURAL LANDSCAPING LI LANDSCAPING PLAN L2 LANDSCAPE IRRIGATION PLAN STRUCTURAL, S1 S2 S3 S4 S5. S6 S7 58 S9 CIVIL Cl C2 C3 C4 D5 C6 C7 CB I understand that the F;-c are su:;sct to errors and om!_ =i of p'gns doe. not authorize the i.. , - adc ?ted . or Retch; :.: ccntractota aewwwtedyed. copy By REVISIO r -3 1 1;0 CHA,NOE5 WALL SE ":- TO - - 2 SCOPE OF WORK WITI 7 PRIOR '.OVAL OF TUKWILA Sd' ^wISION. _. REY :SW . NM, REQUIRE A - ,AL R:, MAT INCALOE AMMONIA'. ; .. _ -,. COVER SHEET SITE PLAN - PARKING LEVEL PLAN MAIN FLOOR PLAN SECOND FLOOR PLAN ROOF PLAN WEST /EAST ELEVATIONS NORTH /SOUTH ELEVATIONS WALL SECTIONS BUILDING SECTIONS FINISH & DOOR SCHEDULES MAIN LOBBY STAIRWAY STAIRWAYS ND.1 & NO. 2 ELEVATOR /MAIN ENTRANCE SKYUGHT /ENTRANCE CANOPY ARCHITECTURAL DETAILS PARKING LEVEL REFLECTED CEILING PLAN FIRST FLOOR REFLECTED CEIUNG PLAN SECOND FLOOR REFLECTED CEIUNG PLAN LIGHTING FIXTURE SCHEDULE /NOTES SECTIONS & STRUCT. NOTES FOUNDATION PLAN 1" FLOOR FRAMING PLAN 2'' FLOOR FRAMINGPIAN ROOF FRAMING PLAN ELEVATIONS SECTIONS & DETAILS SECTIONS & DETAILS SECTIONS & DETAILS COVER SHEET & COMPOSITE UTILITY PLAN GRADING & DRAINAGE PLAN TESCP WATER AND SEWER PLAN NOTES SURVEY AND EXISTING TOPOGRAPHY DETAILS DETAILS OTY QF 7LitPr'IGt APPVOVED srE., CENTER T Z 0 N ¢ CS z N 2 L If l'24, W.-1u. - - HGLE 1 — f ILL yJ/ _Co4C RgZRIR FREE P = KIHC- I6N oNS R5azUlgs0 T Ef i l _111/41--L - NDID ��1N R 1 ILL' . - S i 4 a ViNs1 L � ; I II = i I�I1 r< ` 1 2- sGTIoN_"H ICI INT ZI4AT1ot AL / V IA6LED 9YMPY>L WH!TEOW F3LuE unED AFC Coo _i - VAN PSCL�S`.�.i .E'I EAST ale - OF SCU0PFR LEGAL DESCRIPTION - THAT PORTION OF TRACT 1, BROOKVALE GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 10 OF PLATS, PAGE(S) 47, IN KING COUNTY, WASHINGTON, LYING EASTERLY OF 52"' AVENUE SOUTH; EXCEPT THE SOUTH 51 FEET; AND EXCEPT THAT PORTION THEREOF CONDEMNED IN KING COUNTY SUPERIOR COURT CAUSE NUMBER 596231 FOR PRIMARY STATE HIGHWAY NO.1. 5187E DIABLi% � c2uIK E X "_x'a �TL T , 05e ) 1-o'• guo /e (CLOSE TAP .-NP) fs .� 511r-AL it errcH 0 rr aLE --- 3 }71 LIGHT R,LE !' 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H 3 CAN cc 117 W W O r ,O J r a W LL o �u� 543 S CO, PERMIT CENT, o w��� o o O w Ill 3D S w2 ] 43 N J a W r QATES - I2 (47 98 SHEET TITLE: SCALE: N6TTD Ite1KIC - -- cEVisinus: - M /L V I NS CD ASLQ .9sPn , c"R FIFTY- SECOND AVENUE SOUTH BUILDING 15208 52ND AVENUE SOUTH TUKWILA, WASHINGTON O WNER : S T C O R P O R A T I O N 1200 SOUTH 192ND .STRE.ET, SUITE 300 SEATTLE, WASHINGTON 98148 m 14 =o" 0 0 ROLF PREUSS ASSOCIATES ARCHITECTS/ PLANNERS A_I.A 18109 7TH AVENUE SUITE 1000 TOWER EPILOING SEATTLE, WASHINGTON 98101 206 8V4- 1669 MUM 1 I�TI y r' r 2g; n itto , , STERED ITECT I ROLF RREU °TATS r AASHINGTON F 51 : /2 I'T PLI; 5 /6 "r. Wr3 -- ' I \ SRC -I ; 2E5lL SI-11 _CHPciNNLSC3 2 -o' 2 r# @ t6 " I _.. __ -_ . _ ALL. 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V'{2 MACHINE t�M 101 CoggirsoR CN014A) �to2 COAR10oR C5o11Tt1 .103 _1AN11 1.04 MEN 105 WOMtM 1,06 r 107 OFFICE 105 o)C0. eP 109 OFFICE SP#c Zoo ELEVATOR LL e'f tot •cogRt Dog Corr 11202 Coc t JoR CUTEi ) _103 _INFIITOfZ Zoo iv\EN 205 Wc)AA -JAN ITP1Z - 207 oFFIce s'At • -zo$ OFF-ICE S ?A 209 071 .E SPAc 7CQ , T`I'P= 5 t6 ca,NoL;dw IxAgTA 1, O _Vs" IstAfeeEP O■K T Ruse =s. RUBS CA' CONIC Cot4C, CONC. CARQET CARPtr: VINYL., C.Tits C.T1L1; C:T' VtN' L R CA1zi%T g- . CklaPt T ;%Agp> - 1 g CARPET CPazT Rtotn, 4' +" T1<MR GL , 140F=41 - 171 3 T PM'6 ®/vWrL �IIN. A, '. RolJT 12. 0 PAINT R G ?NW - CAU - °AO ;361.cV I ANTI°N A. T• Acou TILE cA. C. T1LS - C r-Ap c T1Lt £LEV. -_ Co NC. CosACp4rT -LEV'R 4MLI CONCH MA 4y INT F1t4. cover C0.117INU2u , J; L. -. 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I ':ol SAL[% /211" Ii`0" -i 'i L_I e l? $• t iooE / 7eslvN T FuRNlsi) CAP GLN,ArN& of W NLL = 11 It.600s11 TEMP• .. AIY m A5 SMOOTH PANG 3 /4b4MVERS o'WiE `ld f Q TVR c► Ot,PE P INTO \ ' IN V UNIT 9lPW E Vivr∎of l F rJP.UP('�Ve`L'� 25 G.L• ' r /2" PL`IWOCQ (ExTT) TY ' x' p� S+1C --, 1.16 \1 J ot°l /Z ONA V.0 - STv% FPM L a I Io " On C. 2' o CoNG , at. e t � C. 2 " i 4) cow, col., wi 5x5)(. - STEEL DJI3E -6 - W/ - Gt5T1'W C 24CaA•G o n WV 1141 — i qo rTe�nvw ktr 5 ,' W)C2'( LE EXPIRED C. b e zaatzazere LS101% \ 4eOaM es �. itet a�1r 2' -o - pG��► yl�W 1K ENTRANCE -WAIL .10I- IT+N47 . Lt�riT .(A GA, G, I. eu71 / - 1 Fr,cTu(LE 7x 5»!45Q,STL iUF3e' , i RLZI —) NT( N C•OP' EDGE DETAIL 1 = 11 /„w --- ILO" L, / r rs of -74" f 16t As Story f2 - S 1LICtiHTS _131D2fR• TJr 'CSN 6aP I /2 PL o f L 1 /AL 4 1 /V -1! 0` E, tRNiIT ,ENTER C.D Z Z ° e Q° -J a • a cn o W F LU 9 � Y_ L h 0 N W Z W 0a pU ° CD N c 0 N r z °m oa co 1 , " - Fm CC 0 0. cc 0 U ztg 23 2 A14 G EaLPcL SpAE -.> Q 3 L 3 " ...., ..,,, r \ .. \ ..,.._ _ i„ Itd „u Tl,u _,....,„,..,,,::„.,,,. ,_,, ALuM, r</ a' -a” S Yi�� SIT GecT1 o crxr_E; 1/41..".T:. I ':ol SAL[% /211" Ii`0" -i 'i L_I e l? $• t iooE / 7eslvN T FuRNlsi) CAP GLN,ArN& of W NLL = 11 It.600s11 TEMP• .. 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Lt�riT .(A GA, G, I. eu71 / - 1 Fr,cTu(LE 7x 5»!45Q,STL iUF3e' , i RLZI —) NT( N C•OP' EDGE DETAIL 1 = 11 /„w --- ILO" L, / r rs of -74" f 16t As Story f2 - S 1LICtiHTS _131D2fR• TJr 'CSN 6aP I /2 PL o f L 1 /AL 4 1 /V -1! 0` E, tRNiIT ,ENTER C.D Z Z ° e Q° -J a • a cn o W F LU 9 � Y_ L h 0 N W Z W 0a pU ° CD N c 0 N r z °m oa co 1 , " - Fm CC 0 0. cc 0 U ztg 23 2 A14 r 5L.i i - !i0C7 -` '-5 R 13 IN511L. rrn 011 O, / 314, 4, & FL1V JOoP - t a TEo FL ATE -A9c tort SoL-TsC grRuc L) 15 :0( L 1 `+1 , cows, NQT_txR u ' EPTL1 OF USTI G�TIOr4 _. en -3l4 W14 ci4 OF OMHIN& iF oN 2 o,tsM - 1NSUL EIEs FINISH oN GoNGREIS DgisiNN f - TES- DER RoD ScAU K v4! eArl= ,0(6h f012M D f\LUM)JJ \ VJmTH P Ii\K-50o FuJ61-1 CNoSxFU c r- c�� 3 Cn Cy goo IN& TO TOP of FAPP,Wr - -(85 1Z, WIFIE1) - ASf 4PLT Ic. tip 5}tf7ET OVER \'`lr 1? DIZI'_ £r) / /1." eY-T, 'PI-`I Woo ) 5 l5'' Acou AV 1N TILE - W /HacD DOWN 0 1 5 /e2 " 0y ?. SHEATH Iv `k," ?LY4V 1 0 oma - rkl I CJ )= l ON 1 -FORM lrus LLX1 L` Ceps") a SLOD SUtf EXPIRED SPED SILL_ )LO• P1 13 �1L� ---- C :T�ULAT -INCA 6L 21I 131,4,n b S7uPs HERMIT DENT �`fP,CHt`V+4Fc� e -'N' Na za) Q V W® p o2 N a- N a y- Q 00 0w W in W F -z N � a W 3_ . a mQ aN 3 H J ! 11 J a � ' Q rl U) c G' 2 000 z a °� ®� — w o wm J rroe 5N a° 0]e a° 0 I a I— a - 3 Cc =3. a r r W u. 2 = r r W w 7 W 5 ° ¢ Q cn - w, NO °r ® Z O z W N > ° Oa r 0 ❑ =a � z ..r3 CD N cc= c in w o w W U! J r Z O r N °$ O Q LL7 N W 6J. � O .- cn a, S7.4TE: 12,14„9 SCALE: V6',71LQII REVISIONS: SHEET TITLE:! ' AtP)14.1Q6 LL GEuNCh PLAN 15208 52ND AVENUE SOUTH TUKWILA, WASHINGTON • OWNER: ST CORPORATION 1200 SOUTH 192ND STREET, SUITE 300 SEATTLE, WASHINGTON 98148 FIFTY - SECOND AVENUE SOUTH BUILDING ROLF PREUSS ASSOCIATES ARCHITECTS/ PLANNERS A.I.A 1809 7TH AVENUE SUITE 1000 TOWER lJ1II:pING SEATTLE, WASHINGTON 98101 206 6':;°1669 DATE: SCALE: II- 0 REVISIONS SHEET TITLE: f RST FL4Ze R5Farwr CEILN$ pLht CC) Qs pg 1 - 1W % o minammoramal FIFTY • SECOND AVENUE SOUTH BUILDING 15208 52ND AVENUE SOUTH TUKWILA, WASHINGTON OWNER: ST CORPORATION 1200 SOUTH 192ND STREET, SUITE 300 SEATTLE, WASHINGTON 98148 ROLF PREUSS ASSOCIATES ARCHITECTS/ PLANNERS A_i_A 1809 7TH AVENUE SUITE 1000 TOWER EtyiLOING SEATTLE, WASHINGTON 98101 206 B 4 1669 SIGHT 7IT UJRE SCf a =DU Le ccomr) MAgi, -rips MAN OP4sc.TURE WIN - LAMF6 _51/t$OL _ PORCE CAIhd 75w INCPcND, 1� ? t if F0`, NAy 61rK0 ltl ExcELINE SAl2404MA 400 retrise 00 P9_ M Dout5a ti64 sw_Eum$ 5 Aiz 404MA g i ftLrb Lon 1413 INOU9DrWRAiD. LIGN70LIER K 4 'L4oR5 8p co ru . 1,l4rr reiL.ES 5 SC, STL POLIES. II r 1II, , I I SG, SASE . - .. , - , zie :•Y22 Are;. AV '\I • L`!YE poLeS Vise ,e. eolT, MI eoFT: LEHerli MEI it F E T T Y . I . fl : — FEa O ■ FI`� TIC TI I_ A: 1 /& = 0" EXPIRED - " FJXTUR.E eC HEtttJL,.E -NA fl F2 S F4 F 6 Fa F9 Flo X11 if G 22,14' Deem 24' mom- R qt:4 L REcsEssp iscaetir LUMIMAIRE FGY)TJ LICE WALL LOIN FT WE DOLLAR) WALL LLANINIZE ubs 32,544.0 S44 L- I014gtI'L_ 121.F2s? uo4raL4 - eo3'ic -W # - H32. DE IZO C 10s( D pfS25 hint is1& J4h6GLw u e H 240 9E&A Cpfo2o $ 0kgvA 1415P +5 - 129P J4 49 LI FITOL.1. b131 WH wA bo 80 2g 20 50 too W COW FLUOIZECEHT5 #11,1 FLUOaESCExrS E}kLOC�6N -pctli ErvCENT KoI. re LENWS c t o i saa4r ECOUTE LENyE 1_7 HP5 A 19 zow E I Ii (.Z) 9N F u. O 0 • 0 0 98 - 0300 REFLECTED CEILING PLAN GENERAL NOTES 1. GEN. CONTRACTOR SHALL COORD. THE INSTALL OF SUSP. CLG, HVAC, LIGHTS AND SPRINKLER SYSTEM TO AVOID CONFLICTS BETWEEN TRADES. 2. REFERENCE THE FINISH SCHEDULE FOR ADDITIONAL INFORMATION. 3. LIGHTING SWITCHING: SWITCHING FOR BUILDING LIGHTING SYSTEMS SHALL BE DESIGNED AND INSTALLED TO PERMIT EFFICIENT USE OF ENERGY AND TO PERMIT MAXIMUM FLEXIBILITY IN THE USE OF THE INSTALLED UGHTING. THE FOLLOWING MANDATORY REQUIREMENTS REPRESENT THE MINIMUM UGHTING CONTROLS TO BE INSTALLED IN ANY BUILDING. ADDITIONAL CONTROLS SHOULD BE PROVIDED WHERE DEEMED APPROPRIATE AND WHERE THE INSTALLATION OF SUCH CONTROL.$ CAN SIGNIFICANTLY REDUCE ENERGY CONSUMPTION. A. ALL LIGHTING CONTROLS, EXCEPT AUTOMATIC CONTROLS OR THOSE FOR SPECIAL PURPOSE APPLICATIONS WHICH REQUIRE TRAINED OPERATORS OR THOSE WHICH WOULD POSE A SAFETY PROBLEM OR SECURITY HAZARD, SHALL BE INSTALLED SO AS TO BE READILY ACCESSIBLE TO PERSONNEL OCCUPYING OR USING THE LIGHTING. B. THE MAX LIGHTING POWER THAT MAY BE CONTROLLED FROM A SINGLE SWITCH OR AUTOMATIC CONTROL SHALL NOT EXCEED THAT PROVIDED BY A TWENTY AMPERE CIRCUIT LOADED TO NO MORE THAN EIGHTY PERCENT. A MASTER CONTROL MAY BE INSTALLE[T3ROVIDED THE INDMDUAL SWITCHES RETAIN THEIR CAPABILITY TO FUNCTION INDEPENDENTLY. C. ALL UGHTED SPACES ENCLOSED BY WALLS OR CEILING HEIGHT PARTITIONS AND WITH FLOOR AREA LESS THAN FOUR HUNDRED SQUARE FEET SHALL BE PROVIDED AN INDIVIDUAL UGHTING CONTROL OR AN OCCUPANT-SENSING AUTOMATIC CONTROL D. ALL LIGHTED SPACES WITH FLOOR AREA GREATER THAN FOUR HUNDRED SQUARE FEET SHALL BE PROVIDED Wrn I CONTROLS TO PERMIT REDUCING THE LIGHTING BY NOT MORE THAN ONE -HALE OR OCCUPANT- SENSING AUTOMATIC CONTROLS. E. ALL BUILDING AREAS GREATER THAN TWO HUNDRED SQUARE FEET WHERE NATURAL LIGHTING IS AVAILABLE SHALL BE PROVIDED WITH INDIVIDUAL CONTROLS OR DAYLIGHT - OR OCCUPANT-SENSING AUTOMATIC CONTROLS WHICH PERMIT CONTROL OF LIGHTS INDEPENDENT OF GENERAL AREA LIGHTING. EITHER INDIVIDUAL CONTROLS SHALL BE PROVIDED FOR EACH ROW OF LUMINARIES PARALLEL TO A�WjIINV.�DOW WALL OR CONTROLS SHALL BE PROVIDED TO REDUCE THE UGlNG'IN AT LEAST TWO STEPS TO NOT MORE THAN ONE•HALF AND TO COMPLETELY OFF IN THE NATURAL LIGHTING AREA. FOR OFFICE AND SCHOOL OCCUPANCIES, AT 'A MINIMUM UGHTING SERVING A WITHIN TWELVE FEET OF A WINDOW WALL OR THE ZONE BETWEEN AN INTERIOR WALL AND THE WINDOW WALL OF LESS THAN TWELVE FEET SHALL COMPLY WITH THIS PROVISION. F. ALL DISPLAY, EXHIBITION, OR SPECIALTY LIGHTING SHALL BE CONTAOLLEDINOEPENDENTLY OF GENERAL AREA UGHTING. �. ALL EXTERIOR BUILDING LIGHTING INCLUDING FACADE LIGHTING, PARKING LOTS, DRIVEWAYS, WALKWAYS, SHALL BE FURNISHED WITH AUTOMATIC CONTROLS TO REDUCE OR TURN OFF ALL LIGHTS DURING PERIODS OF DAYLIGHT HOURS EXCEPT THOSE REQUIRED FOR SAFETY AND SECURITY. SIGN UGHTS SHALL BE EXEMPT FROM THIS PROVISION. Allei"lc CEILING-5 E);_ t& : RvCSTCzo eeccN O FU r) X 3/4" TI LE.. /i(o' xlat OR INPet - N Atrca OF 24 "' 24" G R.t9 L F =- G�r1f+RD &g•ID, ESC= AiZtFCSs L�5 NS- -.I ° ° lL 3 /4-" Sc i.A1E - ED6E i=4c4 7ILE - F-Ci _CaHC±£ALE4a TSS a t9TEM CuCVkBEL', GS.�I��el�1a9 ■ IL7 \ Ait I••= lyTalr 44 Wat-1 i-o A N? t-M ALL co. Ual 04(,--- DOES - 1 pspe Sy oIIJ Aga gJTIM__E 6Nerx G- I _peekfoN42 c2 pt T� " 1=11 iNotk i trifttl orPet5 CENTER el W CO z z o co Z O O Fl J Z I- F-IE Ca a o 3 0 L - a r J . cc o U r F , W F W W� W O Ct �2 L . ° o;f 02 z- Z "' E Oa 0 o xa Wz ...3 CO cu E[ o GO I• N 3 2 a N W OEM N a z Ca urli L O N Y) 0r 0 0 0 B r ® H m Y' F Z ON a3 F-= LLF NJ _ - W!u m '5 PN Net Jsrsv G �G Gu(LP ' ow. ifi ELI MI NARY I-FIJ 1 L_I ST Cofl S- 1;zU61,&5 {_E MLOCI� DEc - f 0.49[_1. a1 •L--oy./IZI Tz VEP. SHP pFc1211 5 sf-1KU6s G izofJ N P c,oV i2, VIFLE Ylt. INI,Qc(LEPI' ph1 WALL • -a I S 17- [< � 17 fold 1, 22 �Gp I-, 8 o 23 26AL 1 6^1 -- 2 6 we NVEztt3s Suii714 E REI'I.�Mt%NT pi"rIF7Gr_fz -cF 4o, of I�Er L. c &MEI fi TI2v. F5 12R P- F.MovEl7 40" 24 I°I N E ll' 1°IN 81I MA+1._ 21 BFI 51,Orr. FP 11 20% • 9° N 14 r2- . d D(1 _ 0300 EXPIRED e 09 \ si , ��.,�2o'► 2 � I V ; 5 o D; I� "f ALL cn-TE••••T TIE - IN DETAIL ° NO scAL =_ ..00w �Qa 5!IEO PG' .WVF.L� roco ,+a cc LxsE C ZEM fi M 0 I N 70 -15 --0 210° Soo -r .y iBo" 00 - 12o° 300-)5Q 90° - (5&Sr ( ? , vim - 15L 5t' 11 :2 300- 1 2C� l -,5N I () (13o-- Pr.5 -,5q go' F f5 G5i (3o•4 •prZS•1 C., T '102- Pe5 (y i Q 27b° t`0 'Fi-5 -I5H 3o" 3i`Z P� -15T (1o° 1512- R25 -1 2 90` t o._ ('JO F%0 -S I" pz y. 2 C 1 -G�TI :� ( t=C� "d p. .i J s11:'r'f C -- -.-- (' /z' C(4A • E -n:�: 2 00 P'..I0 0�TGLt - — '_ -. 6. 01\ > -!" 1� U CT 101\1 1. Comply with all existing codes and ordinances. 2. Secure and pay for all required permits. 3 Protect existing property and utilities from damage of any kind during the course of the construction. Any damage must be repaired, to the satisfaction of the Owner, at no additional cost. 4. After installation of the irrigation system, balance and adjust all heads and valves as necessary for complete and proper water coverage. 5. Furnish Owner an "As Built" plan of the system, showing where all lines, valves, etc. have actually been placed. o. This entire irrigation plan is schematic. Install all pipes in common trenches where possible, even though, for the sake of clarity, they are shown separated. 7. Upon completion, instruct Owner in the proper operation and maintenance of the system, including shutting down the system for Winterizing. Leave all necessary keys, tools etc., for operation of the system, with the Owner. 8. All lateral .Lines and mainlines are to be class 200 PvC,. chemically welded joints. All risers are to be schedule 80 PVC. Where . risers are'. adjacent to the driveway or parking, install them on triple swing joints. Locate risers 6 inches from all pavings, edges of sidewalks, curbs, etc. 9. Install mainline at least 24" below finish grade and all lateral lines at least 18" below finish grade. 10. Install all valves in plastic valve boxes with plastic covers mounted flush with finish grade of either lawn or plant beds. Valve box covers to be green in color and vandal - proof. Install valve boxes in plant beds wherever possible. 11. At the low point on each zone, install a 1/2" manual drain valve, over at least one cubic foot of gravel for a sump. Install in a plastic valve box flush with grade and accessible for use. 12. Thoroughly compact the backfill in all trenches to insure that there will be no surface settlement. 13. Wires from controller to remote valves to be Ne. 14 OF wire, as follows: Ore black power wire from controller to each valve. (seven valves, seven wires) One white neutral wire from controller to all valves. (One wire only, connected to each valve) One red spare wire from controller to all . valve locations, but leave it unconnected. This wire will serve as a spare wire and /or a test wire in the future, if needed. (One wire only) Gather all wires together into a bundle and tape them to the underside of the mainline. A conduit will be provided from the controller location to the outside of the building. Contractor must pull wires thru conduit. 14. System is designed for 70 psi static water • pressure at the 1" exempt water meter. Maximum flow in the 1,1/2" mainline, 28.53- gallons per minute. ! 11-7 ` ' x 3,3' i�. _AP 5f -+LJrx _ - t -"rr,V 15' Fr. RAP'U5 AT) L_EU N 7.2 F;xe� rcIHO'L, ,k2 :.H 1. =CSC 3.7 &FF,n030 0,73 ,Q3 (,3 ,. , Co1 I 34 Flop. 2 „ CA I 4' x.3°' 4' x t i2 rr 22-..9!).5 p(,2oc.""op. vk 1 RIPE 5 sn "' -3 Uro7 c Al_L pne T o ACCOPA O' > -E / S )2J dI2 =7 4 cc-N:7 Ro, N'1-n J r n{ fl(c. ■ . E35 G -FU. /'J 3 o F5 i �)3 n r, I .21 t 2.18 pO) (.85 „ 1.7_3 " " r. 24 v0. far, r_• ^T L rATRO1- V ALV . 1 3" 77 '1 " Cj 2 41'' / 4" 3/ r26-- 3 y Av i pE� =. LI 4 / 11 03 00 EXPIRED I� co,uTr2ou tom m/4 0 ( c D'ETAR '( - pi., I 0 3/6" 3ik" f 3/4-" pno L nl h T WAT CENTER • ftqE 0 Oc o Q Li TYP. SLAB ISOLATION JOINT (I) 3EA.WAY AROUND COLUMN SCALE: 3/4' • I' -0' TYP. UNA. BAR LAP L TENSCN LAP SPLICE SHOLLN ABOVE ARE FOR CONCRETE COVER 2 BAR DIAMETER AND CENTER TO CENTER SPACING 2 TWO BAR R48 DIAMETERS (SPAC AND COVER CASE U. 2. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12' CF CONCRETE CAST BELOW THE BARB. 3. TENSION LAP SPLICES SHALL B UN E CLASS B LESS ONE HALF OR LESS OF THE TOTAL REINFORCEMENT IS SPLICED WITHIN THE REGXiIRED LAP LENGTH. 4. COMPRESSION LAP SPLICES SHALL BE A MINIMLT1 CF 30 EAR DIAMETERS UNLESS OTHERWISE SHOLLN ON THE DRAWINGS. SHORT SLOTTED HOLES IN PLA'ic SEE PLAN LAP SPLICE SCHEDULE COPE TOP 4 BOTTOM I/2' FLANGES AS REQ'D 5TC 18 GA CLIP AT 32° O.C. W/ (1) 8d TO TRUSS BOTTOM CHORD WHEN REQ'D TO BRACE WALL / CONSTRUCTION/ CONTROL JOINTS I/2' MASTIC JOINT AROUND COL. TYP. COLUMN PER PLAN SEE SCHED. 8/51 NUMBER OF A325F BOLTS W/ HARDENED WASHERS PER BEAM CONN. SCHEDULE (1).4 • BOTTOM OF PRO. WALL (2) 164 • 12' CONTROL JOINT SEE PLAN FOR STEP LOC,=.TION gzta TYP. STEPPED FOOTING BEAM NO. CF BOLTS PLATE WELD CONiJEGTION SIZE S REQUIRED THICKNESS SUE CAPACITY (SINGLE SHEAR) 88 1 3' (2) 1)8 1/4 I/4 80 110 2 (3)1/8' I/4 I/4 .15.1 812 3' (3) 1/8'� I/4 V4 15.1 W14 3` (4)1/8'0 i/4 1/4 25.3 116 3' (4) 1/8'+ I/4 1/4 253 WIB 3' (5)1/8' I/4 I/4 35J 1321 3' (6)1/8' I/4 I/4 448 824 3' (1) 1/8'4 I/4 1/4 545 TYP. BEAM CONNECTION 8 BEAM CONNECTION SCHEDULE \ I/4' 1/2'0 M5. 24' OA. STAGGERED • BEAM GAGE) CONSTRUCTION JOINT 1 RI IE EIN EFO LD PPR REIN BENT GbNC 10 BOTTOM CHORD OF TRUSS BOTTOM CHORD OF TRUSS (2) 2 X 6 TOP PLATE WALL ,PARALLEL TO. TRUSS WALL PERPENDICULAR TO TRUSS 2 X 4 FLAT AT 32' OZ. 3.11 (2) ISd'e AT EA. END — 8TG 18 GA CLIP AT EA. TRUSS W/ (1) 8d TO TRUSS SOT. CHORD WHERE REQ'D. TO BRACE WALL NONBEARING WALL SUPPORT SEE PLAN FOR SLAB THICKNESS AND REINFORCING (TYP) I/8' X I I/2' PREMOLDED CONTINUOUS MASTIC JOINT STRIP OR PREMOLDED CONSTRUCTION JOINT (MAY BE SAW -CUT AT CONTRACT- OR'S OPTION). CUT ALT. WIRES AT JOINT SECTION COMPACTED BUBGRADE AND GRANULAR FILL PER SOIL ENGINEER'S RECOMMENDATIONS We SEE PLAN FOR SLAB THICKNESS AND REINFORCING (TYP) PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE 140 ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. SECOND POUR SCALE: I/1' • 1' -0' TYPICAL STAIR ON GRADE ILF 88411- SEE PLAN 3F BEAM - SEE PLAN WF BEAM - SEE PLAN I/2' COL. CAP TS 8X8 COLUMN FTC. SIZE SEE PLAN 1 FTG. SCHEDULE 121 ELEVATION FIRST POUR BURKE 'KEYED KOLD' JOINT. STOP REU.F. CLR OF JOINT EACH SIDE COMPACTED SUB GRADE AND GRANULAR FILL PER SOIL ENGINEER'S RECGMMENDATICNS 2' -0' •4 .12' SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFO. 18 STRUCTURAL CODE REQUIREMENTS: ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE UNIFORM BUILDING CODE, 1997 EDITION, AS AMENDED BY THE CITY OF TUKWILA. GENERAL: CONTRACTOR SHALL PROVIDE BRACING OR SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENINGS, ARCHITECTURAL TREATMENT, AND DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR SIZES AND LOCATIONS OF ALL OPENINGS FOR DUCTS & PIPES ETC. NOT SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK WITH ALL THE UTILITIES AND ADJACENT PROPERTIES. CALL BEFORE DIGGING 1- 800 - 424 -5555. DESIGN LOADS: LIVE LOADS: GARAGES PRIVATE MOTOR VEHICLE OFFICES + PARTITION EXITS ROOF 50 PSF 50 PSF 20 PSF 100 PSF 25 PSF (SNOW) WIND LOAD: 80 MPH, EXPOSURE B EARTHQUAKE UBC ZONE 3 Z = 0. 3 I = 1. 0 _C_ • 22 R =5.6 Cr =0.35 FOUNDATIONS: FOUNDATIONS SHALL BEAR ON UNDISTURBED NATIVE SOILS. ALLOWABLE SOIL BEARING CAPACITY IS 3000 PSF. SEE SOILS REPORT #95267 PREPARED BY GEOTECH CONSULTANTS, INC., DATED 10 AUGUST 1995 FOR ADDITIONAL INFORMATION. FOUNDATION DESIGN PARAMETERS ARE AS FOLLOWS: NON- YIELDING 25H PSF YIELDING 35 PCF PASSIVE 300 PCF COEFFICIENT OF FRICTION 0.40 FROST DEPTH 18" ALL SOIL BEARING SURFACES SHALL BE SUBJECT TO APPROVAL BY THE GEOTECHINICAL ENGINEER I CONCRETE: CONCRETE SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE STANDARD 301, 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS ". 1 CEMENT AND CONC. SHALL CONFORM TO ASTM C -150, C -595, C -94 & C -685 ADMIXTURES SHALL BE APPROVED BY THE BUILDING OFFICIAL., AN AIR'' ENTRAINING ADMIXTURE SHALL BE ADDED TO ALL CONCRETE EXPOSED TO FREEZE/THAW ACTION TO PROVIDE 5% + 1% ENTRAINED AIR. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED UNLESS APPROVED BY THE ARCHITECT. f'c W/C RATIO # SACK SPECIAL INSP. USE AT NON- 1 PER CY REQUIRED 1 28 DAYS AIR 1 AIR OF CONC. 2500 0. 67 0. 54 5 1/2 NO NON- STRUCT S. 0. G. 3000 0.58 0.46 5 1/2 YES WALL, FTGS & COLS. AS AN ALTERNATIVE TO THE,ABOVE, THE CONTRACTOR MAY SUBMIT A CONCRETE MIX DESIGNFOR - APPROVALTWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE ALTERNATE MIX DESIGN WILL BE REVIEWED FOR CONFORMANCE TO UBC 1905. CHAMFER ALL EXPOSED CORNERS PER ARCHITECT OR 3/4 IF NOT SPECIFIED BY ARCHITECT. REINFORCING STEEL, ASTM A-615 DEFORMED BARS GRADE 60 (fy = 60 KSI). WELDABLE AND BENDABLE REBAR ASTM A -706, GRADE 60. PROVIDE LAP SPLICES PER SCHED. MINIMUM CONCRETE COVER SHALL BE: CONCRETE .AST AGAINST EARTH 3" FORMED SURFACE EXPOSED TO ( #6 & LARGER) 2" EARTH OR WEATHER ( #5 & SMALLER) CONCRETE NOT EXPOSED TO WEATHER OR EARTH: SLABS. WALLS S. COLUMNS: RY REINFORCING STIRRUPS. SPIRALS HORIZONTAL SS BARS #4 @ 15 "oc #4 @ 10 "oc #4 @ 16 "oc.. VERTICAL BARS #5 @ 18 "oc #5' @ 16 "oc #5 16 "oc 1 1/2" 3/4" 2" 1 1/2" ORCEMENT SHALL.. BE ACCURATELY PLACED AND ADEUQATELY SUPPORTED E CONCRETE IS PLACED..' NG OF REINFORCING STEEL IS NOT PERMITTED WITHOUT PRIOR VAL FROM THE ENGINEER. AWS D1.4 -92, WABO CERTIFIED WELDERS. ORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD EXCEPT AS SHOWN ON DESIGN DRAWINGS. ETE WALL REINFORCING: E TWO HORIZONTAL #5 BARS AT EACH FLOOR LEVEL. PROVIDE CORNER 0 MATCH THE HORIZONTAL REINFORCING AT EACH WALL INTERSECTION 0 VERTICAL #5 BARS AT EACH WALL CORNER AND INTERSECTION. AT ENINGS PROVIDE A MINIMUM OF TWO #5 BARS OVER UNDER AND AT EXTEND HORIZONTAL BARS AT LEAST LAP DISTANCE PAST THE G OR AS FAR AS POSSIBLE AND HOOK. EXTEND VERTICAL BARS THE TORY HEIGHT OR AS FAR AS POSSIBLE AND HOOK. PROVIDE ONE #5 4' -0" LONG, DIAGONALLY AT EACH CORNER OF ALL OPENINGS. SHALL BE REINFORCED AS SHOWN ON THE PLANS AND DETAILS OR IF OWN SHALL BE AS FOLLOWS: LOCATION @ CL OF WALL @ CL OF WALL EACH FACE STRUCTURAL STEEL: 'MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: STRUCTURAL STEEL ASTM A 36, Fy = 36 KSI CONNECTION MATERIAL ASTM A 36, Fy =36 KSI STRUCTURAL TUBES ASTM A500, GRADE B, Fy = 46 KSI STRUCTURAL PIPE ASTM A 501, Fy = 36 KSI STRUCTURAL BOLTS ASTM A 325 -SC. WOOD CONNECTION BOLTS ASTM A -307 ANCHOR BOLTS ASTM A -307 OR A-36 WELDING ELECTRODES E70XX ECEliVEn FEB -9 1998 RFID MD! ETON NOTES EXPIRED DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE 9TH EDITION OF THE "AISC SPECIFICATION FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ". ALL WELDING SHALL CONFORM TO THE AWS D1 -1 "STRUCTURAL WELDING CODE ". ALL WELDING SHALL BE PERFORMED BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) AND AWS CERTIFIED WELDERS. ALL COMPLETED PENETRATION WELDS (CP) SHALL BE ULTRASONIC TESTED, ALL FILLET WELDS SHALL BE VISUALLY INSPECTED. SAWN LUMBER: SAWN LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16 LATEST EDITION. SAWN LUMBER SHALL BE S4S & SURFACE DRIED, MAXIMUM 19% MOISTURE CONTENT. SPECIES AND GRADE SHALL BE AS FOLLOWN UNLESS OTHERWISW NOTED ON DRAWINGS. USE GRADE Fb Fc Fc WALL STUDS & BLOCKING 2" TO 3 THICK, 4" WIDE HEM -FIR STUD 675 405 800 2" THICK, 6 & WIDER HEM -FIR NO. 2 850 405 1250 WALL PLATES 2 X 4 DF -L STUD 625 2 X 6 DF -L NO. 2 625 JOISTS DF -L NO. 1 1000 625 1450 LEDGERS NAILERS & DRAG STRUTS DF -L NO. 1 1000 625 1450 BEAMS & POSTS 4" THICK & LARGER 5 X 5 & LARGER ALL LUMBER IN CINTACT WITH CONCRETE SHALL DF-L NO. 1 1000 625 1450 1200 625 1000 BE PREESERVATIVE TREATED FRAMING NOTES: FRAMING ACCESSC:;IES AND STRUCTURAL FASTENERS SHALL BE AS MANUFACTURED BY SIMPSON COMPANY (OR APPROVED EQUAL). ATTACH JOISTS TO FLUSF. HEADERS AND BEAMS WITH SIMPSON ° U" SERIES JOIST HANGERS TO.SUIT1 JOIST SIZE.. : NAILS SHALL BE COMMON. , NAILING NOT SHOAN SHALL BE PER TABLE 23- 1:I -0 -1 OF THE 1UBC. PROVIDE SOLID BLOCKING AT BE/ ING POINTS. 'TIMBER CONNECTORS SHALL BE INSTALLED IN ACCORDANCE 4_TH THE MANUFACTURERS RECOMMENDATIONS AND WHERE CONNECTORSSTR;J TWO MEMBERS TOGETHER PLACE ONE HALF OF THE NAILS OR BOLTS IN EAC.: MEMBER. PLUMBING, ELEC1. & MECHANICAL SYSTEMS SHALL BE DESIGNED & BUILT TO ACCOML:;DATE 1/4" PER FLOOR WOOD SHRINKAGE. SHRINKAGE IN WC_D STRUCTURES: GLUED LAMINATED MEMBERS: GLUED LAMINATED MEMBERS SHALL HAVE AITC IDENTIFICATION MARK. ONE COAT OF END SELER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR IELD. BEAMS & COLUMNS SHALL BE VISUALLY GRADED WESTERN SPECIES INDUSTRIAL GRADE, AND STRENGTH INDICATED BELOW: USE COME`NATION SYMBOL SPECIES SIMPLE SPAN 24F - V4 CONTINUOUS OR 24F - V8 CANTILEVER DF /DF DF /DF WOOD SHEATHING: WOOD SHEATHING PANELS SHALL HAVE THE APA GRADE TRADEMARK OF THE AMERICAN PLYWOCO ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE (CDX) WITH THE FOLLOWING THICKNESSES AND RATINGS: NAILING SHEATHING PANEL EDGE FIELD FLOORING 3/4 " 48/24 T &G 10d'@ 6" 10d @ 10" ROOF 5/8" 40/20 T &G 1048 6" 10d @ 12 ALL ROOF SHEATHING AND SUB- FLOORING SHALL BE INSTALLED FACE GRAIN PERPENDICULAR T':: SUPPORTS AND IWA STAGGERED PATTERN OR AS Aft INDICATED' ON DF:. :WINGS. FLOOR SHEATHING SHALL BE GLUED AND Q NAILED. USE 0:,_Y ADHESIVE COMFORMING TO APA SPEC. AFG -01, A"PLY IN ACCORDANCE '.. THE MFG. PREFABRICATED 1, :JO0 JOISTS: SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS MANUFACTURED BY THE TRUS - JOT' :T MAC MILLAN CORP., OR AN APPROVED EQUAL. SHOP DRAWINGS SHALL 1E APPROVED BY THE ENGINEER PRIOR TO FABRICATION. LOADING SHALL E_ AS FOLLOWS: ROOF FLOOR TOP CHORD LIVE LOAD SEE DESIGN LOADS ABOVE TOP CHORD DEAD LOAD 12 PSF BOTTOM CHORD DE:,D LOAD 5 PSF TOP CHORD UPLIF (NET) 5 PSF HVAC SEE NECHANICAL PLANS 22 PSF 5 PSF SHOP DRAWINGS £..ALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. ST.RE, ERECT & INSTALL PER TRUS -JOIST MAC MILLAN RECOMMEL ATIONS. NO CUTTING OF THE FLANGES SHALL BE PERMITTED. I,LES IN THE WEB SHALL CONFORM TO THE REQUIREMENTS OF THE MANUFACTURER. BLKG SEE SCHEDULE SEE SCHEDULE INSPECTION: IN ADDITION TO REQUIRED INSPECTIONS BY BUILDING DEPARTMENT OFFICIALS, SPECIAL INSPECTION BY AN APPROVED AGENCY SHALL BE PERFORMED FOR S.(IL BEARING SURFACES, REINFORCEMENT PLACEMENT, CONCRETE PLACEI,, =NT, STEEL ERECTION, WELDING, WELDING OF REINFORCING STEEL AND HIGH STRENGTH BOLTING. SHOP DRAWINGS: SHOP DRAWINGS FOR GLUED LAMINATED BEAMS, '. PREFABRICATED WOOD JOISTS, CONCRET= REINFORCEMENT, STRUCTURAL STEEL SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. IN ADDITION TWO CO ?IES OF THE ABOVE SHOP DRAWINGS AFFIXED WITH A REVIEWED STAMP 3Y THE ENGINEER OF RECORD SHALL BE SUBMITTED TO THE CITY FOR REVIEW: PRIOR TO FABRICATION. IF THE SHOP DRAWINGS DIFFER FROM THE CITY APPROVED DESIGN DRAWINGS, REDESIGN DRAWINGS BEARING THE SEAL & SIGNATURE OF A STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO CITY FOR APPROVAL PRIOR TO FABRIC, TION. S1 I7' -4' O (.61) Partial Plan 16' -10. 29' -S' 24'-6' Q ®O O ' - 248' 5' -10' / 5' -0' 10' -0' I0' -0' I A FLUSH WALL COLUMN 24' -S' 5' -0' O FDN. LEGEND COLUMN TYPE SEE DETAILS Fl FOOTING TYPE SEE SCHEDULE THIS SHEET 29' -b' 31'-8' 20' -0' 26' -10' 21' -8' 11 -4' 162' -4' 141' �� B/fTCs T/SLAB BdFTG 141' 20' -0' 25' -I 4' CONC. SLAB ON GRADE UY 6X6 - U _X W14 20' -0' 25' -0' 21' -T 26' -5' Ii. 26' -6' 5111.8' IL 21 -6' 20' -0' ,, 6' -0' 21' -6 REID MIDDLETON, INC. FDN. SCHEDULE Ti i=.` DEPTH SIZE REINF. F1 10' 2' -0" X CANT (3) 5 B. CONT. F3 20 4' -0' X CONT (6I �6 TSB , 4 ®12'© F8 20' 0 -0` X 8' -0' j (10).96 B. E.W. 20' 6' -0' X 6' -0' (1)'6 B. E.W. F4 12' 4' -0' X 4' -0' (5) Y� a E.W. 12' 4' -0' X 8' -0' 6 • 12' B. EJU. 30' 11' -0` X 24' -m' S�12' EAU TOP �8' E.W BOTT. ® 24 4' -0° X 4' -0' (5)+16 B. EAU. S2 JOIST CONNECTION SCHEDULE MEMBER HANGER HEADER JOIST BEARING TOP/NAILER PLATE II 1/8' TM ITT11.88 (4) 16d TOP (2) I6d FACE (2) 10d X 1 1/2 2 1/4' (2) Sd (I) EA SIDE TJL NO NOTCH CLIP - - 2 1/8' (6) Sd X I I/• (3) EA. SIDE TJW NO NOTCH CLIP - - 2 3/4' (6) Sd X 11/2' (3) EA. SIDE DIAPHRAGM PANEL & NAILING SCHEDULE TYPE NAILING AT BLOCKING REQUIRED VALUE (FL" BOUNDARIES 4 CONT. EDGES OTHER EDGES FIELD I 6 6• 10712' NO 320840 II S S 10',12• YES 360 III 4' 6' I0' YES 480 IV 2111' 4' 10' YES 120 NOTES: I. NAILS FOR PLYWOOD PANELS SHALL BE 108 COMMON OR GALVANIZED BOX. 2. ALL SHEATHING SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO AND IN A STAGGERED PATTERN OR AS NDICATED ON DRAWINGS. 3. NAILING FOR DRAG STRUTS SHALL BE THE SAME AS FOR BOUNDARIES AND CONTINUOUS EDGES FOR THE RILL LENGTH OF THE MEMBER 4. FIELD NAILING 10712' REFERS TO 10' NAILING • FLOOR, 4 12' RAILING • ROOF. 5. RAIL SHALL BE STAGGERED WHERE NAILS ARE SPACED • 2 I/1'. DIAPHRAGM NAILING SEE SCHEDULE THIS SHT. SCALE NO SCALE 00 . -r IUiisiii psum. I ■ UIIIN.■1 ':7 �� Iiiiiiit FDA � 11 �6 0 71111 Mtik E�I C 116 N!i NCI INTERMEDIATE LANDING II 1/S TJI /PRO 250 • 16' OG_ 4' -6' 3' -6' I1' -4' IS' -l' 20-0' 13224 X 55 INTERMEDIATE LANDING II 1/8 TJI/ PRO 250 • 16' 2!' -5' 5' -0' 24' -S' Q 0 O 5 -10' 5'- 20' -0' FLOOR FRAMING SHALL BE TRUSS JOIST MAC MILLAN MEMBER AS INDICATED LEGEND H SIMPLE' B5411 CONNECTION O O LIM 0 O CONT•UOUS BEAM CONNECTION Sealae VS' • I' -0' MOMENT RESISTING CONNECTION Jele TENSION SEAM' CONNECTION CAMBER • HIP SPAN TOP OF STEEL ELEVATION DEVIATION FROM TOP CF STEEL ELEVATION INDICATES DRAG STRUT NAILING W/ (2) 10d • 4' 20-0' 1st Floor Framing Plan <=1 EXPIRED EVHWE FE8 1 9 1999 REID MIDDLETON, INC. 5' -0' (i) AA NOTES a in dl 0 23 24 L FLOOR FRAMING SI/ALL BE AS 5440aN SEE CONNECTION SCHEDULE 2. WALLS INDICATED ARE BELOW THIS LEVEL 3. PLUMBING, MECHANICAL 4 ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMODATE I/4' PER FLOOR WOOD SHRINKAGE. 4. TOP OF STEEL 5092' Co 'in , 0 au 'y !G" -0 .7 .4 c1/42 04.14 Looe 4 JOIST CONNECTION SCHEDULE MEMBER HANGER HEADER JOIST BEARING TOP/NAILER PLATE it 1/8' TJI ITT11.80 (4) 16d TOP (2) I6d FACE (2) 10d X 1 I/2 2 1/4' (2) Sd.. (I) EA. SIDE TJL , O M0Tc4.t CLIP - - 2 1/8' (6) 8d X I I/2' (3) EA. SIDE TJW ND NOTCH CLIP - - 2 3/4' (6) ea X 11/2' (3) EA. SIDE SCALE: 3/4' . I' - 0 (2) 3/4'6 MB/ GL 5 I/S SMOOTH BEARING SURFACE N 54 1/1 MB • 12' STAGGERED 2) 3/4'1 MB C8 COUNTERSUNK 4 PLUGGED SECTION 4' IN. 2/54 SECTION SCALE: 3/4' = I' - 0' FLAT SURFACE FOR BEARING Ll SCALE: 3/4' • I' - 0' �I k SMOOTH BEARING SURFACE 5111111111111 MAI ■ GL5 1/8X12 (2) 3/4'0 MB COUNTERSUNK 4 PLI Var•FD SECTION (2) 3/4'0 MB COUNTERSUNK AND PLUGGED I/4' Nor F-v , %//i /// rj /, jam / / //� ,z4 DIAPHRAGM NAILING Scale: NTS SEE SCHEDULE 33 0 0 0 0 0 20; ilk III v aK id : te r ' ; ' D Fr7 L4o2 II`� Ung,. IIpu!1ID 1 r P i Aft 06X26 021X44 06X26 121X44 INTERMEDIATE LANDING II 1/S TJI/PRO 250 • 16' OG. 24' -5' X35 WI8 5' -0' 5'1 16X26 116X26 IS X 121X I iLr i __ ,I, A li 20' -0' 018 12X44 016 X 31 02I X 50 11' -4' • 5 VSX15 CSX115 06X26 X2 Vir 20-0' WIBX 1111X44 <I 08X35 111 al r 11l USX WIBX W18X35 vv v 6' -0' 21' -6' W16 +6 rrP INTERMEDIATE LANDING II 1/8 TJI/ PRO 250 • 16' 106X2 0 0 0 5' -0' I 0 0 � 0 0 FLOOR FRAMING SHALL BE TRUSS JOIST MAC MILLAN MEMBER AS INDICATED 0 0 O LEGEND H II c +2• T.O.S. (.I V2 06X26 i 116X26' SIMPLE BEAM CONNECTION x id* CONTINUOUS BEAM CONNECTION MOMENT RESISTING CONNECTION TENSION BEAM CONVECTION CAMBER • MID SPAN TOP OF STEEL ELEVATION DEVIATION FROM TOP OF STEEL ELEVATION INDICATES DRAG STRUT NAILING • (2) I0d • 4' 20' -0' 0 0 EXPIRED 2nd Floor Framing Plan EVfIEWE FEB 19 1999 Scale: VS' •.1' -0' 20' -0' 0 0 cie0300 0 AA 20-0' 5'_0• REID MIDDLETON, INC NOTES 1. FLOOR FRAMING SHALL BE AS 5440(1 SEE CONNECTION SCHEDULE 2. WALLS INDICATED ARE BELOW THIS LEVEL 3. PLUMBING, MECHANICAL 4 ELECTRICAL SYSTEMS SHALL ISE DESIGNED AND BUILT TO ACCCMODATE 1/4' PER FLOOR WOOD SHRINKAGE. 4. TOP OF STEEL 10252' S4 Sea le: I /8' • 1'-0' Elevator Roof Plan DIAPHRAGM NAILING SEE SCHEDULE S3 SCALE: NO SCALE til irili i t 24' -8' Q 00 ® 5' -0' / 10,0' 10'-0' 20' -0' 20'-0' 20-0' 00 , WI6X26 .. u /�1 11(0 115,43' If X3 1/2 TI4 3X T/- f 11556' 3 11 II VET I/250 •24' 115.13' 0 6 24' -8' LEGEND H T /STEEL 115 O 0 SIMPLE BEAM CONNECTION 20-0' ,4'-6' 0 CONTINUOUS BEAM CONNECTION MOMENT RESISTING CONNECTION TENSION BEAM CONNECTION CAMBER • MID SPAN TOP OF STEEL ELEVATION DEVIATION FROM TOP OF STEEL ELEVATION INDICATES DRAG STRUT NAILING • (2) I0d • 4' vQ 23' -10' QQ 1 60 -6' Seale: I/8' • 1 -0' T/STEEL 0 115.43' X W16X26 Roof Framing Plan ISSI T/5 (DTh, 20' -0' / 6'-0 A . 0 0 NOTES 20' -0' 21' -6' 4. ROOF SLOPE I/4' / l -0• AA L ROOF FRAMING SHALL BE OPEN WEB 22'TJL • 24'.. O.C. TYP. UN,O. 2. WALLS INDICATED ARE BELOW THIS LEVEL 3. PLUMBING, MECHANICAL • ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO Ar MODATE I/4' PER FLOOR WOOD SHRINKAGE. SECTION CUTS ARE TYP. AT ALL UNITS •■ PERI Ana two VI t EXPIRED f� 2� Ui LE FEB 1 9 1999 REID MIDDLETON, INC. S5 (10 m < o'R 03D m ca m O 0 m m C) I 1,71 s•sSiv t: — 1 — I__II " I 1 I I 1 la lz I; l I, 1; P k I' 1,s, ------ — 1- ..-IL 1 1 -- Lt! -- _ —I— _i'-- 1_1 -- g 2 2 = = II_ I 11 14 La k FE IH ( — LH - - = - 1 2-1L (= - 7 - g ( I I I '1 FEB 19 1999 I REID MIDDLETON, INC. df Ta_ ■■■■••■■■ m < a) z o m 1k 41 ;, • 1 14 s .16.14 ql " a) s • 16' 16: [ I *36CLETE Elevations 52nd Avenue south Building 15208 52nd Ave. 0 Tukwila, WA .1■■■••11:=MOM11•^ NO. ENG R: PJH REVISION CAD: JTM DATE i PLOT: 12/29/98 FILE: 97012S6 JOB #: 9701i 2, / , '//q I MIRES 7/27/09 WI4x14/ 1.1.114x14 ...111■1! Structural & Civil Engineers HO 180 Nickerson St. Suite 302 Seattle, WA 98109 (208) 285-4512 FAX (208) 285-0818 8' SEE PLAN 8 • WALL BEYOND OPNCs. SHORT S � p : : ___ ! _ { (3) 16 EA. FACE EXPIRE - ti — s b. •4 • 18 X I VERIFY EMBEDMENTS f I' DOOR 0 4 • 18 I , ► �_ Ir i I T 3/16 � 1 1 ' NON••SHRINK 1_ .0� V4' 1E -_ 3/4XI0X0'�' i0 04a10' - 12. 0 a, i% ' ss,%T 0 4.10 5e16 d_.... REINF. PER SCHEDULE 1 . '' _ I -- I-- I-- I_— /, , IIII r . 5 CONT. ® 4 h �H� GROUT (4)5/8 AB X0 -10'• BM GAGE f — l�, f i� f. I _ (3) 04 © 4.6' I/2' CLR _ W W E > 04 0 4aI0 — � k h 5 • I6 m LEVEL WITHIN a 1/ FOR FULL PIT A IWA O o� a ° ' ' " • 5 • I6�0 '^ 4re 0 r- ' 14X14 - . :�- ��- :.- ..- �. -. (3) FA FACE 4' _ I' -0' [Cj 04 • 12' ALT ( . FIOOIC ° ' . 8 : n - Ld - ?x: �_, li- c « o • SCALE: 314' • 1' -0' SCALE: 314' • 1' - FOOTING PER PLAN] PER SC. -EDUCE SCALE: 3/4' • 1' 1 ,_ 6 . I } ►,i1 /'7 OP z+ �p F 5.16' ALT. HK J Z •4 • I 0' L 9 Y F DRAIN DRa . 0' -0' _ _ @ — r ITT HANGER (2) CONT. 'S 2 SECTION 3 SECTION 4 PLAN ELEVATOR PIT 1 -10' 6'-10' 3/4'4 X 0' -6' N.V. STUDS • P -6' I0' 5' -0' . 6,40. 6' -i0' 1 3/4`4 X 0'-6' HD. sw5 • • r -6. 10' 5'-0' I' -0' -. { � • 5 -0 • I -0 , 10• • 1' 16 • 12' EA VERT 0 • 10' E.F. HORIZ 3 92' CLR 6 0 - .,- ' - -- r1 — . ---..— _ r T ° I • Cr ID I j 0 4 a 10' EF. HORIZ 7 _ ®— _ 0 - . a _ i 0 = 4r• i - a _ r- �.— - 0 — ` ,...∎,...... `L1:e'9:G3:'.,e,' 9' 4 -41 .. . ' °0 ,a 0 -:• - - r - �_ - � 9 - -- ° f — 0 � - 1 0 3 1/2' 16 EA CORNER 16 • 12' EA. F • 0 16 • 12' EF. 1/E. _. I . g I 96 EA. CORNER 0 • 12' © -- 10' 06 • 12' EA. F �. 04 • 10' EA. FACE X 0' -6' HD. • 1'-6' 10 € (3) 5 CONT . �}- °o ", ' 0 0 0 • 10' EA FAC 1'_8• 3/4'0 X 0 HD. 1 0 STUDS'.s I' -6' • m 111 3/4'4 STUDS STUDS 16 EA. 0 - - 6 r _ _� , 0 4 • IV TYP. ALT. HK ,n EA CORNER Trn SCALE: I/!•.. 1' -0• 1'6 EA. CORNER m — . F° 16 E CORNER A ' TYPICAL - I W . 1'-m •4 • 2 © TYP. ALT. HK 1 � 1 d- A I - I -�' •4 " _s O. 1' - 0' TYP. UN. SCALE: 1/2 UN. 1' -10' 1' �. 04 • I< CORNER 5 PLAN PLAN 7 PLAN S PLAN g SECTION •4.10' EF TYP 0 6.12' EF. TIT' 3X PT SILL W/ 5/84. AB. X 0'-10' • 32' 9 C7 ' EMBED) eCS18X96' W/ (46) • 10d • 24 / I ` t " i, PLATE NAILING - IOd • • 6' 10d • 6 ' '.. TJI BLOCKING Ibd • b' 3X PT SILL W/ 5/8'0 AB. X OLIO' • 32'' (1'. EMBED) SiM Q II ' PLATE i NAILING ®116 10c1 • 6' SS e Ibd • b' 10 d • 6• LTT208 • 24' W/ (IG Ibd t 5/8'0 EXP. BOLT 4' EMBED �- N.-(2) 5 CONT. - ---- --- - - -- -- • - -- -- ---- -- -- -- - -- -- -4 V 'j / \\// ... ir= =u '- Z38 3X ' BLOCKING •24'C5SPGSJ - (5 S LTT20B W/ (10) 5/8'0 BOLT 0 4.10' _- - TJL' • 24• 16c1 t EXP. 4' EMBED EA F 16. 12' EA. tii • 18' 3/4 CLR • \ FACE ® - - I : J 1' -¢ -.- _ • - °' - �' 1 ' o I 0 �/ C LR LR i 16 • 12' 2 EA FACE Ark N I' LTT206• Ibd • b 10d • E Ibd t 5/8'0 E> BOLT 4'EMBf (/ TJL'S 3 P SILL W/ 53 X0 • 32' C7' EMBED) /4• 0 4.12• EA F • \. I 0 6 • S Z E _ - _ , 0 1 °2' ?LA a o •O ° e .. - ° e •° • e o a I' -0' FREE DRAINING MATERIAL TJL'S 3/4' a - o o 0 • 2' ° - - a O o I • ° < - • 1 • ... ° o ° �' • o • 8 r9.1 ISM AIN r d PA , 0 , TJL S. /4 ' -R: 4X12 PT W/ I'• X 0'-10' LG. HEX H1: • 12' (1' EMBED)- - 0 4.10' EA F, EA I •4 • 18' : 3 1/2' Ka . 12' EA FAGS J -_ rir ,, 7JL'S 4X12 PT W/ I'• X 0' -10' LG. HEX 14 X12' (1' EMBED) 04.12' EA PAC \, 06 • 0 I I `I • •4.18' E",/HT\VED FEB i 9 1999 ( r d a LL d r a 1I1' -0 3/4' CLR • 18' TJI'S REID MIDDLETON, INC. 1' -0' FREE DRAINING MATERIAL 441,1,11r-11-II ® F - j 2' CLR .1 . ,. C 0 1- 04 0 1 • • 18' . ° 16 • 12' CONT v : � � o - ° o 0 6.12' CONT ° o ° ° 0 o o v _-�' '' II A o a ° - v ° o o ° a o, � — � ° - " — —IJ ��''t I � ( 5) 0 6 Tt8 GOVT. = - _ 9 = is + 0 = .— - - - ..� .,. f r i= re° (5) 16 T4B CONT. 16 • I2' CONT _ . _ o o"o o % ° 'OO ...l o� Woo�o o . • : F' o oo So.: °o.. oo %WOO�°o. o 'er a... co d V ��° 000 oqp ° 0 0 • - dd'' N o ocoo°o 0 0 °0 °0 � °o °o °a OO . 0000000 Woo�°o d' ° o°oW8 % °c� o°o o 0 Q� o °�oocP'boo cooc = T. I .•} "d..'r aLT.+•4.! 12' I - -J K T. r 43--- � 0 4 • 12' © I a — �Id . ALT. FNC �� e I I•- "c.,, T —4." I r i -b -- - -� p— , _ — � A ..n C i p a D e'..... :'�. -• � . G -41- s-y e — e ° 0 IT. T ° �I �.T RAIN c FDN 7c, I DRAIN 16 • 12' Tr:T CON 4) 6'-0' (NTS) 1b • 12' 0 4 • 12' 5 CCNT 3' -6° I ' -0' f 6' -0' (MTS). .. I L DRAM 0 (NTS) • 12' SCALE: 1/2' • I' - 0' TYP. uNA. 10 WALL SECTION I1 1' WALL SECTION 12 WALL SECTION 13 I WALL SECTION 1 4.1 WALL SECTION S 7 2X4 BLOCKING W/ HU24TF HERS. EACH END A35 • 48' 2X4 (3) l041 ROOF (4) 10d I 1041 .6' 1 (2) 1641/STUD 1 I A • 4 4 ( i 35 • 48' 1641 .1344 I ROOF t ! _• . \1041 .6' (2) 1641/STUD ° �� 1041 • 6' •12' 2 BLOCKING 3X NAILER i I I 1041 • b. I (2)Ibd•12' - I AI 2X BLOCKING i 3X NAILER C L Ibd C! -INCHED 2X4.24' OUTRIGGER W/ HU24TF 2X4 5 • W/ 48' A3 2X4 • 24' C4) 841 • \• • / \ •s 0111647i (2) 1641STUD 435 • • 48' ; k.A r _ I - _ ., _ 2X4 • 24' I Ur CDX 32/16 104.6' EDGE 10d•12'FIELD (4) Ib CLINCHED TYPICAL illi,■411 ` \- 2X4 W PF24 U24 , , I 2X4 • 24' (4) Ib CLINCHED TY 4- ' 040 / _J \ (4) 1641 CLINCHED 1 . _. 22 UP 71 J _ -.1 ' ' 2X BRACE • 4' -0161641 _..., / TJI'S --' A �— ►I ♦ ♦ -- -- T ' � FA • �� TJL'S j } SI0 r 7� 2X4 BRACING 4) CEILING\ lb.. EA END CLINCHED A35 • SIDE I 2X4 BRACING • 48' 0.C. WI (4) CEILING\ Ibd EA END CLINCHED A33 • SIDE ♦ ♦ r �� ..1 (2)12d END NAIL SCALE: 3/4' • i' -0' TYP UND. •'-• (2) 12d END NAIL 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 I SECTION 2X4 • 24' A35 • 4&• OUTRIGGER W/ HU241F 2X4 • 24' 2ND (4) 1041 e .\ %' (2) 164 /STUD ' ,435 • • 48 A35 • `9. Ib • 8' 1641 (2)11/644 FDF • 16" 0.C. \. \\ \ � i ,/ '11-Abh-4iI (2) 1641/STUD 5 • 48' 4,35 (4) 1641 CLINCHED TYPICAL '.. I 1 _ 1641 • 3' 1041 • 6° 1 1 s 1041 • 6• I 11 16d • 6• TIP TABLE NO. 23-1-0 NAILING SCHEDULE V V :1 !I'll :44; F.PPP 5 “1. 1 10 MI i t "11"P WhiiA - ,,,.. Llif L.= Zgr ttq ,t1! Opmw , . w -4 R.,. . k ! ta o il li,20n20 $.2,ma..,mg05.6.r i g & 8 E l 1 1 , q WroMA;t18 iiqiWi 1 rI etWORM 2 a a - pA mgj g,ltilf abirriOg 1,1W gp,1144 I I vp 'n' R M-m0 4 OF grrq ga 744 F . A 41 4- pk 2 g m ' -7 - f 1 4ig g- .5 , It A F 6 v, 1.3 ,A A 2 g 0 4 1 b A FF F E ADf a a Af A T r iFFF I.. F co 01 f 4. M tt tattal at tgRt MIN'. ! F t W"ttt"Wt?.:ii!:lilltRikt 3 =6 ..4.0.,...-.00 .4- ...'.-" a g 9.01 0 - 0- M [ q i ,... I, t d R 11 a, . !: aEuu • 'xi z2 OF 1 . _ J � �� , r . ii iI, ( 2)11/64'0 PDF • 16 O.C. (4)16d OLIN TYPICAL � I _ 1 I 1 3X P.T. NAILER 5/8 -10 AS. • 32• ,. 0.G1 EMBED �_5 • I6• EA FACE 4a10' EA. FACE 2X4 i PF24 U24 i I 1 4 ! 3X6 W/ 141.136TF 3X6X4'-0' HU36TF • END • 24' VP 4,— -2 / TJLS J A35 £A SIDE J � A35 EA SIDE .1 1 ♦ ♦ V1 TA TJL'S 6 LTT20 W/ (10)41 4 5!8 EXP. BOLT 4' EMBED 1 2X4 BRACING- • 48' OC. W/ (4) Ibd CLINCHED CEILING (2) 1241 END NAIL TYP. 2X4 BRACING 2X4 • 48 O.C. W/ (4) 1641 CLINCHED CEILNG (2)1241 END NAIL TYP. _:_ .._.• 6� SECTION 7 SECTION 8 SECTION CSI8X96' WI (46) V - PLATE NAILING 1041 • 6' 3X PT SILL B WI 0' / 48' X L17206 •192' W/ (10) Ibd BOLT EXP. -- =s• 1641 • 6• — 3>, A A. lT' SILL B W/ 5/8'0 X 0' -� ° 48• EMBED) % II •- PLATE NAILING 1041 • 6' � I I I. a I a y 1 r 1 0'.1 1041 • 24' 238 EA • _. - - - - - -- _;--- - - - - -- I ► =� ° I I °1 I• °. -- 1 I °I 11 1i1 - -- -- - -- =a: mod ,• b 3X BLOCKING • 24' (5 SF'CS) TJI'S- t LTT20B • WI (10) I641 5/8'0 EX P. BOLT 4' EMBED— 24' 4 / I. { I I I I \ (2) g COdT , -- I . 1 r °._� } I I • _ °I TJL'S TJL'S 4X12 DF -L NO.I PT WI i'0 X0' -10• LG. HEX HEAD • @• (r EMBED) SECTION 10 SECTION 11 I SECTION (4) 16d CLINCHED AWE • 4W ibd • 8' ?.._- (2) 1641/STUD N161 AWE • ° 4 W I _._ k EXTERIOR SUPPORT - I COMMON OR OX NAILS MAY BE USED EXCEPT WHERE OTHERWISE STATED: B 2 NAILS SPACED AT 6 INCHES CN CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. EXCEPT Es INCHES AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2E43 NAILS FOR WALL SHEATHING MAY BE CG? iMC, BOX . R CASING. 3 COMMON OR DEFORMED SHANK - 4 COMMON 5 DEFORMED SHANK 6 CORROSION - RESISTANT SIDING OR CASING NAILS CONFORMING TO THE REQUIREMENTS C SECTION 23251 .i..., � — —I I— —4- I ''' I , -. I - i I I �. 1L \ � — +.1-- - - ' � 11 , - I - J li 2a. d i 1 i I ■ \ �. - l \ i. E�UNDRY NAIL AT ROOF PERIMETER, AT CENT. PANEL EDGES (EN) EDGE NAILING (EN) AT ALL EDGES OF ALL PLYWOOD SHEETS AT SUPPORTS 2. a, SEE PLANS FOR PLYWOOD THICKNESS < NAILING SCHEDULE 3 INTERIOR FIELD NAILING (FN.) 6' 0.C. AT BEARING SUPPORTS 5. LO NG DIMENSION OF PLYWOOD SHALL RUN ACROSS TRUSS SYSTEM '.FRA)q , 6. MIN. EDGE DISTANCE FOR NAILS SHALL SE Ns' T, MINIMUM PLYWOOD SHEET SIZE 2' -0' X 4' -0' \ '� ..- ��1�� - J I I I O I I - _ I ` i ���(r �a ( I II ; 1 (4) Ibd CLINCHED � TYPICAL I s 1 l' \ 4 NIF 2X P 4 1 24 � / I , � _ T FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES D 6 INCHES' ON CENTER AT z AND INTER`tEDIAT£ SUPPORTS. rn I ? I 8 CORROSION - RESISTANT ROOFING NAILS WITH 7/16 INCH-DIAMETER 1H h EAD AND i 1/2 INCH LENGTH �� I I FOR 1/2 INCH SHEATHING AND 1 3/4 INCH LENGTH FOR 25/32 NCH SHEATHING CONFORMING TO THE 3)2A °' , RECUIREMENTS OF SECTION 23251 C 9 CORROSION - RESISTANT STAPLES WITH NOMINAL 1/16 -INCH CROW CRO AND I i/8 INCH LENGTH. FOR su = Z i/2 -INCH SHEATHING SHEATHG AND t I/2 -INCH LENGTH FOR 25/32 -INCH SHEATHING CONFORMING TO THE Us " O REQUIREMENTS O' SECTION 23251 � �' 10 PANEL SUPPORTS AT IS INCHES(20 INCHES)IF STRENGTH AXIS' THE LONG DIRECTION OF THE I'—" , 2 PANEL, UNLESS OTHERWISE MARKED. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT NTE_WIEDIATE SUPPORTS. II PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. I - _ -ir i I �.I4 -\ I - \ I -' ' - I -- i ■ ...IL.- -- - I 1 [ 7- 7\ -- 1 /9\ ll_i_ A35 EA SIDE l i 8, NAILS SHALL NOT BE OVER DRIVEN SCALE: 1/4' • I' -0' SCALE: 3/4' • I' -0' TYP UND. .. 12 SECTION 13 ! ROOF /FLOOR SHEATHING LAYOUT 14 ) TABLE 23 II - Q - I m C ro S8 3X NAILER - L 6X6X1 /4 • II I I 3x MAILER W/ (2) I/2'4 THREADED BOLTS COUNTERSUNK — - TS Sx8 OF r . ej .1124211 Irk viii COPE BEAM 0 iiin ni* WF 6'x6'xV2'x1' W/ (3) 3/4'4 3/16 % I ._. I .:. TS 8xS PLAN A -A E i/4' 5/8'4 THREADED GAGE -' -I �► � ► A 3x NAILER W/ (2) i/2 , THREADED STS COUNTERSINK A �. 1 I � . IF = - �I ; , � E? 1/4' _ - - ___ . • -_ - _- _ -_ -_- TY I'• 3/I6 A I A TYP. I' I TJL'e L _______ -____I ' m.,1__ _ _ _ Wi4 I -------------------- ■ a SCALE: 3/4' ITftd HA NGER • 1' -0 TYP UNO. IYTIIBS HANGER -6' HEADED } . ". J TJL JL W= ' I 6X6X1 /4 TJLb STUDS • 6' ° PLAN A -A TJL'e i__1 • 6' 6' 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 SECTION (3) 1 3/4'4 A 301 - WI4 (3) 1 3/4.4 � A301 � O. 4 • @' _ -� t%1 - PTD 1 I LM I I2 1 I/2• r l+� 1, 11 I ®:� ®�1/I ��!11' r ya '�4 5 EA FACE T88X8 ; I� s --e. ._._ - - a � LL m C - (4) 3/4'4 X i' -6' � . A301 W/ HEX D. o. i -_ _ _ ' ► i E V4' . . / E'. V4 .I d - -- I B 1/4' L1 U 4 - . 10' • 10' IE I 1/2X14X2' -2 MEM C3) +16 EA. FACE I'-6' ` % • 12' OZ. I' 1111 (4) 3/4 X I'_4• A301 W/: HEX HD- 4 LEVELING NUTS C. " L, ■ 04X43 E'. ' -S' DCI4XI 3/IB . �i y 7 2 _2. - • _ TYp' . PLAN 7 PLANS 8 PLAN 9 SECTION 10 PLAN 6/89 WI4 X 2 NON- SHRINK ` I��l (3) 5 EA FACE C3) �4 TOP REST • 12' TS 5X5 - - 3 1/2' NWC W/ 6X6- WL4XWL4 La r OVER VERCO 1 l/2'. DEEP FOR•ILOK TYPE B 0 GA (5' TOTAL I • 0302 F1. 10d • �d: LTT208 • 24' W/ (10) 16c1 B 5/8'4 EXP BOLT (4' 10d w 6' TJI BLOCKING - -- - .S .0322 IN -8 - 0335 M � • IPTPL ►ri ' (2) 5 CC!!T. I. \ NE EN • 2'-‘1: grin 3 -0' •4 • IS' i/2'4 FUDDLE . WELD I a I2. I SL_ F 16/89 ♦ �ri (3) (i0)Y � 11 ° ` I I I I I ' I ! TYP. .z - . 31 _ L a CS) 5 L5' -@' �3/4'X12X1'_0• C4) 3/4.4X20 _�- � 3X BLOCKING DIA � 1 i ° 1' a- t, T 71 III 1 TFO — — I I III 7 is I � ► T � ,' d L3X3XV4 I • , `• L3X3X/4 OONT • —• W/ 3/4'• x 0' -6' C.NT - HD STUDS • 16' ■ WI2 1 TJI'S J ' E M I VV E cl FEB 1 9 1999 EID M IDDLETON INC , ..r 4 f f. y L. ... 1 NTI! � 1 X PT SILL W/ 5 B /8.0 ANCH. OLTS X -10. D) 32' 5. 12• %•I0' 5 • 16 3' -0 AL. HOOK % • 18' . :. al } ( 1 I II 12V2X6 TYP H 11 1 �i_ 1_ _1_ 1 ! ni■ e�aii II II 1 1 11 a s 4 1 I I 1 d s 4 r3/I6 W1e 24' OG (5 SF'CS) .T. W/ 3/ AB • 1 16' W/ HEX (1' EMBED) 8' I I I I I I I I I V d a n i- -1 }--1- - - - d GRADE BEAM BEYOND I 11 SECTION 12 SECTION �- 14 SECTION (2) 10d • 4' E'. 1/4' PER PLAN L -.4 • 6' In v3/I6 _ w i�i�i�ia v a - . A - - - 8 d • _ a d 5/S EXP 00 LT • 12' O.C. W/ 4' EMBED d \ 9 a 4 r -- ''''r . 6 r Q S EA FACE '4.12' .. (5)'46 T16 CONT. HOOK w ENDS -' I ` d e - I, a a ►s'i- u����s�r� TJL BEYOND 3X BLOCKING W/ Z CLIPS SCALE: 1 1/1' • ( -0' / (-3 -3' J, I'-3' - (10) *6 L � �I 0 .v v u n l i , -u - n ._. �,r• :+�Ni,rtt:.. _ _ _ - 2' - - �• U , 2'_6. j �(3, 5 CONT. SCALE: 11/2' - I' -0' 4 ' r SCALE: 3/4' . I' -0' TYP UNO. .. .. -:..._ 16 PLAN 17 SECTION 18 SECTION 19 SECTION 1201 SECTION G1 cc °2 ak S9 J .1 X r © WI6 ® O 7YP © / X TS 1M W14 tE V4 EA. SIDE ,435 111 �I A35 ' IMEMO • ` X I 8• I r I — — — �r 1 . , 1 I I Tl'P. 3/16 r TYP. • 2X4 • 16' /' (2) II /64 •. `PDF a 16' ► (2) 16d - -�- 2X4 CONT. • 2X4 • 16' TYP TS TS1MXS/I6 . . .' .4 • 3 . 10' '_ ® rj • S 7 TM 3 1 ! [[ 1 f 111- � _ J I � � ' I A35 • Ib' EA. SIDE 3/16 y PLAN A - �� ...si te 4, V3/I6 / W14 , R fr 1 L ,4 E&SIPE i0 \ s _ i v � 51:1, \ (8) 06 :1._ I at _ I TYP> v 4) I6d (TYP) (4) 16d (TYP) SCALE: I/8' • 1' -0° TYP UN.O. x3/16 1 STORE FRONT ELEV. 2 ( SECTION 3 SECTION 4 I SECTION 5 PLAN a„Ie�111� II H (4) 16d 2X4 BRACE W/ { 9JZ4TF III ► (2) 2X4 6 • O W/ CLIPS : -� A35 . 32' (4) 10d (4) I0d 1E 1 1-6X3 1/2X5/16 1 I '- O \ 7 / TS 8X8 REST • TOP • 12' ID � 1 .T. HOOK \ ALT 1111 f ' ■ ill II I TJI'S PLAN B II -B I TYP _____________ - . +wi����� � !.� I ,�� —_— ._.� ®:. _ —P 'Ij i -�- 26X3 2`-0' SQUARE PILASTER d_ "r -I - I - -- ..: T . A35 __� 2k4 EIR�4CE9.. / J s 4 8 OZ. / S ®�� - WI6 2X6 W/ 1,_. = 2X PLATE 2X4 BRACE • : LL I 1 WKs JI'S IP V4` V2X5/I6' A35 EA. SIDE I —:: TSX 8 `10d • 6' T JI :� r� I Z38TYP P .. d! .1 4 Yl 4 ° �- - FOOTING SCALE: 1/Y • 1' -0' ' 3X BLOCKING 6 SECTION 7 s SECTION . 9 SECTION 10 SECTION � 1 lift ;R;;¼€E: (.3 �r ie.., j ksj EXPIRED J 10d s 6' Allta 10d • 6' lkh ��/ � 1 j V2' COX 32/16 I 10d • • 6' EDGES 1 �d a T FIELD , BLOCK ALL EDGES 2X6. 1 (4) 10d (4) trod TYP 10.01 • 6•\ j -___� ' '.. SKYLIGHT BY OTHERS (2) I6d • 8' SKYLICaHt BY OTH (2) I6d • 8' 11.16 C2) 11/640 IMF. a 12' SPI • 32' ►_- ►' 1 1 ( I/2' CDX 32/16 TYP • I r 10d a b' EDGES I0d • 12' FIELD I / BLO..�' ALL EDGES I III i 2X6 ..b / s b • SIDE 0 (PDF) HILTI X -ALH 11 I SECTION j JI • 48' _ ' ., �� ■! , ice i 2 X4s48� TU24TF 2X4 = - ''' / r ._. 1 1 \ WI8 J TYP iA �i I I \ A35 r_. / 1 2X4 BRACES • a 48' OZ. WI6 2) IV640 PDF o ib' '... A35 • 32' �7 2X4 BRACES - a 48' 0.C. ._ (4) I6d TYP (2) I6d END NAIL t� LS R D 1 FEB 9 1999 �. ;;EID MIDDLETON, INC. SCALE: 3/4° • I'-0 TYP UN.O. 12 ( 13 14 SECTION 15 SECTION CT) cn CD di 'CI co S10 SCALE: 1/8' • I' -0' TYP UNO. I 1. 2 3 4 I I � 1 Dqs ....., 0360 , E EXPID 6 7 8 9 10 I I CANTILEVER RETAINING WALL SCHEDULE "A" -� i i I I CANTILEVER RETAINING WALL SCHEDULE "B" CONC. DIMENSIONS REINFORCING SIZES CONC. DIMENSIONS REINFORCING SIZES H A B G D VERT. BARS TYPE 'A' VERT. BARS TYPE 'B' -1ORZ BARS TYPE 'G' Fit. BARS TYPE 'D' FTG. BARS TYPE 'E' PPG. BARS TYPE 'F' DOLLELS H A B C D - VERT. BARS TYPE 'A' VERr. BARS TYPE 'B' H ORZ. BARS TYPE 'C' FTG. BARS TYPE 'D' FTG. BARS TYPE 'E' FTG. BARS TYPE P' DOWELS 4' 6' 8' 1' -T' 15' 5 • 16' ---- •4 • I0' 5 • 12' 5 • 12' - - -- -_ -- < 4' 6' 8' 3'-4' 15' 5 • 16' - '4 • 10' s • 12' 5 • 12' 5 • 24' >4' 6'. 6' 8' 5..'-4' 15' 5 • 10' - -__ •4 • 40' 5 • 12' 5 • 12' 5. • 24 ---- >4'1.C. 6' 1'-0' 8' 2' -I0' 15' 5 • 16' 5 • 16' '4 • 10' 5 • 2' 5 • 12' ---- ---- >6' ‘. 8' 1' -2' 8' 3' -8' 15' 5 • 12' 5 • 16' •4 • 10' 5 • 12' 5 • 12' - - -- - - -- >6' ‘. 8' 8' 8' 1' -4' 11' 96 • 10' 5 • 12' •4 • 10' .6 • 18' 5 • 12' 5 • 24' - - -- >8' < 10' I' -6' I0' 4'-4' IT •6 • 12' 5 • 12' 5 • 12' 5 • 2' 5 • 12' - - -- - - -- >6' � 10' 8' 10' 9'-2' IT M • 10' 5 • 12' 5 • 12' •6 • 12' 5 • 12' 5 • 20' - - -- EI BASE DIM.• A4346 NOTES: L CONTROL /CONSTRUCTION JOINTS • 20' -0' O.C. I 2. CONCRETE STRENGTH re • 3000 PSI • 28 DAYS i 3. REINFORCING BARS ANNA 65 Fy • 60000 P8I 4. SEE LAP SCHEDULE I 5. DETAIL M ACCORDANCE WITH ACI 315 I I BASE DIM_• A 8.0 g NOTES: 1 X II L CONTRDL/CONSTRIJGTIGN JOINTS. • 20 OZ. 2. CONtTE STRENGTH re • 3000 PSI • 28 DAYS 3. REIPFORC54G BARS ASTM A 6.5 Fy • 60,000 PSI 4. SEE LAP SCHEDULE 5. DET ^!L M ^ ANGE WITH ACI 315 iv P ( (2)'4 CONT. —'4 X 5'-0' • 12' 4 •4 • 15 1f2' 'A' I ~� U 11 ` TOP OF WALL TO I TYPE BARS TO TOP OF WALL 1' -0' SOIL COVER 2 -0' .9 1H013-1 (2) 5 CONT LAP 3' -0' TYPE 'C' SAR 7 2'a WEEP HOLES .ate I' -0' SOIL COVER I (2) 5 CONT LAP 3' -0' '3 • I6° 2' -¢ �I TYPE 'G' BAR 2 2'a MEP HOLE£ I 'I .L� -L� =�� 1f " CUR. E � ':. 22 NV� , � J �S „4' [Z i (3) •4 LM • TOP 11 II '4 • 12 a REST H II ALT. OOK 11 11= ,JI _ tt f FEB 1 9 1999 L� Pi: . - 8 Oo 11 5 t SMALLER 1'-0' FREE DRAINING GRANULAR FILL TYPE .5. I 212 CLR 5 LARGER 8 . I' - 0• FREE DRAINING If 1.11 •� 41 1 .1 4o GRANULAR FILL REID MIDDLETON, INC 4 40 TYPE ' B' BARS / TYPE A BARD 5'_0. -. • 4 o �b 40 ° • BARS TYPE A BARD 5' -0• ° TYPE 'E' BAR � O� 2' \ pia II CLR - 9 DOLLNHILL °' SIDE AT 8' -0' OC. SOIL SOIL DEPTH ON TOE • 6' AT 8' -0'OO. SOIL DEPTH ON TOE • 6'. TYPE , o 0 0 0 4o O 4 PE 'E' 4 0 p O 40 0 4o O O o o ° o, O � 40,' 4° o ° \ - i._ _rt=l o a - �� O o O o o ° O, ° 4 O . 11:= 11 =1II IT -p II LIGHT I POLE \ EXTEND H0RIZ WALL RE5F. THRU PILASTER BASE T-- TYPE 'D' BAR - SASE - 3 ' ,' ' .a a d — — 40 �O �O O � U , W Q L ` Q TYPE 'D' BAR BASE - 3' - d �' a -4 4 • a LI — ° — Oo 4 0• 40 40 a U _ p e Q !STD HOOK 0 4 • 24' ' -A I STD 0K '4 • 24' O / ' OE STEM HEEL FTG DRAIN OE STEM, HEEL FTG DRAIN TYPE 'F' BAR V TYP UNO. A B ' C BASE BY OTHERS B � C TYPE 'F' BAR BASE " BY OTHERS SCALE: 314' • - 0' 12 PLAN 13 CANTILEVER RETAINING WALL, FTG & SCHED. A 14 CANTILEVER RETAINING WALL W/ AUTO BARRIER, It FTG & SCHED. B sli REVISIONS: REVISED PER CITY OF TUKWILA COMMENTS AND REDLINES. 12 -31 -98 D.1W LEGEND 9D 88 76.\ 10 NM BM BASIS OF BEARING LEGAL DESCRIPTION SHEET INDEX GRAPHIC SCALE ( DR FEET ) 1 Inch 20 ft. NORTH UNE OF BROOKVALE GARDEN SHORT PLAT No. 7912050555 IE S88'33'07E BENCHMARK DATUM CRY OF TUKWILA BENCHMARK SW BOLT ON LIGHT STANDARD 0 NW CORNER OF INTERSECTION OF 52nd N SOUTHCENTER BLVD ELEV47287 FEET (METRO DATUM) SITE NOTES TAX PARCEL NUMBER 115720- 0010 -03 SITE AREA 47576.04 SF (1.09 ACRES) THAT PORTION OF TRACT 1. BROOKVALE GARDEN TRACTS. ACCORDING YO THE PLAT THEREOF, RECORDED IN VOLUME 10 OF PLATS, PAGE(S) 47, IN KING COUNTY, WASHINGTON, LYING EASTERLY OF 52ND AVENUE SOUTH; EXCEPT THE SOUTH 51 FEET; AND EXCEPT THAT PORTION THEREOF CONDEMNED IN KING COUNTY SUPERIOR COURT CAUSE NUMBER 596231 FOR PRIMARY STATE HIGHWAY NO. 1 PROPERTY UNE EXISTING CONTOUR FINISHED GRADE FINISHED SPOT ELEVATION EXISTING WATER MAIN NEW WATER UNE W/ METER EXISTING SANITARY SEWER UNE NEW SANITARY SIDE SERVICE NEW STORM PIPE W/ CATCHBASIN ROCKERY RETAINING WALL W /HEIGHT EXISTING TREE TO BE SAVED FLOW DIRECTION ARROW W/ SLOPE BIOFTLTRATION SWALE EXISTING A.C. PAVEMENT NEW A.C. PAVEMENT NEW CONCRETE BUILDING NEW CONCRETE SIDEWALK Cl COVER /COMPOSITE UTILITY PLAN C2 GRADING /DRAINAGE PLAN C3 TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN C3o DEMOLITION PLAN C4 SANITARY SEWER AND WATER PLAN CS NOTES C6 SURVEY C7 DETAILS CS DETAILS 03 -26 -99 TLR REVISED PER WSDOT COMMENTS -DCW- 4/09/99 so CURB & GUTT PROPOSED ROAD" WIDENING ROPOS I tDEW 1 52nd Avenue pouth 8' MAPLE 38" MAPLE' 36' MAPLE ,r u .✓.' .. a� _ ^� I i►` \ \ p \, 280.25' \ N \OP30'S8' E " � N P '� — / �P {:. ':dB La EsTB.tnkta,331�o — :� Y - M _ . 'tom . S \��� : � _ 51DEWALK a . °�, I ' Y° °- . - �p�� ,. ��� EX. 24..S RIM= 79E28R ANN. o . \ i 1E-64 28 (24 "'N; MIRES: MAY 6. 1999 SHEET REVISION VICINITY' MAP stlii FND CONCRETE ES ler go 7 MAPLES GOO ° / / � 9 0 MONUMENT SAN. SEWER MANHOLE RIM -94.22 "NO PARKING' 92- 94- 96� o; \ SAN. SEWER MANHOLE RIM =94.14 „.74.94 2 4" E IE -74.64 24" S IE -76.14 1 d' N lnte' -state 5 12'0' 52ND AVE. S. BUILDING , W<W..w. . UTILITIES LOCATE NOTE CONTRACTOR IS ADVISED TO VERIFY THE EXACT SIZE, DEPTH AND LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL CALL FOR UNDERGROUND LOCATE AT 1 -800- 424 -5555 PRIOR TO CONSTRUCTION. D 1 D 3 0 0 EXPIRED 6' HIGH CHAIN -LINK FENCE FND CONCRETE MONUMENT 41 0 TELEPHONE MANHOLE CATCH BASIN 'W/ LID RIM =87.42 IE =83.42 (12 "CONC S) IE- 83.62 `( (12 "CONC N) IE.-84.12 B "CONC W) IE.-85.22 8 'CONE NE) S S / 6p / i / // ----- / / BIOSWAL • / /� • // G/ L i S `S6 B R STUB WER LINE - FND IRON PIPE 3' SANITARY SEWER EASEMENT PER AFN 5867175 FND REBAR AND ',CAP #8528 PACIFIC ENGINEERING DESIGN INC. EXISTING PARKING EXISTING PARKING CATCH BASIN RI8 =79.53 IE =77.23 (8 "CONC N) IE =75.43 12 "CONK N IE =74.68 12"CONC 5 IE =77.73 12 "CONK IE =76.93 8 "CONC E) Works standards. sons wtadt 1b R11 standards r adequate dequa el er. after 1 requite* q Final ,tom el-Mnt Clry and omis- d adopted for the deer D�1 a -o�m 95 -64 PROJECT NO. MDK DRAWN BY 08 -26 -98 ISSUE DATE 04 -12 -99 LA / RCcf55 / cLTYOPTMI A Fie Loci 57271 11"4"14 � �t l + ; fi ;sss Li»A1b5c. hut.;/If /0N% 5f. u$G 555 , STR/P//V6 (Foie FL) Ouv/64ei D ENTF? CIVIL ENGINEERING AND PLANNING CONSULTANTS REVISIONS: REVISED PER CITY OF TUKWILA COMMENTS AND REDLINES. 12 -31 -98 DJW STRIP DRAIN SEE DTL.3 SHT C -7 EXISTING STEPS TO BE REBUILT. APPLICANT ALSO OWNS THIS PROPERTY END NEW 6.0' WIDE CONCRETE SIDEWALK. MATCH EXISTING EXISTING 6' FENCE - 1 \W L i ai r IMF , 1W;.- 'APL A 79. --, 6" FOOTING DR 't GHTLINE CONNECTIO \ \ 95.0 78.0 \ SEE SECTION D -D. SHT C7 30.0' WIDE CONCRETE DRIVEWAY ENTRANCE. PER TUKWILA DTL RS -9 ADJUST WATER VALVE TO GRADE FND CONCRETE MONUMENT SAN. SEWE MANHOLE RIM =94.22 NO PARKING' SECTION E -E SCALE:10' VERT -10 HORIZ. 03 -26 -99 TLR SAN. SEWER MANHOLE RIM=-94.14 IE =74.94 2 E IE =74.64 2 4" S IE= 76.',4 10" N REVISED PER WSDOT COMMENTS -DCW- 4/09/99 REVISED -PER CITY COMMENTS -DCW- 5/05/99 8LF 12" N -12 S= 0.1375 3g 0 SEE SECTION A -A INV.(12")= 62.35, DISCHARGE INTO SPLASHPAD. 10' x 10' x1.0' DEPTH OF 4 -6' QUARRY SPALLS. CB #3, (TYPE II - 72 "0) WITH SOLID, 24 "0, LOCKING UD AND FLOW RESTRICTION DEVICE. (SEE DETAIL #8. SHEET C8) RIM= 74.83 EMERGENCY O.F. ELEV.= 68.42 INV.(6" w) = 71.50 INV.(12" N) = 71.00 INV. pc" IN 5, 12" OUT NE)... 62.42 71LF 12" N -12 S= 0.0831 CB #2, (TYPE I) W/ 6' HIGH CHAIN - LINK FENCE SOLID, LOCKING LID. • RIM= 79.90 INV.02" W, S) = 76.90 E ND RE M ONUMENT CONC ET BA 9� 9 EXISTING POWER POLE TO BE REMOVED AND EXISITING OVERHEAD POWER /COMMUNICTION SERVICES SHALL BE PLACED UNDERGROUND PER CITY OF TUKWILA UNDERGROUNDING ORDINANCE. SAWCUT 1.0' BACK FROM EXISTING EDGE OF PAVEMENT TO PROVIDE A CLEAN, STRAIGHT MATCH LINE FOR NEW A.C. PAVEMENT INSTALL APPROX. 175LF OF NEW CONC. CURB AND GUTTER (MATCH NEW CURB AND GUTTER TO EXISTING.) A SECTION F -F SCALE 10' VERT -10 HORIZ. 52nd Avenue TELEPHONE MANHOLE CATCH BASIN W/ LID RIM =87.42 10 =83.42 12 "CONC S IE =83.62 12 "CONC N IE= 84.122 8 "CONC W) IE =85.22 '8 "CONC NE SEE SECTION C -C, SHT C8. 13LF 12" D.I.P. S= 0.0050 R SE PROPERTY LINE CORNER 127LF OF BID- FILTRATION SWALE. S= 0.0106. SEE DETAIL #5, SHEET C7. C EXISTING POWER VAULT TO REMAIN. ADJUST TOP OF VAULT LID TO BE FLUSH WITH PROPOSED SIDEWALK. REMOVE APPROX. 5011 OF EX. CURB /GUTTER - F SEWER 4ANHC r RIM -4 I E 64 8 (24` S) 10-- .54.28 24 )N AVERAGE SLOPE =5.4% CATCH BASIN RIM =79.53 IE= 7723 ((((((M CONC N) IE =75.43 12" CONC N IE =74.68 SS 12"CONC S ) IE =77.73 , "CONC W IE =76.93 (8"CONC E) OFF -SITE DITCH PROFILE SCALE 10' VERT -20 HORIZ. BIO- FILTRATION SWALE TO DISCHARGE C TO EXISTING POINT OF STORM RELEASE. W PIPE SEE W.S.D.O.T. PERMIT #17391 CB #1, (TYPE I) RIM= 69.32 INV.02" sw) = 66.32 44LF 12" N -12 S= 0.0050 2 EA. 48 "0 CMP ACCESS RISER W/ SOLID, 24 "0, LOCKING LID. RIM =(SEE DETAIL #7, SHEET C8) CB #4, (TYPE II - 54 "0) WITH SOLID, 24 "0, LOCKING LID. RIM= 73.42 INV.(12" NE) = 66.10 INV. (36" N) = 62.42 SEE DETAIL #5, SHEET C7. 9015 OF 78 "0 CMP (NON - GALVANIZED) DETENTION TANK. S= 0.0000. SEE DETAIL #8, SHEET C8. 30015 OF CONCRETE RETAINING WALL NO PORTION OF WALL IS ALLOWED WITHIN SEWER EASEMENT 4' FOOTING DRAIN AND 6- TIGHTLINE AROUND BUILDING. (TYPICAL) SEE SECTION B -B. SHEET C8 44LF OF CONCRETE RETAINING WALL 3' SANITARY SEWER EASEMENT PER HEN 5867175 30.0' WIDE CONCRETE DRIVEWAY ENTRANCE. PER TUKWILA DTL. RS -9 BEGIN NEW 6.0' WIDE CONC. SIDEWALK. MATCH EXISTING. LE 60 - 58 - 56 -- 54 52 50 LEGEND 90 _ 88 �\ 76.0 S a oapososome • • 0 4. EARTHWORK: NO EN MN NOTE: 1. CONCRETE RETAINING WALLS OVER 4.0' IN HEIGHT REQUIRE A SEPARATE PERMIT. DESIGN BY OTHERS 2. MAXIMUM ROCKERY HEIGHT SHALL BE FOUR (4) FEET. 3. ANY BROKEN SECTIONS OF EXISTING CURB AND GUTTER TO BE REPLACED WITH NEW. AS DIRECTED BY THE UTILITY INSPECTOR. CUT: 2002 C.Y. FILL: 3525 C.Y. STRIPPING: 920 C.Y. SOILS ENGINEER: GRAPHIC SCALE to m ( IN ) 1 inch - 20 ft GEOTECN CONSULTING INC. 13256 NE 20TH ST., SUITE 16 BELLEVUE WA 98005 BUILDING ACCESS POINTS REPORT DATE: AUGUST 10, 1995 REPORT NUMBER JN 95267 ENGINEER: MARC McGINNIS PROPERTY LINE EXISTING CONTOUR FINISHED GRADE FINISHED SPOT ELEVATION EXISTING WATER MAIN NEW WATER LINE W/ METER EXISTING SANITARY SEWER LINE NEW SANITARY SIDE SERVICE NEW STORM PIPE W/ CATCHBASIN ROCKERY RETAINING WALL W /HEIGHT EXISTING TREE TO BE SAVED FLOW DIRECTION ARROW W/ SLOPE BIOFILTRATION SWALE EXISTING A.C. PAVEMENT NEW A.C. PAVEMENT NEW CONCRETE BUILDING NEW CONCRETE SIDEWALK D�3 a z a J m 0 CO W 0 1 RECE( CTOFT PERMIT CENTER . -✓ O z a Fog ccg 62) � U gw r � 0 95 - 64 PROJECT NO. MDK DRAWN BY 08 -26 -98 ISSUE DATE 05 -05 -99 SHEET REVISION rn BA PACIFIC ENGINEERING DESIGN INC. PLANNING CONSULTANTS CIVIL ENGINEERING AND REVISIONS; REVISED PER CITY OF TUKWILA COMMENTS AND REDLINES. 12 -31 -98 DJW REVISED PER WSDOT COMMENTS -DCW- 4/09/99 CONSTRUCTION SEQUENCE THE GENERALIZED SEQUENCE FOR THE CONSTRUCTION LIFE OF THE PROJECT IS AS FOLLOWS: 1. SCHEDULE AND ATTEND PRECONSTRUCTION CONFERENCE WITH OFFICIALS OF KING COUNTY, CITY OF TUKWILA, FRANCHISED UTIUTIES, I.E., TELEPHONE, POWER, GAS, CABLE TV, CONTRACTOR AND OWNER'S REPRESENTATIVE. 2. FLAG THE OMITS OF CLEARING AND /OR WORK AREA. 3. INSTALL ROCKED CONSTRUCTION ENTRANCE AND PERIMETER SILT FENCING. 4. PROVIDE INTERIM CATCH BASIN PROTECTION FOR ALL EXISTING DRAINAGE STRUCTURES ON -SITE AND ADJACENT TO WORK AREA. 5. CLEAR AND GRUB SEDIMENT PONDS AREA. 6. CONSTRUCT SEDIMENT POND INCLUDING EMERGENCY SPILLWAY, STAND PIPE AND BERM. 7. CONSTRUCT INTERCEPTOR SWALES TO DIRECT RUNOFF TO SEDIMENT PONDS. 8. GRADE SITE PER APPROVED GRADING PLAN. PROVIDE ADDITIONAL INTERCEPTOR SWALES TO DIRECT SITE RUNOFF TO SEDIMENT POND. REVIEW PERIMETER EROSION CONTROL AND ADD ADDITIONAL PROTECTION AS REQUIRED. 9. INSTALL 77'0 CMP 10. INSTALL SANITARY SIDE SEWER STUBS. 11. INSTALL STORM DRAINAGE SYSTEM INCLUDING DOWNSPOUT, ROOFING AND ROCKERY DRAINS. 12. INSTALL WATER. SYSTEM INCLUDING STUBS FOR WATER METERS AND FIRE PROTECTION ONES. 13. MAINTAIN EROSION CONTROL ELEMENTS. INSPECT ALL SILT FENCES WEEKLY. 14. CONSTRUCT BUILDING FOUNDATION AND RETAINING WALLS. 15. FINE GRADE ROADWAYS FOR CURB, GUTTER AND SIDEWALKS. 16. INSTALL CURB AND GUTTER. COMPLETE ROADWAYS. 17. PAVE ROADWAYS. INSTALL SIDEWALKS. 18. INSTALL BIOSWALE UP TO SDIMENT POND. 19. REMOVE THE TEMPORARY EROSION /SEDIMENT POND AND DIVERT FLOW FROM V- DITCHES TO 72 ° 0 CMP TANK 20. COMPLETE INSTALLATION OF BIOSWALE. 21. CLEAN ALL STORM DRAINAGE SYSTEMS. DO NOT PUSH INTO EXISTING DOWNSTREAM SYSTEM. 22. CLEAN AND TEST ALL SANITARY SEWER, WATER AND STORM DRAINAGE UNES. DO NOT FLUSH INTO EXISTING UTILITY LINES. 23. SEPARATE DEMOLITION PERMIT REQUIRED FOR REMOVING THE EXISTING HOME AND GARAGE. APPLICANT SHALL CONTACT THE CITY OF TUKWILA PERMIT CENTER (206) 431 -3670 TO OBTAIN DEMOLITION PERMIT. APPLICANT SHALL CONTACT VAL VUE SEWER DISTRICT AT (206) 242 -3236 FOR SEWER CAPPING AND SD #125 AT` (206) 242 -9547 FOR WATER CAPPING ASSOCIATED WITH DEMOLITION. TEMPORARY CONTRUCTION ENTRANCE EXISTING TREES TO BE SAVED (TYP). FND CONCRETE MONUMENT SAN: SEWER MANHOLE RIM =94.22 NO PARKING" - SAN. SEWER MANHOLE RIM =94.14 IE= 74.94 ( E) IE =74.64 24" S IE =76.14 10" N 1 15' 170 -r '/� \, \ \\ ' I I \ \ \ N, \\ \ _._ -84� 1� � \ - i dl ,: 2 N \ \ \ Tp4Rec Ems114)tusilK N4Ar,.- 26" le WT' \ I \ \ \ cP \\ �H \ \ 3G \ I \ \ \\ \,e \ \-7 \ \ \ \ \ \ \ \p \, 38" MAPI \- -i 1 \l `^r IT �\ \ \ � �\ 36 MAP X80. 47,01'30'58' E \ PF) BASIS OF BEARING NORTH LINE OF BROOKVALE GARDEN SHORT PLAT No, 7912050555 IE S88'33'07 "E BENCHMARK DATUM CITY OF TUKWILA BENCHMARK = SW BOLT ON LIGHT STANDARD 0 NW CORNER OF INTERSECTION OF 52nd & SOUTHCENTER BLVD ELEV =7287 FEET (METRO DATUM) 290LF SILT FENCE (TYP.) 200LF V -DITCH (TYP.) S =0.01 MIN. EX GARAGE 6' •I GH CHAIN -LINK FE END CON Z •ETE MONUMENT CATCH BASIN Wf LID RIM =87.42 IE =83.42 12 "CONC S) IE =83.62 12 "CONC N IE =8412 8 "CONC W IE =85.22 8 "CONC N ) TOP OF BERM = 67.5 TOP OF RISER= 65.5 S p515'Of \ OUTLET IE =61.25 E 8" WA GIST. 72' Avenue youth } / l TELEPHONE MANHO / 20 ES. 24 SS 5 DT-OM) pf s. o r � PACIFIC ENGINEERING DESIGN INC. 10 GRAPHIC SCALE z0 +0 ( IN FEET ) 1 inch = 20 ft. s s i ea ' / 1W END IRON PIPE 48LF 12 PVC 5 =0.005 EMERGENCY OVERFLOW SPILLWAY TEMPORARY EROSION CONTROL/ SEDIMENT POND PER KING COUNTY STANDARDS. FND REBAR AND 'uCAP #8528 12 RISER PIPE . - GRADING LIMIT (TYP.) 3' SANITARY SEWER EASEMENT PER AFN 5867175 -SAN. SEWER ANHOLE RIM =79.28 IE= 64.58 (24' 5) IE= 64.28 (24" )N) c( CATCH BASIN RIM =79.53 IE =77.23 B "GONG N) IE =75.43 '12 "CONC N IE =74.68 12 "CONC S IE =77.73 12" CONC IE =76.93 '8 "CONC E) 205LF SILT FENCE (TYP AEU m 90 120LF V -DITCH (TYP.) S =0.01 MIN. EXPIRES: MAY 6, 1999 U 0) 95 -64 PROJECT NO, MDK DRAWN BY 08 -26 -98 ISSUE DATE 04 -12 -99 SHEET. REVISION CIVIL ENGINEERING AND PLANNING CONSULTANTS REVISIONS: REVISED PER CITY OF TUKWILA COMMENTS AND REDLINES. 12 -31 -98 DJW NOTES: 1. TEMPORARY EROSION CONTROL MEASURES SHALL BE IMPLEMENTED AS THE FIRST ORDER OF BUSINESS TO PREVENT SEDIMENTATION OFF -SITE OR INTO EXISTING STORM DRAINAGE FACILITIES. 2. THE SITE SHALL HAVE PERMANENT EROSION CONTROL MEASURES IN PLACE AS SOON AS POSSIBLE AFTER FINAL GRADING HAS BEEN COMPLETED AND PRIOR TO THE FINAL INSPECTION 3. ALL CONSTRUCTION ACTIVITY" ASSOCIATED WITH THIS DEMOLITION SHALL BE LIMITED TO WITHIN 10.0' OF THE BUILDING EXTERIOR. 4. SEWER AND WATER UTILITIES SHALL BE PLUGGED AT THE MAINS IF THEY ARE TO BE ABANDONED. IF THEY WILL BE USED AGAIN IN THE NEAR FUTURE FOR A NEW BUILDING, THEY SHALL BE CAPPED AT THE PROPERTY LINE AND AT THE WATER METER RESPECTIVELY. VICINITY MAP i 14oitl REVISED PER WSDOT COMMENTS -DCW- 4/09/99 rr FND CONCRETE MONUMENI •/ ' DISTURBANCE ��hh CON UCTION ENT UTILI ll EXII T1NG GRAVEL RKING AREA. EX GARAGE 7 PINE EX HOUSE 10.0' MAXIMUM 5 FRUIT 40' REMOVE E7i1ST HOUSE AND GARAGE 10" PINE '2" FRUIT 48" PINE + arte MAY 6. 19R97 L 92 94 96 SAN. SEWER MANHOLE RIM =94.22 "NO PARKING' SAN. SEWER MANHOLE RIM =94.14 IE= 74.94 24" E) IE= 74.64 24" S IE =76.14 10" N BASIS OF BEARING NORTH LINE OF BROOKVALE GARDEN SHORT PLAT No, 7912050555 IE S88'33'07 "E BENCHMARK DATUM CITY OF TUKWILA BENCHMARK SW BOLT ON LIGHT STANDARD ER NW CORNER OF INTERSECTION OF 52nd & SOUTHCENTER BLVD ELEV =7287 FEET (METRO DATUM) EXISTING TREES TO BE SAVED (TYP). 29015 SILT FENCE (TYP.) 118. / X 2 FND CONCRETE MONUMENT 20 6' HIGH CHAIN -LINK TELEPHONE MANHOLE CATCH BASIN W/ LID RIM =87.42 IE =83.42 y12°CONC S) = S wrvc. " ) I =84.12 C8" CONC Vl IE =85.22 (8"CONT NE) GRAPHIC SCALE f0 20 40 I � t ( IN FEET) 1 inch = 20 ft. S Og1SO1 s 80 2 . FND IRON PIPE CATCH BASIN RIM= 79.53 I5 =77.23 (8 "CONC N) IE =75.43 ( 12 "CONC Fl IE =74.68 12 "CONC S IE =77.73 12" CONC IE =76.93 8 "CONC E) PACIFIC E NGINEERING DESIGN INC c :=M S 206LF SILT FENCE (TYP.) EASEMENT f 5 J 0 CC z 0 < 0 _ p T . z 0 0 J 0 Q � W a 0 a. 2 W I- 0 0 0 W Z o Q EQ QQ 2 95 -64 PROJECT NO. DJW DRAWN BY 11 -20 -98 ISSUE DATE 04 -12 -99 SHEET REVISION ERMIT CENTER CIVIL ENGINEERING AND PLANNING CONSULTANTS REVISIONS: REVISED PER CITY OF TUKWILA COMMENTS AND REDLINES. 12 -31 -98 DJW 03 -26 -99 TLR REVISED PER WSDOT COMMENTS -DCW- 4/09/99 N \ 6 \ ` \ \ \8g \ � \ \ \ � � \ N N \ \ N \ \ � \ \ \ \ \ \ \ w \ FIRE DEPT. CONNECT \ \ \\ 7LV 6 D .AP. \ 14LF ° D.I.P. \ 28025' II• I ma FLEXIBLE JOINT DACKFILL WITH COMPACTED MATERIAL AS DIRECTED BY ENCINEEA CEAILNT CONCRETE CLASS •C' DLOCK POURED IN PULE BEN N.J 11 (M D.I.P. ` r- •- MI� 011lTf•1E. iirii l• DUCTLE IRON DROP I COtaECT IOH -iCH CROWN OF WSRNC 4ETR0 PIPE LEGEND C IENCM OF DUCTILE IflGN NUTE: E (CLASS 50) 10 50h0 PLNN ENO FlTTINO NAT 4111NG WHLN 9PPn 15 DE USED FOR PENETPATIONS RC iNE {' -0• OF MANItOLE WALLS FF Ci Sa • GRAPHIC SCALE 10 20 ( IN FEET ) I inch - 20 /t. BIOFILTRATION SWALE EXISTING A.C. PAVEMENT NEW A.C. PAVEMENT HLF DNE MPR BY A ENGINEER E%ISDNC NH SHALL BE CORE KOR- FOR KOR -N -SEAL BODT (D15T. CECO. INC TACpA, WA) PROPERTY UNE 90 - EXISTING CONTOUR 9-- EXISTING WATER MAIN NEW WATER UNE W/ METER EXISTING SANITARY SEWER UNE NEW SANITARY SIDE SERVICE NEW STORM PIPE W/ CATCHBASIN E :. BACKFILL WITH COMPACTED MATERML AS DIRECTED BY ENGINEER AJI. PIPE IXCEPi DUCTILE IRON SHJ1.L BE CONG.':E1E ENCP�D __ -- CEMENT CONCRETE CLASS C PWRED M PUCE 90 BEND CONCRETE ENCASED DROP CONNECTION - BLDCK N0 M 'MV nICIpa111Y of Wlropo111an S"altl• CIVIL DETAILS EXIST MH HALL BE CORE DRILLED S FUR KCR -N -SEAL IxX)T (01ST. B P.IP.E INC. ACDMA Y WA) MATCH CROWN Of IXISiINC METRO PIPE TYPICA MANHOLE FND CONCRETE SAN. SEWER MANHOLE RIM =94.22 INL BY . DiGINEER E pun AS APPR. TEE ONE LENGTH OF DUCTILE :RON WI PWE (CUSS 50) TO SOUP BEARING WHEN SPAN IS MORE D 4' 0' MIN. MONUMENT 45 / �CE o / A� 0 • SAN. SEWER MANHOLE RIM-94.14 IF=-74.94 24 E 1E -74.64 24" S IE -76.14 10" N NOTE: 1. WATER SERVICES WILL USE 1 1/2' TYPE 'K' COPPER TUBING (BEYOND METERS) OR HIGH MOLECULAR WEIGHT BLACK POLYETHYLENE PIPE WITH TRACEWIRE. WATER PIPE TO BE BEDDED IN PEA GRAVEL, 2. WATER PIPE TO BE BEDDED IN PEA GRAVEL, SAND, OR CRUSHED ROCK (3/4' MINUS OR SMALLER). 3. THE PROPOSED DETECTOR DOUBLE CHECK VALVE ASSEMBLY IS LOCATED IN THE BASEMENT WITHIN THE BLDG, SEE ARCH. PLAN. ALL PLUMBING INCLUDING DDCVA WITHIN BLDG IS BIDDER DESIGN. 4. DOMESTIC AND IRRIGATION SERVICES TO HAVE PRESSURE REDUCING VALVES INSTALLED ON DOWNSTREAM SIDE OF METER. 6' HIGH CHAIN -LINK FENCE END CONCRETE S MONUMENT E 5 „ABANDON EXISTING SERVICE. I 52nd Avenue South EXPOSE AND SHUT OFF CORP/ AT MAIN. / g TELEPHONE MANHOLE CATCH BASIN W/ LID RIM =87.42 IE =83.42 12 "CONC S) IE =83.62 ' "CONC N) IE =84.12 8"CONC W) IE =85.22 ;8"CONC NE) S OO15' 1 - 1" LANDSCAPE METER N 1 - 1 D.C.V.A. 1 - 3/4" SERVICE SADDLE 1 - 1 -1/2" x 1 -1/2" WATER METER 1 - 1 -1/2" SERVICE SADDLE 72' 1 - 8" x 6 "TAPPING TEE (FI\ x FL) W/ CON¢. BLOCKING. 1 - 6" GATE VALVE (FL xMJ FND IRON PIPE 6" BLDG. C.O. RIM= 78.10 INV.= 72.00 3' SANITARY SEWER EASEMENT PER AFN 5867175 FND REBAR AND '5-CAP #8528 \ EX. HYD. CJ. NEW CONCRETE BUILDING EX. HYD. -- 286' "NO PARKING' -p .,, ,. t sMIIU Gae Eil �a 51DEWALK. . `• a I ' t . '' ' MI lilE.�� x�AF�_4 ��i'� '� M�l�®lloa � 1 t �® ®ate... - ,.��... e ms _ - __.._ - _ - .. � ) 2" PIS STUBS _ - _ �� ��� SAN. SEWER ANHILE RIM = 79.28 E I )))))) =64.5 IE =64.28 7 4 ' N I INV.= 56.0/ CATCH BASIN RIM =79.53 IE =77.23 (8 "CONC N) I0 =75.43 ( { 12 "CONC N 10 =74.68 12 "CONC S IE =77.73 12 "CONC W IE -76.93 8 "CONC E) X PACIFIC ENGINEERING DESIGN INC. EX. H YD. \ 53rd Ave. S. 0 z a • S 0 O al 111 • (0 in W W � ci • 2 GNP z E5 0 2S U c � Q • 1-0 ILI LL U. _u. 95 -64 PROJECT NO. MDK DRAWN BY 08 -26 -98 ISSUE DATE 04 -12 -99 SHEET REVISION I CIVIL ENGINEERING AND PLANNING CONSULTANTS u REVISIONS: REVISED PER CITY OF TUKWILA COMMENTS AND REDLINES. 12 -31 -98 DJW 03- 26 -99TLR 2. 3. 7. 8. GENERAL NOTES 1. A PRE - CONSTRUCTION MEETING WITH THE CITY OF TUKWILA INSPECTION PERSONNEL SHALL BE HELD PRIOR TO THE START OF CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY PERMITS PRIOR TO CONSTRUCTION. 2. ALL SITE WORK IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, ENGINEER AND APPROPRIATE PUBUC AGENCIES. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE LATEST W.S.D.O.T. /A.P.W.A. STANDARD SPECIFICATIONS FOR MUNICIPAL PUBUC WORKS CONSTRUCTION AND THE CITY OF TUKWILA INFRASTRUCTURE AND CONSTRUCTION STANDARD STANDARDS, DATED: 12/02/96. 4. ALL LOCATIONS OF EXISTING UTIUTIES SHOWN HAVE BEEN ESTABUSHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF THE UTIUTY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTIUTIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THIS PLAN. BEFORE ANY EXCAVATION, CALL 1- 800 - 424 -5555 FOR FIELD LOCATION OF UTILITIES. 5. THE CONTRACTOR SHALL VERIFY THE LOCATIONS, WIDTHS, THICKNESSES, AND ELEVATIONS OF ALL EXISTING PAVEMENTS AND STRUCTURES THAT ARE TO INTERFACE WITH NEW WORK. PROVIDE ALL TRIMMING, CUTTING, SAW CUTTING, GRADING, LEVELING, SLOPING, COATING, AND OTHER WORK, INCLUDING MATERIALS AS NECESSARY, TO CAUSE THE INTERFACE WITH EXISTING WORKS TO BE PROPER, ACCEPTABLE TO THE ENGINEER AND THE CITY OF KENNEWICK, COMPLETE IN PLACE AND READY TO USE. 6. THE CONTRACTOR SHALL KEEP EXISTING TRAFFIC LANES CLEAR FOR SAFE PEDESTRIAN/VEHICULAR TRAFFIC FLOW AS REQUIRED BY THE CITY OF TUKWILA PUBUC WORKS DEPARTMENT. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, CONFINED SPACE PROTECTION, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH NE PERFORMANCE OF WORK DEPICTED ON THESE PLANS. 8. EXISTING STORM DRAINAGE AND SANITARY SYSTEMS SHALL BE KEPT CLEAN AT ALL TIMES. NO SILT -LADED RUNOFF IS TO BE DISCHARGED TO THE PUBLIC STORM SYSTEM. GRADING AND STORM DRAINAGE NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE APWA /WSDOT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, OR AS MODIFIED BY CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. DATED DATED: 12/02/96. IT SHALL BE THE SOLE RESPONSIBIUTY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY. LOCATIONS OF ROADWAYS, BUILDINGS AND PARKING AREAS SHOWN HEREON ARE APPROXIMATE. CIVIL CONTROLS IMPROVEMENT AND STRUCTURE LOCATIONS AND SHALL BE FIELD SET BY THE SURVEYOR AS REQUIRED. 4. THE FACILITIES SHOWN ON THE APPROVED EROSION /SEDIMENTATION CONTROL PLANS SHALL BE CONSTRUCTED/IMPLEMENTED PRIOR TO ANY GRADING OR LAND CLEARING IN ACCORDANCE WITH THAT PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING IS COMPLETED AND THE POTENTIAL FOR ON -SITE EROSION HAS PASSED. 5. DESIGN GRADES SHOWN REPRESENT THE ENGINEER'S ESTIMATE OF APPROXIMATE MINIMUM EARTHWORK AND OTHER GRADING /SOIL CONSIDERATIONS. THE CONTRACTOR MAY ALTER THE. GRADES SHOWN TO BETTER ACHIEVE THESE RESULTS PROVIDED THAT ANY ALTERATION IS SUBJECT TO THE PRIOR APPROVAL IN WRITING BY THE ENGINEER, OWNER, AND THE APPROPRIATE CITY OF TUKWILA DEPARTMENTS. 6. ALL EARTHWORK UNDER PAVING TO BE USED BY VEHICULAR TRAFFIC SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557. UNLESS OTHERWISE NOTED, ALL SPOT ELEVATIONS SHOWN IN PAVED AREAS ARE TOP OF PAVING. ALL PARKING, DRIVEWAY AND LANDSCAPED AREAS SHALL HAVE AT LEAST A 1.0% SLOPE TOWARD THE NEAREST STORM DRAINAGE INTERCEPTION/ CONVEYANCE SYSTEM. PLAN DETAILS OR FIELD MODIFICATIONS SHALL NOT SUPERSEDE THIS REQUIREMENT. 9. EXTRUDED CEMENT CONCRETE CURBING, WHERE SPECIFIED, SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS AND DETAILS OR DETAILS SHOWN ON THESE PLANS. 10. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR CITY OF TUKWILA APPROVAL. REVISED PER WSDOT COMMENTS -DCW- 4/09/99 11. ALL SURPLUS OR UNSUITABLE MATERIALS CLEARED OR EXCAVATED AND REMOVED FROM THE SITE SHALL BE DISPOSED OF IN AN APPROVED FILL SITE. IT WILL BE THE PERMITTEE'S RESPONSIBILITY TO LOCATE AN ACCEPTABLE DISPOSAL SITE AND TO ASSURE THAT ALL SURPLUS MATERIAL IS PROPERLY DEPOSITED IN SAME. A TUKWILA HAUUNG PERMIT IS REQUIRED. 12. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO THE APWA /WSDOT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION SECTIONS 7 -02.3, 7 -03.3, AND 7 -04.3. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE NONYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL BACKFILL FOR PIPE BEDDING," THE FIRST UFT OF PIPE BEDDING MAY BE OMITTED, PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED TO FORM A DENSE NONYIELDING 13. ALL PIPE BEDDING FOR RIGID CULVERT AND STORM PIPE (I.E. CONCRETE, STEEL AND ALUMINUM) SHALL CONFORM TO APWA /WSDOT STANDARDS AND SPECIFICATIONS SECTION 9- 03.12(3). ALL OTHER PIPE BEDDING SHALL BE EITHER APWA TYPE "F" FOR FLEXIBLE PIPE (I.E. PVC, CMP OR ADS), OR APWA TYPE "B" FOR DUCTILE IRON 14. ALL TRENCH BACKFILL IN AREAS OF FUTURE PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557. ALL OTHER AREAS SHALL BE COMPACTED TO 90%. 15. ALL BUILDING ROOF DRAIN DOWNSPOUTS AND FOOTING DRAINS SHALL BE DIRECTLY CONNECTED TO THE MAIN STORM DRAINAGE CONVEYANCE SYSTEM THROUGH AN UNDERGROUND PIPE SYSTEM. ROOF DRAINS AND FOOTING DRAINS SHALL BE SEPARATE SYSTEMS AND SHALL BE CONSTRUCTED OF 4" (OR 6" DIAMETER WHERE SHOWN) RIGID PVC PIPE (NONPERFORATED FOR ROOF DRAINS, PERFORATED FOR FOOTING DRAINS). SUFFICIENT CLEANOUTS AND BENDS SHALL BE INSTALLED SO THAT THE SYSTEM CAN BE EASILY MAINTAINED. THE SYSTEM SHOWN HEREON IS SCHEMATIC ONLY. THE DRAINAGE /GRADING CONTRACTOR OR LANDSCAPER MAY ALTER THE LAYOUT AS REQUIRED TO BETTER DRAIN THE SITE, WITH PRIOR APPROVAL OF THE ENGINEER. THE CONTRACTOR SHALL KEEP A DIMENSIONED RECORD OF THE LOCATION OF ALL PIPES AND CLEANOUTS AND SUBMIT SAME TO THE ENGINEER AND OWNER UPON COMPLETION OF THE WORK. 16. THE DETENTION TANK SHALL BE CONSTRUCTED WITH A NON- GALVANIZED MATERIAL TEMPORARY EROSION CONTROL NOTES 1. THE EROSION AND SEDIMENTATION CONTROL MEASURES DEPICTED IS INTENDED TO BE A MINIMUM REQUIREMENT TO MEET ANTICIPATED SITE CONDITIONS. AS CONDITIONS DICTATE, THE CONTRACTOR SHOULD ANTICIPATE THAT MORE EROSION AND SEDIMENTATION CONTROL FACILITIES WILL BE NECESSARY TO PREVENT SEDIMENT FROM LEAVING THE SITE OR ENTERING THE PUBLIC STORM SYSTEM. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBUGATION AND RESPONSIBILITY OF THE CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO PROTECT ADJACENT PROPERTIES AND WATER QUAUTY. SANITARY SEWER NOTES 1. CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. 2. CONTRACTOR SHALL VERIFY BUILDING STRIKING LOCATIONS AND DEPTHS OF WATER AND SEWER SERVICES WITH ARCHITECTURAL /PLUMBING PLANS. 3. ALL SIDE SEWERS SHALL BE 6" DIAMETER MINIMUM AND LAID ON A MINIMUM SLOPE OF 2%. SIDE SEWERS SHALL BE PROVIDED WITH ' A CLEANOUT AND TEST TEE. 4. THE CONTRACTOR SHALL FIELD VERIFY THE INVERT ELEVATION OF THE EXISTING SANITARY SEWER MANHOLE AND 8" MAIN PRIOR TO SIDE SEWER CONNECTION. WATER NOTES 1. PROVIDE MINIMUM 3' -6" OF COVER OVER WATERMAIN. 2. ALL WATER PIPE SHALL BE CLASS 52 D.I. UNLESS NOTED OTHERWISE. 3. FIRE SERVICE AND DETECTOR DOUBLE -CHECK VALVE ASSEMBLY TO BE INSTALLED BY CERTIFIED FIRE PREVENTION CONTRACTOR. 4. A SEPARATE MISCELLANEOUS PERMIT FROM PUBLIC WORKS IS REQUIRED FOR DDCVA. 5. STATIC PRESSURE IS APPROXIMATELY 155 PSI AT ELEVATION 90. WATER DISTRICT NO. 125 STANDARD NOTES 1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATION SHOWN AND FOR DISCOVERY OF POSSIBLE ADDITIONAL UTIUTIES NOT SHOWN SO AS TO AVOID DAMAGE OR DISTURBANCE. THE CONTRACTOR SHALL CONTACT THE UTIUTIES UNDERGROUND LOCATION CENTER (1- 800 -424 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE CONTACTED IF A UTILITY CONFLICT EXISTS. 2. CONTRACTOR SHALL NOTIFY DISTRICT ENGINEER A MINIMUM OF 48 HOURS IN ADVANCE OF ALL REQUESTS FOR STAKING, TESTING OR INSPECTION. 3. CONTRACTOR IS RESPONSIBLE FOR CONTROL AT THE TIME OF STAKING. 4. CONTRACTOR SHALL FURNISH SHOP DRAWINGS FOR APPROVAL WHERE REQUIRED BY THE DETAIL SPECIFICATIONS AND FOR VARIATION FROM THE ENGINEER'S DESIGN. 5. CONTRACTOR SHALL INSTALL EQUIPMENT IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. WD #125 SPECIFICATIONS, AND CITY OF TUKWILA STANDARDS. 6. CONTRACTOR SHALL FURNISH ALL MATERIALS. 7. ALL WATERMAIN PIPE SHALL BE DUCTILE IRON CLASS 52, PUSH -ON JOINT OR MECHANICAL JOINT CEMENT UNED (ANS A21.4), EXTERIOR COATED WITH COAL TAR VARNISH. INSTALLATION TO BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. ALL FITTINGS SHALL BE CAST IRON AND SHALL CONFORM TO APPUCABLE PORTIONS OF ASNI STANDARD A21.10. A21.22, B16.2. 816.4 AND A21.53, WITH A MINIMUM PRESSURE RATING OF 150 PSI AND WILL BE CEMENT UNED. 8. ALL GATE VALVES TO BE MUELLER. AU. HYDRANTS TO BE MUELLER. (ALL HYDRANTS IN CITY OF SEATAC TO BE IOWA.) 9 CUT -INS AND LIVE TAPS TO BE MADE BY CONTRACTOR. WD 1125 SUPERINTENDENT, ENGINEER AND CITY' OF TUKWILA INSPECTOR MUST BE NOTIFIED 48 HOURS IN ADVANCE 10. CAST IRON MECHANICAL JOINT SLEEVE COUPUNGS REQUIRED. 11. TAPPING SLEEVES SHALL BE MUELLER CAST IRON, JCM EPDXY COATED STEEL OR ROMAC SST WITH STAINLESS STEEL FLANGE 12. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING PIPE TYPES AND SIZES FOR COUPLINGS, CONNECTIONS, CUT -INS, AND LIVE TAPS. 13. 3 1/2-FOOT MINIMUM COVER OVER ALL WATERMAIN PIPES. 14. DEVELOPER TO PAY FOR STATE, COUNTY AND CITY INSPECTION FEES. 15. ALL METERS LOCATIONS TO BE COORDINATED WIN WATER DISTRICT NO. 125 SUPERINTENDENT. 16. ALL EXISTING FIRE HYDRANTS AND MAINS TO BE OPERATIONAL PRIOR TO COMMENCEMENT OF CONSTRUCTION. 17. NO CHANGES ARE TO BE MADE WITHOUT WRITTEN APPROVAL BY THE WD #125 SUPERINTENDENT OR DISTRICT ENGINEER AND THE CITY OF TUKWILA PUBUC WORKS ENGINEER. 18. REFER TO WD #125 CONDITIONS AND STANDARDS, AND TO THE CITY OF TUKWILA STANDARD. SPECIFICATIONS FOR ALL REMAINING NOTES NOTES AND DETAILS. 19. PROVIDE 3/4" SERVICE UNE AND TAP CONNECTIONS FOR EACH EXISTING WATER METER. 20. 21. 22. MAXIMUM ALLOWABLE OPEN TRENCH SHALL BE 80'. STOCK PILES SHALL BE COVERED DURING ALL PERIODS OF PERCIPITATION. MODIFIED PROCTOR COMPACTION AND MOISTURE CONTROL TEST REQUIRED AND COPIES OF TEST REPORTS SUBMITTED TO THE DISTRICT ENGINEER. ALL COMPACTION UNDER PAVED AND TRAFFIC AREAS SHALL BE 95% MAXIMUM DENSITY MODIFED PROCTOR PER ASTM D -1557. ALL OTHER AREAS TO BE 90 PROCTOR. 23. ALL VALVES. ARE HYDRANTS AND SERVICES TO THE METER STOP TO BE INCLUDED AS PART OF ALL PRESSURE AND PURITY TESTS. NO EXCEPTIONS. 24. TRAFFIC CONTROL SHALL BE IN ACCORDANCE RITE CITY OF TUKWILA REQUIREMENTS. 25. ALL PIPE AND APPURTENANCES TO BE TESTED TO WITHIN 10 FEET OF ANY CONNECTION POINTS UNLESS OTHERWISE APPROVED BY ENGINEER. 26. CONCRETE THRUST BLOCKING SHALL BE PROVIDED AT ALL BENDS, TEES, VALVES. OR OTHER APPURTENANCES WHERE INTERNAL FORCES REQUIRE RESTRAINT. BLOCKING SHALL BE IN ACCORDANCE WITH WATER DISTRICT NO. 125 STANDARDS. 27. THE TESTING AND DISINFECTION OF THE WATER SYSTEM SHALL BE WITNESSED BY WATER DISTRICT NO. 125. PACIFIC ENGINEERING DESIGN INC. -D3oo /P r � 95 -64 PROJECT NO, MDK DRAWN BY 08 -25 -98 ISSUE DATE 04 -12 -99 SHEET REVISION ro rn 1 99 P ERMIT t lnFR CIVIL ENGINEERING AND PLANNING CONSULTANTS. DOWNSTREAM SURVEY PROVIDED BY BASE NE DCW- 4/09/99 GRAPHIC SCALE (IN S) 1 inch - 000 ft. SIDEWALK, URB & GUTT MAPLES EX GARAGE *14" FIR EX. 24" SS If PINE EX HOUSE G FRUIT 30' MAPLE (2) 2" P'C STUBS 52nd Avenue MtittE 2E Ph E � TO ' NE S0" PINE EX. e4 SS SAN. SEWER © RIM =79.28 IE =64.58 24" 5 IE =64.28 24' N END CONCRETE MONUMENT� SAN. SEWER MANHOLE RIM -94.22 "NO PARKING' q SAN. SEWER MANHOLE RIM =94.14 IE= 74.94 '24" E) IE =74.64 (24" 5 IE- 76.14 ((10' N 14' CEDAR 46' 6' HIGH CHAIN -LINK FENCE S END CONCRETE MONUMENT S 5 NHOLE CATCH BASIN W/ LID RIM-87.42 IE =83,42 12 "CONC S) IE =83.62 12 "CONC N IE =84.12 8"CONC W) IE =85.22 8 "CONC NE) S 05'15' 20 FND IRON PIPE 3' SANITARY SEWER EASEMENT PER AFN 5867175 AN HOLE CATCH BASIN RIM-79.53 IE =7723 8"CONC N IE=75.43 (12"CONC N ) IE= 74.68 12 "CONC S IE =77.73 12 "CONC W IE =76.93 8 "CONC E) PACIFIC ENGINEERING DESIGN INC. D*030 &—>yoir 95 -64 PROJECT NO. MDK DRAWN BY 08 -26 -98 ISSUE DATE 04 -12 -99 SHEET REVISION CI4 REO` v , cIA 'k�lL. (9.99 SER MR CENTE R CIVIL ENGINEERING AND PLANNING CONSULTANTS INSIDE DIAMETER 12" T & G 18" 24" 24" T & G DEPTH 36" 36" 36" 36" OR 48" WALL THICKNESS 2" 2 -1/2" 3 -1/4" 3" BELL 0.0. 16" 27" 33" 30 BELL I.D. 14" 22" 27 -7/8" 27 -1/2" BELL DEPTH 1 -3/8" 3 -1/2" 3 -1/2" 2" GRATE DIAMETER 13 -7/8" 21 -7/8" 27 -3/4" 27" GRATE THICKNESS 1 -7/16" 3 -1/2" 3 -1/2" 2" APPROX. WEIGHT 300# 400# 975# 825#• 1100# AN KLULIN tS TEMPORARY CONSTRUCTION ENTRANCE EXTERIOR WALL SEE ARCH. PLANS FOUNDATION WALL -SEE STRUCTURAL PLANS 2"(±) I FINISHED GRADE (PROVIDE POSITIVE - SLOPE AWAY FROM BLDG) I MISEINKS911I11 - ‘7017" 4" PVC (PM) - 6" x 4" TEE INTO TIGHTLINE .; I -/ 6" PVC TIGHTUNE (SDR 35 • UNDER PAVEMENT). CONNECT TO PERMANENT DRAINAGE STRUCTURE OR DAYLIGHT PER GRADING AND DRAiNACE PLAN 2 "(±) 4" PERE PVC FOOTING DRAIN (CONNECT TO STRUCTURE OR DAYLIGHT PER PLANS) DOWNSPOUT TO TIGHTLINE _ DOWN SLOPE V - DITCH 2" (A) 6 MO. DESIGN WATER DEPTH = 0.33' CROSS SLOPE V- -DITCH 12 -31 -AS UJW 53 -20 -99 ILK KLVISLU PER WSUUI COMMENTS - DCW - 4/09/99 DOWNSPOUT NOTE ADS N -12 FLEX -PIPE MAY BE USED IN PVC CAP LIEU OF PVC WHERE JURISDICTIONS ALLOW. A 1.0' MINIMUM FREEBOARD FREE DRAINING MATERIAL (AS REQUIRED) 4' EXISTING GRADE 4' 711 h VATAT T rr I- IIHIIJII�I1= 1111111 =III 11 I I-1 I I -I I imp 1 I I� 11=1 N TYPE 45 CATCH BASINS (PACIFIC INTERNATIONAL PIPE & ENGINEERING. INC.) GRATES SET INTO BELL RECESS SEEDING REQUIREMENTS WETLAND SEED MIX RED FESCUE REDTOP MEADOW FOXTAIL BIO- FILTRATION SWALE 1 EXCAVATED SOILS 50' 2.5 "- EXTRUDED CURB. CONCRETE 1.0" R. THE ABOVE ARE AVAILABLE WITH PERFORATIONS. THESE ARE USED AS INEXPENSIVE CATCH BASINS IN RESIDENTIAL AND COMMERCIAL PROJECTS. A KNOCKOUT IS PROVIDED TO ASSIST CONTRACTOR IN FORMING AN OUTLET OPENING. BASE SLABS AVAILABLE. AREA DRAIN SWALE A 35% 35% 30% AVG. B C BI Oj I ►1 I VARIES I 3.0' I 3 I1.0 I ELEVATION 5' TO 8' 1. ROCK CHECK DAMS SHALL BE 2" TO 8" FACE, SOUND QUARRY ROCK. 2. ROCK CHECK DAMS SHALL BE 1' -0" HIGH IN THE _✓ CENTER & A MIN. OF 6" HIGHER ON THE SIDES. 3. CHECK DAMS SHALL BE TOED IN AT THE BASE 2.5' A MIN. OF 6" TO PREVENT EROSION. 4. CHECK DAMS SHALL BE CONSTRUCTED IN SUCH A MANNER THAT THE ROCK IS FIRMLY PLACED WITH A MINIMUM OF SPACE BETWEEN STONES. 5. THE FACES OF THE DAMS SHALL BE SMOOTH WITH NO ROCKS PROTRUDING MORE THAN 2 ". / TOP OF V -DITCH TOP OF SHOULDER SPILLWAY BOTTOM OF SPILLWAY 1911 111 H=1I I -11 E� 11 111- 111=7 4.0' J SECTION ff EROSION PROTECTION APRON (PLACE DOWNSTREAM) ROCK CHECK DAM 2.0' OVERHANG PROPORTIONS PURCENT PERCENT BY WEIGHT PURITY GERMINATION II o:_oa_ 2" COMPACTED DEPTH OF CL. "B ", A.C. - 3" COMPACTED DEPTH OF A.T.B. 1 "( -) ALTERNATE: 4" OF CRUSHED AGGREGATE COMPACT SUBGRADE TO 95% OF MAXIMUM DENSITY EXTRUDED CONCRETE CURB 90 90 92 85 90 80 PARKING 12 ASPHALT 1 CONCRETE BEDDING 'HEIGHT (MAX. 4') 6 SEE NOTES 1 -3 FOR PERMIT & CERTIFICATION REQUIREMENTS. MIN. 12 "- PEA GRAVEL FILTER 1.0' FREEBOARD 1.0' -m R iccd "l FOR FLAT BACKSLOPE, SURFACE SHOU1D BE IMPERVIOUS & SLOPED TO DRAIN. FIRM, UNDISTURBED SOIL 6 - 0.5' DEAD STORAGE 4" POURED CONC. BASE INV. (,23 = 62.00 4 ", 6.1 ", 10" L 4" KNOCKOUT 12" PERF. PVC PIPE. OPEN AT TOP FOR OVERFLOW. ELEV.= 65.50 NOTE SEE SHEET C -2 FOR PLAN 20.0' 19.0' (TO FACE OF CURB) PARKING STALL (LIGHT PAVEMENT SECTION) EXTRUDED CONCRETE CURB. SEE. DETAIL #12. SHEET C7. ACO CHANNEL SLOPE DRAIN LOCKING GRATE 2 (OR FLATTER) IIF FREE - DRAINING BACKFILL • (MAX. 5% FINES) MIN, 8" :I WIDE LAYER OF 2 " -4" QUARRY SPALLS ADJUSTED TO ROCKERY STABLE CUT FACE IN NATIVE MATERIAL (SEE NOTE 7). MINIMUM 4" DIAMETER PERFORATED PIPE; MIN. 1% CONTINUOUS SLOPE TO OUTLET; PIPE AND OR CUT FACE LINED WITH FILTER FABRIC. 1.0'1 TOP OF BERM ELEV.= 67.50 ACO DRAIN L- TEMPORARY PIPE (DAYLIGHT OR TIE INTO DRAINAGE STRUCTURE AS INDICATED IN PLAN.) 68.0' (HEAVY PAVEMENT SECTION) 24.0' (MIN.) DRIVE TO REMAIN CLEAR OF ANY bpi USE STAPLES OR WIRE TO ATTACH FILTER FABRIC TO WIRE FENCING. ELEVATION OVERHANGS OR OTHER OBSTRUCTIONS. 12.0' WIDE DRIVE LANE (TYP.) I 12.0' WIDE DRIVE LANE (TYP.) (HEAVY PAVEMENT SECTION) 3" COMPACTED DEPTH OF CL. "B ", A.C. 4" COMPACTED DEPTH OF A.T.B. 1 "( - ) ALTERNATE: 6" OF CRUSHED AGGREGATE COMPACT SUBGRADE TO 95% OF MAXIMUM DENSITY 1 (MAX.) FRAME GRATE (BEE SEC. ].D5 AND APPLICABLE DWG.'S) 6' RISER SECTION 12' RISER SECTION PRECAST BASE SECTION (MEASURED AT THE roP of THE easE) PAVEMENT SECTION D -D PACIFIC ENGINEERING DESIGN INC. TYPE I CATCH BASIN FILTER FABRIC MATERIAL 60" WIDE ROLLS. MIRAFI 700X OR EQUAL. 2" X 2" BY 14 GA. WELDED WIRE FENCE OR EQUAL. PROVIDE 3/4 " -1.5" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE I= 1" (OR LESS) DIAMETER WASHED _ _ _ _ _ _ _ GRAVEL; MIN. 6" COVER OVER - I = 111 X 111 =111= 111=111 = 111=1 1 I I =III = III -FI E S= = III = III- E PIPE, MIN. 2" GRAVEL UNDER Ht 11 - 111 1 =1II 111_111 III - III II =i11 - III 111111 =11 " - - "I =II III I- _/ _ PIPE. '� I , Q -IE ` dH I STEEL FENCE POSTS BURY BOTTOM OF FILTER MATERIAL IN 8" BY 12" 4' O M.C, AX (T YP.) TRENCH. SILT FENCE A EMERGENCY OVERFLOW SPILLWAY • 8' x 11' x 0.5' DEPTH OF 4 " -6" QUARRY SPACES. ELEV.= 6.0' (MIN.) TEMPORARY EROSION /SEDIMENTATION CONTROL POND NOTE: A PERFORATED CMP OR PVC ELBOW MAY BE USED AS AN ALTERNATE (SEE PLAN FOR PIPE TYPE.) 24.0' 19.0' (TO FACE OF CURB) PARKING STALL (LIGHT PAVEMENT SECTION) CATCH BASINS SHALL BE C ONSTRUCTED IN ACCORDANCE WITH ASTM C4]6 (E M 199) k 890 UNLESS OTHERWISE SHOVM CN PLAINS OR NOTED M THE SDCT /aPWA STANDMO SPECIFlCATIONS. AS AN ACCEPTABLE ALTERNATIVE T RE gi WELDED P E FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER f00T MAY BE USED. WELDED 1. FABRIC SHALL COMP 651 6 OUT SHTO M 221). WRE FABRIC SHALL NOT LY BE TO PLACED IN KNOCK - OUTS. 3. ALL REINFORCED CAST -IN -PLACE SHALL BE CLASS 4000. PRECAST BABES SHALL BE FURNISHED WITH CUTOUTS T KNOCKOUTS. KNOCKW TS SHALL HAVE A WALL THICKNESS OF Y MIN.. ALL PIPE SHALL BE INSTALLED IN FACTORY PRONGED KNOCKOUTS. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IN LEFT INTACT. 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER 01A PLUS CATCH BASIN WALL MICKNES. ROUND KNOCKOUTS MAY BE W ALL 4 BIDES, WITH MAX. DIA. OF 20 KNOCKOUTS MAY BE EITHER ROUND OR "p" SHAPED 7. THE MAX. DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT IS B. THE TAPER ON THE SIDES OT THE PRECAST BASE SECTION b• RISER SECTIOK SHALL NOT EXCEED i/2 /FT. 9. C ATCH BASIN FRAME ANO CRATE SHALL BE IN ACCORDANCE WITH S TANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR- F -6T1p MARNC SUflFACES SHALL BE FlNISHED TO ASSURE NW- ROCKING FIT WITH AND COVER P09TON. 10.:RAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INiO RISER. 11. FOR CATCH BASINS IN PARKING LOTS REFER TO WSDOT /APWA srANDaflo Dwc. et -e 12. EDGE OF RISER OR BRICK SHALL NOT BE MORE THAN 2' FROM VERTICAL EDGE OF CATCH BASIN WALL. 8.0' SECTION A -A 4" DEPTH OF PORTL CEMENT CONCRETE. 4" COMPACTED DEPTH OF 1 "( -) CRUSHED AGGREGA SECTION TOP OF BERM ELEV.= 67.50 5.0' WIDE SIDEWALK ND - (LIGHT PAVEMENT SECTION) 2" COMPACTED DEPTH OF CL. "B ", A.C. 3" COMPACTED DEPTH OF A.T.B. 1 "( -) ALTERNATE: 4" OF CRUSHED AGGREGATE COMPACT SUBGRADE TO 95% OF MAXIMUM DENSITY 0 J 5 m 2 I- D 0 W z z 0 0 w 95 -64 PROJECT NO. DJW DRAWN BY 08-26-98 ISSUE DATE 04 -12 -99 SHEET REVISION cr90A ° 11V ,7 n �A p6RA1 ,. G0g CIVIL ENGINEERING AND PLANNING CONSULTANTS REVISIONS; REVISED PER CITY OF TUKWILA COMMENTS AND REDLINES. 12 -31 -98 DJW FINISHED GRADE CONC. S/W GRADE G (MAX.)1I \- =1 EXISTIN 4" DEPTH OF PORTLAND CEMENT CONCRETE. 4" COMPACTED DEPTH OF CRUSHED SURFACING TOP COURSE (MIN.). VERTICAL, CONC., CURB & GUTTER HANDLE WITH LOCK PIN -t-- ADJUSTABLE LOCK HOOK WITH LOCK SCREW. 1 "0 ROD OR TUBING, VARIABLE LENGTH. LIFT ROD STRAP TO WALL, 3.0' O.C. (MAX.) EMERGENCY OVERFLOW ELEV. = 68.42 6" ELBOW O.F. ELEV. = 67.22 6" ELBOW ORIFICE ELEV. = 66.72 ORIFICE DIA. = 3 3/8" INV. or our .36. ITO = 62.42 12" CMP RISER 03 -26 -99 TLR ORIFICE ELEV. = 60.42 12 D.I.P. OUTLET DRILL A 1 -5/16" DIA. HOLE IN A 12 GA. METAL PLATE WELDED TO BOTTOM OF RISER PIPE. 30.00' 8.50' 6.0' WIDE 15.00' LIFT HANDLE SHALL BE ATTACHED PER MANUFACTURE'S RECOMMENDATIONS. CB #4, (TYPE II - 72 "0) W/ SOLID, 24 "0, LOCKING LID. RIM= 74.83 2.0' (MIN.) 2.0 ORIFICE DIA. = 15/16" 6" ELBOW O.F. ELEV. = 66.52 6" ELBOW ORIFICE ELEV. = 66.02 REVISED PER M 111111111011111 12 "0 D.I.P. OUTLET 2.0' MIN. 12 "0 INLET INV.= 71.00 LADDER (TYP.) SOLID, 24 "0, LOCKING LID. WSDOT COMMENTS -DCW- 4/09/99 �S= 2.0% (MIN.) 3" COMPACTED DEPTH OF CL. 'B' ASPHALTIC CONCRETE 4" COMPACTED DEPTH OF CRUSHED SURFACING TOP COURSE \-12" COMPACTED DEPTH OF CRUSHED. SURFACING BASE COURSE. COMPACT SUBGRADE TO 95% OF MAXIMUM DENSITY. 60.00' WIDE R.O.W. SCALE T = 5' SECTION A -A FRONT SIX EVENLY SPACED HOLES FOR BOLTING TO CONNECTIONS. INV. 0' ,r0 = 71.50 BOTTOM ELEV.= 60.00 12 "0 CMP RISER PLAN VIEW MAX. OPENING OF GATE. INV. IX wI = 71.00 2LF 36 "0 CMP RESTRICTOR S = 0.0000 (FLAT) 6" CMP FLOW RESTRICTION ELBOW 36 "0 CMP INLET SHEAR GATE 72 "0 CONC. CATCHBASIN 6 "0 INLET INV.= 71.50 LIFT HANDLE SHALL 2 ' BE ATTACHED PER MANUFACTURE'S RECOMMENDATIONS. 30' REVISED -PER CITY COMMENTS -DCW- 5/05/99 - SAWCUT EXISTING ASPHALT 1.0' BACK FROM EXISTING EDGE OF PAVEMENT TO PROVIDE A CLEAN, STRAIGHT MATCH LINE FOR NEW ASPHALT. 1 C SHEAR GATE SHALL BE ALUMINUM ALLOY PER ASTM B- 26 -ZG- 32o OR CAST IRON ASTM A48 CLASS 30B AS REQUIRED. GATE SHALL BE 8" DIA. FOR PIPE 12" OR LESS IN DIA., 12" DIA. FOR PIPES GREATER THAN 12 ". GATE SHALL BE JOINED TO TEE SECTION BY BOLTING THROUGH FLANGE. 4. LIFT ROD: AS SPECIFIED BY MFR. WITH HANDLE EXTENDING TO WITHIN ONE FOOR OF COVER AND ADJUSTABLE HOOK LOCK FASTENED TO FRAME OR UPPER HANDHOLD. 5. GATE SHALL NOT OPEN BEYOND THE CLEAR OPENING BY LIMITED HINGE MOVEMENT, STOP TAB OR SOME OTHER DEVICE. 6. NEOPRENE RUBBER GASKET REQUIRED BETWEEN _ RISER MOUNTING FLANGE AND GATE FLANGE. 7. MATING SURFACES OF LID AND BODY TO BE MACHINED FOR PROPER FIT. 8. FLANGE MOUNTING BOLTS SHALL BE 3/8" DIA. STAINLESS STEEL. 9. ALTERNATE SHEAR GATES TO THE DESIGN SHOWN ARE ACCEPTABLE, PROVIDED THEY MEET THE SIDE MATERIAL SPECIFICATIONS ABOVE. SHEAR GATE C e rn " 4 r= n - - WW1 I _ IIiII,i7 liIINllllll'li'I (MIN ) �IIgIIii $�!� iii4 � 6" FLOW RESTRICTION ELBOW �� ��� ; (SEE DETAIL THIS SHEET.) 71 (SEE H 0 SHEAR GATE. (SEE DETAIL I e #2, SHEET C8.)C „ F 11 iiiii'i �i[ 1111 � 2LF OF 2 "0 D.I. VENT PIPE 48 "0 CMP ACCESS RISER (SEE OIL. 7 , SHT. C -8 RIM= 74.05 30' 90LF OF 78 "0 CMP 14 GAUGE ASPHALT COATED DETENTION TANK TREATMENT S= 0.0000 (FLAT) STRIPING SCHEMATIC 6 " PVC (PERF.) FOOTING DRAIN. TO DAYUGHT. 1.0' HIGH FENCE PER ARCH. PLANS FINISHED GRADE EXISTING GRADE 6" PVC (PERF.) FOUNDATION DRAIN. DRIAN TO DAYUGHT. 2.5' SECTION B -B EXISTING SANITARY SEWER EASEMENT CONC. RETAINING WALL, SCHEMATIC ONLY. SEE STRUCTURAL PLAN FOR NOTES AND DETAILS 11 3/4" CENTER TO CENTER. 12" #8 GAVANIZED DEFORMED REBAR BAP.. #7 GALVANIZED SMOOTH STEEL. LADDER C6 , I =1 Tf a 48 "0 CMP ACCESS RISER (SEE OIL. 7, SHT. C -8 RIM= 73.4 0 SECTION * CMP DETENTION TANK O * NON- GALVANIZED L PROVIDE A 12" MIN. DEPTH OF PEA GRAVEL BEDD NG. (TO SPRING -LINE OF PIPE) NEW THERMOPLASTIC MARKERS W /CROSS- HATCHING INDICATING "NO OUTRIGGER LOADING'. CROSS -HATCH TO BE PLACED AT 4' INTERVALS AND LETTERING TO BE MIN. 24" IN HEIGHT. MARKERS TO BE HOT APPLIED. PLACE OVER DETENTION SYSTEM. Dqn300 30' S = 0.0000 (FLAT) EXISTING - 3.0' WIDE - GRADE 2LF 36 "0 CMP RESTRICTOR 6 "0 ALUM. ELBOW PLATE WITH ORIFICE AS SPECIFIED 3.5' HIGH FENCING SEE ARCH. PLANS BI O -SWALE 3 (MAX.) CONC. RETAINING WALL, SCHEMATIC ONLY. SEE STRUCTURAL PLAN FOR NOTES AND DETAILS 48 "0 CMP ACCESS RISER W/ SOLID, 24 "0, LOCKING LID. RIM =SEE PLAN 78 "0 CMP DETENTION TANK. CB #5, (TYPE II- 54 "O) W/ SOLID, 24 "0, LOCKING LID. RIM= 73.42 12 "0 CMP RISER ° PACIFIC ENGINEERING DESIGN INC o 6" MIN. 3 1 SECTION C -C 48" CMP ACCESS RISER (7' I IIo Ia BIB 2LF OF 2 "0 D.I. VENT PI PE - -t 54 "0 CATCHBASIN III - I I�1 114 - IIlIf -I LADDER, SEE DTL. - krill U #3, SHEET C8. INV. It2 65.34 INV. or ouT = 62.42 2.0' (MIN.) BOTTOM ELEV. = 60.42 FLOW RESTRICTION ELBOW 48 "0 CMP RISER LADDER (TYP.) N.T.S. 6" MIN. FINISHED GRADE 6" PVC (PERF.) FTG. DRAIN. DRAIN TO DAYLIGHT. IF S Z Q O WE ¢ � 3 5W O O w 0rLO 0 2 95 -64 PROJECT NO, DJW DRAWN BY 08-26-98 ISSUE DATE 05 -05 -99 SHEET REVISION PLANNING CONSULTANTS 9 n ,9 �.. eFtkp CIVIL ENGINEERING AND DESIGNED BORTH DRAWN DCW CHECKED BORTH YM BASIS OF BEARING NORTH LINE OF BROOKVALE GARDEN SHORT PUT No. 7912050555. IE S8833'07E BENCHMARK DATUM COY OF TUKWILA BENCHMARK - SW BOLT ON UGHT STANDARD 0 NW CORNER OF INTERSECTION Of 52nd do SOUTHCENTER BLVD ELEV -7287 FEET (METRO DATUM) SITE NOTES TM PARCEL NUMBER 115720- 0910 -03 SITE AREA 47576.04 SF (1.09 ACRES) LEGAL DESCRIPTION THAT PORTION OF TRACT I. BR00KVALE GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 10 OF PLATS, PAGE(S) 47, IN KING COUNTY, WASHINGTON, LYING EASTERLY OF 52ND AVENUE SOUTH; EXCEPT THE SOUTH 51 FEET; AND EXCEPT THAT PORTION THEREOF CONDEMNED IN KING COUNTY SUPERIOR COURT CAUSE NUMBER 596231 FOR PRIMARY STATE HIGHWAY NO. 1 LEGEND PROPERTY LINE 9G — — EXISTING CONTOUR EXISTING WATER MAIN NEW WATER LINE W/ METER QQ EXISTING SANITARY SEWER UNE — NEW SANITARY SIDE SERVICE NEW STORM PIPE W/ CATCHBASIN BIOFILTRATION SWALE EXISTING A.C. PAVEMENT NEW A.C. PAVEMENT NEW CONCRETE SIDEWALK GRAPHIC SCALE SHEET INDEX (INS) I Inch _ 20 IL 1 OF 2 WATER EXTENSION UTILITY PLAN 2 OF 2 DETAILS 4. DOMESTIC AND IRRIGATION SERVICES TO HAVE PRESSURE REDUCING VALVES INSTALLED ON DOWNSTREAM SIDE OF METER. REVISION a Jn EX. HYD.—. VICINITY MAP 52ND AVE. S. BUILDING .UKMu.wA UTILITIES LOCATE NOTE CONTRACTOR IS ADVISED TO VERIFY THE EXACT SIZE. DEPTH AND LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL CALL FOR UNDERGROUND LOCATE AT 1- 800- 424 -5555 PRIOR TO CONSTRUCTION. WATER � 2 EA E "x45' BEN D i \ s i (MJXMJ)�4TH CONt, BLK. JF , - >/5 6' % \ 14LF " D.I.P. f i i 280.25' \. ..NO PARKING & f : : :1N N \0130'58' E 11 iYl1� w P�� im In LEa �.e . . MvT.1�911lT!l�E. R -- - - - - -� ��® a�JarsJOnr�aLvmr_ - - - ��Q a ®�aJe �� .�io • .ABANDON EXISTING SERVICE. / EXPOSE AND SHUT OFF CORP AT MAIN. 1 - 8" x 6" TAPPING TEE (Fi\ x FL) W/ CONX. BLOCKING. 1 - r GATE VALVE (FL xMJ EX. 2 . 6S -- SAN. SEWER ANH E -64 58 T , I (24; S) _..I." 1 ) IE =64.28 24 1N) I I DATE BY APP'D UJr 286' — SAN. SEWER MANHOLE RIM - 94.22 92 94- 96, SAN. SEWER MANHOLE ' RIM= 914.14 IE= 74..94 ((24" E) IE= 74.64 (24" S) IE= 76.14 10" N \nterstate 5 NOTES: 1. WATER SERVICES WILL USE 1 1/2 TYPE 'K' COPPER TUBING (FROM MAIN TO METERS) HIGH MOLECULAR WEIGHT BLACK POLYETHYLENE PIPE WITH TRACEWIRE OR COPPER SHALL BE INSTALLED FROM METERS TO BLDG. (ALL WATER PIPE TO BE BEDDED IN PEA GRAVEL) 2. WATER PIPE TO BE BEDDED IN PEA GRAVEL. SAND, OR CRUSHED ROCK (3/4' MINUS OR SMALLER). 3. THE PROPOSED DETECTOR DOUBLE CHECK VALVE ASSEMBLY IS LOCATED IN THE BASEMENT WITHIN THE BLDG. (SEE ARCH. PLAN) REMOTE DDCVA METER SHALL BE LOCATED ON BLDG. ALL PLUMBING INCLUDING DDCVA WITHIN BLDG IS BIDDER DESIGN. IF FIRE SYSTEM REQUIRES A PRV THEN IT WILL LIKELY BE LOCATED WINING THE BUILDING. THE PRV SHOWN ON THIS PLAN MAY BE RELOCATED. KING COUNTY WATER DISTRICT NO. 125 118 q SCALE DRA NN 6' HIGH CHAIN -LINK FENCE �� END CONCRETE MONUMENT qg 03/31/1999 1" =20' DCW DA1E 4/19/99 CPi1 Rf 95064CV02.DWG TELEPHONE MANHOLE CATCH BASIN W/ LID RIM-87.42 IE- 83.42 ((((12' CONC S IE= 83.62 (12 "CONC N IE =84.12 SB "CSNC W IE =85.22 1YCYNC NE) 6 � s S 0515'01" - 1 - 1" LANDSCAPE METER W 1 - 1" D.C.V.A. 1 - 3/4" SERVICE SADDLE - 1 -1/2" x 1 - 1/2" WATER METER 1 - 1 - 1/2" SERVICE SADDLE ° PACIFIC ENGINEERING DESIGN INC. # 4800 SOUTH 188TH STREET — SEATTLE. WA. 98188 (206) 431 -7970 — FAX (206) 431 -7975 END IRON PIPE WATER NOTES 1. PROVIDE MINIMUM 3' -6" OF COVER OVER WATERMAIN. 2. ALL WATER PIPE SHALL BE CLASS 52 D.I. UNLESS NOTED OTHERWISE. 3. FIRE SERVICE AND DETECTOR DOUBLE -CHECK VALVE ASSEMBLY TO BE INSTALLED BY CERTIFIED FIRE PREVENTION CONTRACTOR. 4. A SEPARATE MISCELLANEOUS PERMIT FROM PUBLIC WORKS IS REQUIRED FOR DDCVA. 5. STATIC PRESSURE IS APPROXIMATELY 155 PSI AT ELEVATION 90. — 3' '.SANITARY SEWER EASEMENT PER AFN 5867175 CATCH BASIN RIM= 7953 IE -77.23 (8 "CONC N) IE =75.43 12 "CONC N I IE =74.68 12 "CONC S IE =77.73 12' CONC IE -76.93 8 "CONC E) APPROVED: WATER DISTRICT 125 .SB 290' DATE: 5 ;e 3/ TUKWILA OFFICE WATER EXTENSION EX. HYD. --, 53rd Ave. S. apR 2 g 199 MAY 6, 1999 II 99151 DWC NO. 9564CV02.DW'C SHEET 1 OF 2 , • • - . � �� f �� ` 1.,......_ l APPROVED: DISTRICT WATER DISTRICT 125 DATE !'/319 R/W 1 I ANGLE METER STOP F,LP. x METER FLANGE SENSUS SEALED REGISTER MUELLER H -14286 METER (CUBIC FEET) TO BE SUPPLIED BY DEVELOPER ANGLE CHECK VALVE CONCRETE METER METER FLANGE x F.I.P. BOX W/ TRAFFIC UD 'MUELLER H -14244 NO, 2 FOGTITE OR EQUAL I W/ MUELLER 15428 MALE ADAPTER FINISH GRADE • R/W I ANGLE METER STOP I COPPER FLARE NUT x SENSUS SEALED REGISTER METER SWIVEL NUT METER (CUBIC FEET) MUELLER H -14255 TO BE SUPPLIED BY DEVELOPER ANGLE CHECK VALVE CONCRETE METER METER SWIVEL NUT x BOX W/ HINGED TRAFFIC IF.I.P. MUELLER H -14244 UD B -91 FOGTITE OR EQUAL 1W/ MUELLER 15428 MALE ADAPTER FINISH GRADE ,. •,. —..• .,.. .� .�I COMPRESSION CONNECTION, MUELLER — 110 z M.I.P. H -15428 • 90' ELBOW F.I.P. x F.I.P. i l l . = wg'?' ///.%/////////.%/////// W F ta■■�..�. X11 ' 1 . 11�11�11. „11 11. =.I ,. .,, —„ —.. '•' . 1 1Airr/ 7 / / /: % / / / / / / / / % %7 / / / /1 / / / % / / //A � l ,I1� 1. .IIrll,lirll 11 =1 ' = : _ ..:._' : -x•. -( k` `: =.: j ,0001.1”. -` '~ ~ DOUBLE STRAP e*-4 "+-. SADDLE, SMITH BLAIR r .,, COPPER TUBNG OR ROMAC DUCTILE IRON MUELLER 1 x MNINPECHON,428 WATERMAIN CLASS 52 90' ELBOW CORP. STOP F.I.P. x F.I.P. TAPER BY M.I.P. MUELLER H -9969 BRASS NIPPLE, PRIVATE SERVICE PIPE PRIVATE Y MAX. TYPE 'K" SERVICE PIPE /� � (4 ?2 COPPER TUBING DUCTILE IRON WATERMAIN CLASS 52 CORP. STOP MUELLER 'CC' H -15000 DIRECT TAP TO NE.W OR EXISTING MAIN I STD. DETAIL No. 2 ONLY IF EXISTING MAIN IS D.I. OTHERWISE USE STD. DETAIL No. 1 SADDLE PenDMBegoa Assoelater 1 -1/2 & 2 DOMESTIC SERVICE DETAIL } . r pa l Q 1 King County Water District. No. 125 3/4" & 1" DOMESTIC SERVICE DETAIL , �}} r �IIII G `: King County Water District No. 125 z rA enDallegon Associates Consulting Engineers, loo. inglsposeing Mum.. B g Coos... PLOT DAM o.Aw ntsa MO. .GA I PM I ,MODS �, COMD. APPRO./ m .on Wtiog dyineers, 1no. IsaysTang nm , Di yow I assa eo XXX WA DeeAmp MS.. AP. . . PLOT SALE xn FILL WAG V.aVnlexVaoV.smn wn Arr.om .,.A.L. ROT MALE an ruaAxc Vee \b10i\DAD\e.emn 541X NM. B BLIND F LAN GE I .. 'II 11 4 °W BLIND Il II 111 CAPPED ranee 90• B TEE W/ 5a° 1 ill _ PLUG is B , - II*II- Plug A a TEE W/O PLUG SIZE PIPE In DIA. THE TAP WHICHEVER IS GREATER ME li III mg IJ 11 Lm. = , I� ] O O a� ] O O E , C , ‘1111.11.1 0 – C () O O -� :1 I■ 1 ViOmONObmNNNnw1 tiYn ^u,• Nr� \Y �. I N-- ^ NNNnf21 ^ ^^ NN ^ ^ "NhhY h�000NY CAP lb CONCRETE THRUST BLOCK ■ � Ir NOTES, 1. ASSEMBLY TO BE 2. 3' x 3' x 2" ASPHALT IS SET IN UNPAVED CAST IRON TAPPI TEE, FL TO :CSEQD: a 1, BEARING AREA OF CONCRETE THRUST -BLOCK BASED ON PS! PRESSURE AND SAFE SQL F LOAD {5' BEND 22 I/2' BEND OF SIZE PLACE AND E ARE FOOT BEARING : ft : I AGAINST THE FITTING, 4. BLOCK SHALL BEAR AGAINST FlTRNCS ONLY AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING UP OR DISMANTLING OF JOINT. 5. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE ‘11118/1111 TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATION PRESSURE UNDER ALL CONDITIONS OF SERVICE. 1/4' BEND 6. THRUST BLOCK IS CONSIDERED TO ACT AS A SPREAD FOOTING; THEREFORE HEIGHT OF BLOCK MUST BE EQUAL TO OR LESS THAN 1/2 THE DEPTH FROM THE GROUND SURFACE TO THE BLOCK'S BASE. O� • O O PRE – TESTED BEFORE DRIWNG. PAD REQUIRED IF VALVE BOX SURFACE. I � PE •�� RESILIENT GATE VALVE, MUELLER I SEAT FL x MJ OR EQUAL • I STD. DETAIL No. 9 T BETWEEN THE P E E UNDISTURBED SOIL. DISTANCE STD. DETAIL No. 5 E PenEallegon Associates TAPPING TEE AND VALVE DETAIL tJ� � I I Q King County Water District No. 125 HORIZONTAL THRUST BLOCKING DETAIL & TABLE ;{ ^ , �P -1I p King County Water District No. 125 rr ACE xea6e11eon As.00letes Consulting Engineers, In. AXroA¢ D.Aw I DCS. l oxam rra oexAUS enmcr,•PPOWED :onaWtl4g Engineers, 100. tea. P• h.... MOT an: 3,1/DD WAIN Iowa, r ''''''' aAA Pa D oanzr ''''''s" 1....... coo..a.. Pwr xn rxc x..a VsaVemea�DAOV�smn DAM uwao.ED PLOT T MALE ..T Pa v.,,,,,ewnwao. DAM APP. BORTH DCW BORTH ii 5 KING COUNTY WATER DISTRICT NO. 125 III . Q __ 03 /29/1999 o . o P ACIFIC ENGINEERING DESIGN INC I , TUKWILA OFFICE . WATER EXTENSION 99151 NTS 4800 SOUTH 188TH STREET — SEATTLE, WA. 98188 (206) 431 -7970 — FAX (206) 431 -7975 DUO NO. 95064DT1.DWC W SHEET 2 of 2 95o64ati.UW BREAKER SCHEDULE CIRCUIT MAIN BRANCH BASE SPrEE SERVICE & BREAKER BREAKER CONTACTOR CIRCUITS AMPS AMPS AMPS SERVICE 100 MEDIUM CUTOFF III CIRCUIT A 6.5' 15 30 CIRCUIT B 25' 30' 15 30 CIRCUIT C III 15 30 LUMINAIRE NUMBER CIRCUIT MOUNTING OFFSET HEIGHT MAST ARM BASE SPrEE DISTRIBUTION TYPE WATTS ROADWAY OVERHANG REMARKS 1 A 25 I 30' 15 FIXED MEDIUM CUTOFF III 200 6.5' 1 2 A 25' 30' 15' FIXED MEDIUM CUTOFF III 200 6.5' 1 RUN NO CONDUIT CONDUCTORS CIRCUIT 1 2 -2" SCHEDULE 80 PVC 2 - #8 A 2 1 -2" SCHEDULE SO PVC 2 - #8 A 3 1 -2" SCHEDULE 80 PVC 3 - #2 POWER r5 GRAPHIC SCALE ( IN FELT ) 1 inch = 20 ft GENERAL NOTES LEGEND z TYPE 1 JUNCTION BOX, J -11a 0 a LIGHT STANDARD, FOUNDATION. LUMINAIRE ARM & LUMINAIRE ® ELECTRIC SERVICE CABINET — — CONDUIT O CONSTRUCTION NOTE /^\ WIRE NOTE ao ALL WORK SHALL BE IN ACCORDANCE WITH THE SPECIAL PROVISIONS, THESE PLANS, THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION ( WSDOT) STANDARD SPECIFICATIONS FOR ROAD. BRIDGE AND MUNICIPAL CONSTRUCTION (1998 EDITION) AND THE CITY OF TUKWILA STANDARD PLANS AND THE WSDOT STANDARD PLANS (CURRENT EDITION). 2. THE LOACTIONS OF FEATURES SHOWN ARE APPROXIMATE AND SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR AS NECESSARY. 3. ALL WORK SHALL BE CONSISTENT WITH WITH UTILITY AGENCY REQUIREMENTS. THE CONTRACTOR SHALL CONTACT ALL PERTINENT UTILITY AGENCIES BEFORE COMMENCING WORK, AND SHALL COORDINATE THE WORK WITH THE UTILITIES THROUGHOUT THE PROJECT. CONSTRUCTION NOTES O INSTALL NEW ELECTRICAL SERVICE CABINET PER CITY OF TUKWILA DETAIL RS -22. ® INSTALL CONDUIT TO SEATTLE CITY LIGHT TRANSFORMER. COORDINATE, WITH RHODELL RICHARDSON OF SEATTLE CITY LIGHT AT (206) 386 -1671 PRIOR TO COMMENCING WORK. PAYMENT FOR WORK BY SEATTLE CITY LIGHT BY OTHERS. ▪ INSTALL FOUNDATION, LIGHT STANDARD, LUMINAIRE ARM, AND LUMINAIRE PER CITY OF TUKWILA DETAIL RS -20. • EXISTING TIMBER POWER POLE AND LUMINAIRE TO BE REMOVED BY SEATTLE CITY LIGHT. EXISTING TIMBER POWER POLE TO BE REMOVED BY SEATTLE CITY LIGHT. 2 . D AVE. S. BUILDI LUMINAIRE SCHEDULE 1 LUMINARE SHALL BE GENERAL ELECTRIC MODEL M4AC2D5OA2GMC31 OR EQUAL 155' 52nd Avenue South UTILITIES LOCATE NOTE CONTRACTOR IS ADVISED TO VERIFY THE EXACT SIZE, DEPTH AND LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL CALL FOR UNDERGROUND LOCATE AT 1 -800- 424 -5555 PRIOR TO CONSTRUCTION. Dw-63(y) PACIFIC ENGINEERING DESIGN INC. WIRING SCHEDULE DI& g 6 '9gg P ER*l/ A 0 0 co I- LU Q H co m z � cr d ® �o< I ow CO IN Co 0 U- PROJECT NO. DJL DRAWN BY 5 -6 -99 ISSUE DATE CD Z N z z Q a _J o U i - N g E LiJ o Li zw Z LLJ N SHEET REVISION E" D. MAY 1)( 5 CIVIL ENGINEERING AND PLANNING CONSULTANTS faer#4t4 ' SEE G• L SPAN c 5 -ov 56 CD 4.00 FILE COPY SILT -uP ;:cc IIIIImm• pidilLue PANI NC" 4' %1-NT L 1i �. s ." 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O .0 • 0 - ti t FIFTY - SECOND AVENUE 15208 52ND AVENUE SOUTH T OWNER: ST 1200 SOUTH 192ND STREET, SEATTLE, WASHINGTON 04" "4" 3 OF g .cinct4, ,oycs 1:9-‹ I fro GN 4 . =;.-; (1( • 7 SOUTH uKwILa, CORP (9- ni r m - 1 0 4. r •. BUILDING WASHINGTON ORATION SUITE 300 98148 -t C4i o r n 1i ARCHITECTS/ PLANNERS t r t AMIIMMEIN. ram.. ITV I ROLF PREUSS ASSOCIATES A_I.A 1809 7TH AVENUE SUITE 1000 TOWER BUILDING SEATTLE, WASHINGTON 98101 206 624_1669 • 525 r 1 1 RED =1.Q t,C ti El..EGTi21C.A`l�. "' LEQ DNE iLiv `{� MP INE SM; 136I �ab CORRIDOR Cr'4oThO coy (� R COUTh) I TB D MEN ...1 Nt�! %TOR ANEN) WDME�J Co tMC . CoMC• CAgf eT CARPET CARPET' V I NM L. G.T1LE �.T iLE *N. *N. 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Gw 8 EXTERIOR ,45u 6.04710,4 FINISH G•felEM ELEV D N i.. ,yT t a N E1..Ev Nit - F IN15M LuE L \M% t4hTf (L.L)N MAN) CYPSu tA 140%665 DPI Rp it44$01,. • iN .PRT %or (AWL. MPtTERiAL MTL. MVTP‘ . o,C, DN caul 058 atierWl 'i 4t' ARD LAM `.Ac N1I 14 ATE R. p 81.1315E 1� R ROOF MA t4 c7Q SCHEDU! E sT M ketc\itt -� aeL. PIPE CoLu M N STEEL. + v SE STRUCTURAL \ANy L $RAG - MO C.� Z � O 0 J 5 m Q 3 = Q I.1 O 3 co Y W co W O z O 4 0 o W z CO N • In CD 0 N ▪ r c1) D r 0° O � c 01 W t z 3 0 0 W z W • N >a Q3 I w H 1 01Q O W CO z 0 Ca Qcr De CO us cn Q � CC (83 0 Cc 0 U ' ILI W Cc WI z 0 0 0 z N CD = 4- o CC ry Lu 0W CO 2 01- o ,Q CV us O e- 0 A 5 NO. OF BOLTS REQUIRED I PLATE TWIG10NES6 WIELD SIZE CONNECT CAPACITY (SINGLE SHEAR) LLB 3 ' (2)18'4 V4 1/4 82 W@ 2 las (3)1/84 V4 V4 6.1 W12 3' (3) WCI i V4 I/4 15.1 W44 3' (4)1/8'0 V4 V4 233 W16 3' (4)1/8'0 V4 V4 233 WMB 3' 05) 1/8'4 1/4 V4 35.1 ILI21 3' (6) 1/84) (1) 1/O' • V4 1/4 V4 V4 448 343 W24 , 3' BAR SIZE es SEE PLAN LAP CLASS A A A A SHORT SLOTTED MOLES IN PLATE-- cIP "Rued. TYP. SLAB ISOLATION JOINT Pc • 30001 TOP OTWER TOP OTHER TOP OTWER BARS BARB OARS BARB BARS BARS 22 28 29 31 36 41 43 56 63 81 12 93 A gl 2 3/4' I/ 22 IBOTT01" s 04011D CF MOS (2) 2 X 6 TOP-. 'PLATE F'c • 4004DP61 F'c • b000IP6i B i1 13 24 19 22 rT 22 23 I9 22 1'1 29 32 23 29 22 28 31 24 28 22 36 4. 31 36 28 33 31 29 33 26 43 48 31 43 33 48 54 42 49 31 63 10 54 63 49 85 62 48 55 12 80 b4 Z2 62 10 91 8; 54 63 10 81 LAP SPLICE SCHEDULE 11/2' OTC I8 GA CLIP AT -w- 32' O.G. WI (I) 84 TO TRL ISE5 BOTTOM Cry cJ1-11ERE REO'D ♦.^. BRACE 6144L.4.. I w _ _ joARAL,EL TO "IBA* 43 bib 46 63 1. TENSION LAP SPLICE SMO1lN ABOVE ARE FOR CONCRETE COVER 2. BAR DIAMETER AND CENTER TO CENTER SPACING Z TWO DAR OI _ (SPACING AND COYER CASE 1). 2. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12' CF CONCRETE CAST BELOW THE BARS 3. TENSION LAP SPLICES SHALL E CLASS B UNLESS ONE HALF OR LESS OF THE TOTAL REIP O1WGEMENT IS SPLICED WIT14N THE RECUIREO LAP LENGTH. 4_ COMPRESSION LAP SPLICES SHALL BE A MINIMUM OF 30 BAR DIAMETERS t1iLES6 OTEEIRWISE SF4 N ON THE DRAWINGS. COPE TOP 4 BOTTOM FLANGES AS REC=D NUMBER OF A325F HOTS W/ HARDENED WASHERS PER BEAM COl.l. SCWEDULE SEE SHED. 8/S1 TYP. BEAM CONNECTION x 4 FLAT AT 32' OC u1 ' (2; M6a • A' EA END OTC Id Ca4. CUP AT EA MUSS l'Wv TO MSS EICJT. CNOPID mew Paco_ TO MACE SMALL WALL PEPIPENDCVLAR To WWII 10 NONBEARING WALL SUPPORT , 11 SEE PLAN FOR SLAB THICKNESS AND REINFORCING (rrp) CUT ALT. WIRES AT JOINT (2) *4 (1) 04 • BOTTOM OF FWD. WALL • -- 1". - 7 7J CONTROL JOINT (2) 164 • t2' 3X --\ SEE PLAN FOR STEP LOCATION GRID 1/8' X 1 1/2' PRE'MOLDED CONTINUOUS MASTIC JOINT STRIP OR PREMOLOEP CONSTRUCTION JOINT (MAY BE SAW -CUT AT CONTRACT- OR'S OPTION). COMPACTED SUBGRADE AND GRANULAR FILL PER SOIL ENGINEER'S RECOMMENDATIONS ryps STEPPED FOOTING 8 BEAM CONNECTION SCHEDULE J 1/2'•'"1B • 24' OC. ST • ef..Art GAGE) 7 s -7 7- 77" -�• j -�. - - SECTION T t SEE PLAN FOR BLAB THICKNESS AND REINFORCING (TYP) • SCALE= Y1' • r-I' eovicE CONTROL CONSTRUCTION JOINTS � IN BLADE ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY 'NE ApGNITEGt. SECOND POUR COMPACTED StiB GRADE AND GRANULAR Flu PER SOIL ENGINEER'S RECOMMENDATIONIS 3 CONSTRUCTION JOINT • . 6 TYPICAL 1/2' COL CAP STAIR ON GRADE PAU SZE SEE PLAN 4 FRI. IIICHIMPILIE 12 ELEVATION FIRST POUR BURICE 'KEYED KOLD' JOINT. STOP REINF. CLR OF JOINT EACH SIDE 2 SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFO. l , 4.12' CODE REQUIREMENTS: ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE UNIFORM BUILDING CODE, 1997 EDITION, AS AMENDED BY THE CITY OF TUKWILA. GENERAL: CONTRACTOR SHALL PROVIDE BRACING OR SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENINGS, ARCHITECTURAL TREATMENT, AND DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR SIZES AND LOCATIONS OF ALL OPENINGS FOR DUCTS & PIPES ETC. NOT SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK WITH ALL THE UTILITIES AND ADJACENT PROPERTIES. CALL BEFORE GI GGING 1 -800 -424 -5555. DESIGN LOADS: LIVE LOADS: WIND LOAD: EARTHQUAKE: NON - YIELDING YIELDING PASSIVE COEFFICIENT OF FRICTION FROST DEPTH f' c AT 28 DAYS 2500 3000 WALL THICKNESS 6' 8" 10' GARAGES PRIVATE MOTOR VEHICLE OFFICES + PARTITION EXITS ROOF 80 MPH, EXPOSURE B UBC ZONE 3 Z = 0. 3 FOUNDATIONS: FOUNDATIONS SHALL BEAR ON UNDISTURBED NATIVE SOILS. ALLOWABLE SOIL BEARING CAPACITY IS 3000 PSF. SEE SOILS REPORT #95267 PREPARED BY GEOTECH CONSULTANTS, INC., DATED 10 AUGUST 1995 FOR ADDITIONAL INFORMATION. FOUNDATION DESIGN PARAMETERS ARE AS FOLLOWS: ALL SOIL BEARING SURFACES SHALL BE SUBJECT TO APPROVAL BY THE GEOTECHINICAL ENGINEER CONCRETE: CONCRETE SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE STANDARD 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS ". CEMENT AND CONC. SHALL CONFORM TO ASTM C -150, C -595, C -94 & C-685 ADMIXTURES SHALL BE APPROVED BY THE BUILDING OFFICIAL. AN AIR ENTRAINING ADMIXTURE SHALL BE ADDED TO ALL CONCRETE EXPOSED TO FREEZE/THAW ACTION TO PROVIDE 5% + 1Z ENTRAINED AIR. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED UNLESS APPROVED BY THE ARCHITECT. W/C RAT I O NON- I AIR I AIR 0. 67 0. 54 0. 58 0. 46 HOR IZONTAL BARS #4.15 - oc #4.10'oc #4 • 16 - oc R = Cr = 0.36 # SACK PER CY OF CONC. 5 1/2 5 1/2 25H PSF 35 PCF 300 PCF 0. 40 1 8" CONCRETE CAST AGAINST EARTH FORMED SURFACE EXPOSED TO (#6 a LARGER) EARTH OR WEATHER ( #5 & SMALLER) CONCRETE NOT EXPOSED TO WEATHER OR EARTH: SLABS, WALLS BEAMS. COLUMNS: PRIMARY REINFORCING TIES, STIRRUPS, SPIRALS 50 PSF 50 PSF 20 PSF 100 PSF 25 PSF (SNOW) I = 1. 0 • 22 SPECIAL INSP. USE REQUIRED NO NON - STRUCT S. 0. G. YES WALL, FTGS & COLS. AS AN ALTERNATIVE TO THE ABOVE, THE CONTRACTOR MAY SUBMIT A CONCRETE MIX DESIGN FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE ALTERNATE MIX DESIGN WILL BE REVIEWED FOR CONFORMANCE TO UBC 1905. CHAMFER ALL EXPOSED CORNERS PER ARCHITECT OR 3/4" IF NOT SPECIFIED BY ARCHITECT. REINFORCING STEEL: ASTM A-615 DEFORMED BARS GRADE 60 (fy = 60 KSI). WELDABLE AND BENDABLE REBAR ASTM A -706, GRADE 60. PROVIDE LAP SPLICES PER SCHED. MINIMUM! CONCRETE COVER SHALL BE: 3 2" 1 1/2' 3/4" 2 s 1 1/2' REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEUQATELY SUPPORTED BEFORE CONCRETE IS PLACED. WELDING OF REINFORCING STEEL IS NOT PERMITTED WITHOUT PRIOR APPROVAL FROM THE ENGINEER. AWS 01.4 -92, WAB0 CERTIFIED WELDERS. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT EXCEPT AS SHOWN ON DESIGN DRAW I NGS. CONCRETE WALL REINFORCING: VERTICAL BARS #5 • 18" pc #5.IS'oc #5 • 16'oc LOCI! T I ON STRUCTURAL NOTES • CL OF WALL • CL OF WALT. EACH FACE STRUCTURAL STEEL: MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOW I IG STRUCTURAL STEEL ASTM A 36. Fy = 36 KSI CONNECTION MATERIAL ASTI A 36, Fy 036 KSI STRUCTURAL TtEES ASTM A 500, GRADE B. fy = 46 KSI STRUCTURAL PIPE ASTM A 501. Fy = 36 KSI STRUCTURAL BOLTS ASTM A 3325 -SC W OOD CONNECTION BOLTS AST1I A - 307 ANCHOR BOLTS ASTM A-307 OR A ELDING ELECTRODES E7001X PROVIDE TWO HORIZONTAL #5 BARS AT EACH FLOOR LEVEL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING AT EACH WALL INTERSECTION AND TWO VERTICAL #5 BARS AT EACH WALL CORNER AND INTERSECTION. AT ALL OPENINGS PROVIDE A MINIMUM OF T'WO #5 BARS OVER, UNDER AND AT SIDES. EXTEND HORIZONTAL BARS AT LEAST LAP DISTANCE PAST THE OPEN I N!G OR AS FAR AS POSSIBLE AND HOOK. EXTEND VERTICAL BARS THE FULL STORY HE I GHT OR AS FAR AS POSS IE AND HOOK. PROVIDE ONE #5 BAR BY 4' -0' LONG. DIAGONALLY AT EACH CORNER OF ALL OPENINGS. WALLS SHALL BE REINFORCED AS SHOD! ON THE PLANS AND DETAILS OR IF NOT SHOWN SHALL BE AS FOLLOWS: DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE 9TH EDITION OF THE 'AISC SPECIFICATION FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS'. ALL WELDING SHALL CONFORM TO THE AWS D1 -1 'STRUCTURAL WELDING CODE ". ALL WELDING SHALL BE PERFORMED BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) AND AWS CERTIFIED WELDERS. ALL COMPLETED PENETRATION WELDS (CP) SHALL BE ULTRASONIC TESTED, ALL FILLET WELDS SHALL BE VISUALLY INSPECTED. SAWN LUMBER: SAWN LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16 LATEST EDITION. SAWN LUMBER SHALL BE S4S & SURFACE DRIED, MAXIMUM 19% MOISTURE CONTENT. SPECIES AND GRADE SHALL BE AS FOLLOW UNLESS OTHERWISW NOTED ON DRAWINGS. USE GRADE Fb Fc Fc WALL STUDS & BLOCKING 2" TO 3" THICK, 4" WIDE HEM -FIR STUD 675 405 800 , 2" THICK. 6' & WIDER HEM -FIR NO. 2 850 405 1250 WALL PLATES t2 X 4 DF -L STUD ,2X6 DF-L NO. 2 JOISTS DF-L NO. 1 1000 625 1450 LEDGERS HAILERS & DRAG STRUTS.DF -L NO. 1 1000 625 1450 BEAMS & POSTS 4" THICK a LARGER DF-L NO. 1 1000 625 1450 5" X 5" & LARGER ( DF-L NO. 1 1200 625 1000 t ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE TREATED) FRAMING NOTES: FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE AS MANUFACTURED BY SIMPSON COMPANY (OR APPROVED EQUAL). ATTACH JOISTS TO FLUSH HEADERS AND BEAMS WITH SIMPSON 'U' SERIES JOIST HANGERS TO SUIT THE JOIST SIZE. NAILS SHALL BE COMMON. NAILING NOT SHOWN SHALL BE PER TABLE 23- II-Q -1 OF THE UBC. PROVIDE SOLID BLOCKING AT BEARING POINTS. TIMBER CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS AND WHERE CONNECTORS STRAP TWO MEMBERS TOGETHER PLACE ONE HALF OF THE NAILS OR BOLTS IN EACH MEMBER. PLUMBING, ELECTRICAL & MECHANICAL SYSTEMS SHALL BE DESIGNED & BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE. SHRINKAGE IN WOOD STRUCTURES: GLUED LAMINATED MEMBERS: GLUED LAMINATED MEMBERS SHALL HAVE AITC IDENTIFICATION MARK. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. BEAMS & COLUMNS SHALL BE VISUALLY GRADED WESTERN SPECIES INDUSTRIAL GRADE, AND STRENGTH INDICATED BELOW: USE SIMPLE SPAN CONTINUOUS OR CANTILEVER COMBINATION SYMBOL 24F - V4 24F - V8 SPECIES OF/OF DF/DF WOOD SHEATHING: WOOD SHEATHING PANELS SHALL HAVE THE APA GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-0 INT APA WITH EXTERIOR GLUE (CDX) WITH THE FOLLOWING THICKNESSES AND RATINGS: NAILING SHEATHING PANEL EDGE FIELD FLOORING 3/4' 48/24 T&G 10d 0 6' 10d 0 10' ROOF 5/8" 40/20 T&G 10d 0 6" 10d • 12' ROOF FLOOR TOP CHORD LIVE LOAD SEE DESIGN LOADS ABOVE TOP CHORD DEAD LOAD 12 PSF BOTTOM CHORD DEAD LOAD 5 PSF TOP CHORD UPL I FT (NET) 5 PSF HVAC SEE NECHANICAL PLANS 625 625 SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL IOR FABRICATION. STORE. ERECT & INSTALL PER TRUS- ,JOIST MAC MILLAN RECOM ENDAT I ONS. NO CUTTING OF THE FLANGES SHAL BE PERMITTED. HOLES IN THE WEB SHALL CONFORM TO THE REQU I TS OF THE MAN FACT1JIiER. BLKG SEE SCHEDULE SEE SCHEDULE ALL ROOF SHEATHING AND SUB - FLOORING SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN OR AS INDICATED ON DRAWINGS. FLOOR SHEATHING SHALL BE GLUED AND NAILED. USE ONLY ADHESIVE COMFORM I NG TO APA SPEC. AFG -01, A IN ACCORDANCE WITH THE MFG. PREFABRICATED WOOD JOISTS: SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS MANUFACTURED BY THE TRUS -JOIST MAC MILLAN CORP., OR AN APPROVED EQUAL. SHOP DRAWINGS SHALL BE APPROVED BY THE ENGINEER PRIOR TO FABRICATION. LOADING SHALL BE AS FOLLOWS: 22 PSF 5 PSF IASPECTIONt rt 'K IN ADDITION TO REQU I RED I NSPECT I OHS BY BUILDING DEPARTMENT OFFICIALS, SPECIAL INSPECTION BY AN APPROVED AGENCY SHALL BE FORMED FOR SOIL BEARING SURFACES. RE I NF T PLACEMENT, 1:3:39 T. STEEL ERECTION, WELD I NC, WELDING or - REINFORCING STEEL AND HIGH STRENGTH BOLTING. A ` cr SHOP DRAWI Nom,: SLOP DRAWINGS FOR GLUED LAMINATED BEAMS, PREFABRICATED WOOD JOISTS, CONCRETE REINFORCEMENT, STRUCTURAL STEEL SHALL BE SUBMITTED TO THE ENIG I DEER FOR APPROVAL PRIOR TO FABRICATION I N ADDITION TWO GDP !ES OF THE ABOVE SHOP DRAWINGS AFFIXED WITH A REV I END STAIR BY THE ENGINEER OF RECORD SHALL BE SUBM I TTED TO THE CITY FOR REVIEW PRIOR TO FABRICATION IF THE SHOP DRAWINGS DIFFER FRROM THE CITY APPROVED OES I GN DRAWINGS, RsEDES I GN DRAWINGS NEARING THE SEAL i SIGNATURE OF A STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO CITY FOR PRIOR TO FABRICATION. o ' og 'taw AUS �: '9; vv -• I. r - q 1/4 ' , .14, - -1bg • C U Q�) 45 "0 4 tt a c o !"&" C kr) E.. 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EAL s'-d' x .'-e' I !1o) ti a EALL I X COW nip) Tie '. 2'• X GOVT (3) S a ca4 T. i 1 • a i w 111: I 1 ;11;I:lir 1 :41 4igg p� �i " 1111 ; 41 �YY 1!)111 f; t;11 im ip t8 Me? ►10 b' -I' 73' -4' b' -®' Im' -?>' 4 4 4 1. } Foundation Plan 52nd Avenue youth Building 15208 52nd Ave. Tukwila, WA 39 NO. `r, ENC'R: PJH REVISION 66 118' -10' DATE 135M i At. v/SroN 3 Z3 CAD: JTM PLOT: 11/20/99 FILE: 9701252 JOB #:97012 Q4 EXPIRES 7 ® 2001 w 6' -D' 4' -m' 10' 4' 3S' -0' 22 -0 22' -P' 3D' -0' 0 1 IT tit 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285 -4512 FAX (208) 285 -0818 TAO [ TJL I NO NOTCH C:LP 11 vs. T,11 � RTlJml I I DIAPHRAGM PANEL & NAILING SCHEDULE l II 2 1/2' 4' . - - -• - t - $ (4) lid TOP (2) lid FACE NAILING AT J ION SCI I I (2) led X 1 V2 JOIST 10'/12' 3 4 2 1ir i H BLO C.ING REGLIIRED II r`)adxIWI' (3) EA SIDE IC`)SdX1V' (3) EA SCE I (2) as E ry En. 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ENG'R: PJH CAD: JTM REVISION 41 M r 2,1. o"./ DATE PLOT: 8/20/99 FILE:97012S3 JOB #:97012 4 00 V 7 1-8" 5' -m' (- b` -m' 27 2001 5' -0' 4'- • `r 3 104 \, ET* ta i 22' -0' 22' - 0' 180 Nickerson St. Suite 302 Seattle, WA 98109 (208) 285 -4512 FAX (208) 285 -0818 eNnivN 1119ViDidVICI 0s a TO al 9 soh Z C z JilLr JI1Lr =1: =1: i li°illt' 3 ao ro 41 •1. rn r rl l3 n.) ®-\ 4- o- o- o- o- l�'J 0- 4 oit la 4 e' -D' d' Ulf 20' -D' I3' -4' 2nd Floor Framing Plan 52nd Avenue South Building 15208 52nd Ave. Tukwila, WA __ 24'48' as 'isms WOXIO 141 -4 1 NO. ENG'R: PJH REVISION �1M r /1c ✓��w�� 6TAIR CLARIFICATION CAD: JTM PLOT: 8/20/99 DATE 8 / l ,2iro9 FILE: 97012S4 J08 #: 97012 • 24' O.C. II BTJH 24' TJW • 192" O.C. 111 "Y" 22 TJL 24' 0GC. el %Tel RA 'wF \ , 22' TJL. U»XI0 I EXPIRES 7/27/2001 11 , - e � . , _4 ` -8 b' -m' b' -m' 1' !4' -(�1 ._m . U ti, ll 0 kip °,91 22' -0' We a ENGINEERING Structural & Civil Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 (208) 285 -4512 FAX (206) 285 -0818 Joou pu3 1191111HdVIO i a I 1 VW Tjl MUD JOIST CONNECTION SCHEDULE ■ i 2 WC I t1101110 x1 vr (3) EA SIDE } s Mr tai ad x i yr T /� l�V1/d i 2  (2) .FOIST I 'MEANING - -J 0s a TO al 9 soh Z C z JilLr JI1Lr =1: =1: i li°illt' 3 ao ro 41 •1. rn r rl l3 n.) ®-\ 4- o- o- o- o- l�'J 0- 4 oit la 4 e' -D' d' Ulf 20' -D' I3' -4' 2nd Floor Framing Plan 52nd Avenue South Building 15208 52nd Ave. Tukwila, WA __ 24'48' as 'isms WOXIO 141 -4 1 NO. ENG'R: PJH REVISION �1M r /1c ✓��w�� 6TAIR CLARIFICATION CAD: JTM PLOT: 8/20/99 DATE 8 / l ,2iro9 FILE: 97012S4 J08 #: 97012 • 24' O.C. II BTJH 24' TJW • 192" O.C. 111 "Y" 22 TJL 24' 0GC. el %Tel RA 'wF \ , 22' TJL. U»XI0 I EXPIRES 7/27/2001 11 , - e � . , _4 ` -8 b' -m' b' -m' 1' !4' -(�1 ._m . U ti, ll 0 kip °,91 22' -0' We a ENGINEERING Structural & Civil Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 (208) 285 -4512 FAX (206) 285 -0818 Joou pu3 1191111HdVIO NO, REVISION DATE err 46"4 r ��/�srJA/ 45f237' ENG'R: PJH CAD: JTMJPLOT: d/20/99 1FILE: 97012S5 r 6 I It 0 • 1 (7 1 \\\\ .\\• k\\‘‘A ‘ \\\ 1 =� i mo Fft ; : j 1 - s- r cn r +i c 1 Ni Z 0 m k`k r m O z v 0 it !W.` U t fl$ VA 11 TJI/ 2- 16 • F` It1dX10 t bceil c)g m 0 DC1 0 0 b' -O' 13 -4' 2X6 • 16' STUDS 1/2' CDX 32/16 dd ea • 6' EDGE Bd • 12' PIELD €40 X'26 115.13 22' -0' WI6X2 ae 14 -td' 4141 -110• e so b' -O' , b' -0' i' » ' 0 D 22 -0' GG — • - -\- tit tP co Roof Framing Plan 52nd Avenue South Building 15208 52nd Ave. Tukwila, WA J0B # :97012 CT ENGINEERING Structural & Civil Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 (208) 285-4512 FAX (208) 285 -0818 • 1 I • f .. I I a I s -91 Ill it I I IJ (r I-ri -' I «; «) «) I -7 1 I I It di I; 41 =-Ti rip I I I I I_Liv I I •j _�I I I I I I I Elevations 52nd Avenue South Building 15208 52nd Ave. p Tukwila, WA -.11..-•■•••■■•4 - - it- IA— (2) — r_ - rtir NO. S AWL (2) *16 (2)I6 F s 14 / X 14 WI4x14 I 040 i W14x'14 WI4x14 REVISION (22 . _ (2 I = -1 1 i JOB (:97012 DATE ENG'R: PJH CAD: JTM PLOT: 8/20/99 FILE: 97012S6 V `s - KJ R a H I; EXPIRES 7/27/2001 >.< N r 1 W14 WI4x14 WI4x'1 WI4x14 WI4x14 WI4x14 f N 1 N I to 180 Nickerson St. Suite 302 Seattle. WA 98109 (206) 285-4512 FAX (206) 285 -0818 • 6 11 WALL SECTION 3 12 WALL SECTION 13 WALL SECTION 14 4 WALL SECTION" 04.18- - 3 , -e . 04.10 0 3.16 • en NEW. PER SCHEDULE SCALE: 3/4' • n 11 S8 1 _ m. • 1' - Q7' TYP. UN.O. TJL 'S 164 • 6• lCd • 6' LTT20B • 24' W/ (I0 164 t 5/8'• E. BOLT 4' EMBED TJL `S 4X12 PT W/ i'•X 0' -I0' LG. HEX HD. X12' (1' ems)- -- TJI 'S (5) 1� c0a4T. SC LE err • 1' - r TYP two. SEE PLAN VERIFY ET EDMENTS W/ ELEV. SUPPLIER 0 4 • 10 ELEVATOR PIT 1' -10' I0 . 1' -0 PLAN io (2) 4 5 CONT. 04 • 10 • LEVEL WITWIN VS' FOR FULL PIT AREA 4'-0' 3 1/2' CLR • a' 04. 10 N 2) °5 CONT. •5 • 12' 04.10• IL I WALL SECTION 1 5 • t2' O.G. a' � — 04 • Sr Q.C. •6 • 12' EF. VERT 04 • 10' EF. HORIZ 0 4 • 12' Tyr. ALT. +-NC EA COMER TYPICAL r WALL BEYOND DOOR OPKIrs. s • 16 PER SCHEDULE J • •... `•. .. • tee.••. 0 000 0 C • .• . J 0D0 • 4 oO 4 C C r. • ORAN s! 41 r �,. WORT (Lorin) ;5/1 SCALE: 314' • 1' -0' } • J SCALE= 1/2' • 1' I 04 • 10' EF TYP 16d • 6' led • 6' LTT20B • 24' 1W (10 I6d • S/6`• EXP. BOO' 4' EMBED 4 i TJL '8 4X12 PT iLI/ I'• X 0'40' LC. HEX 44D. • 12' C1' Eh'ED) 44 • l0' EA F 04. 0,1. 3'-0'' O0,' 0000 • — 3/4X10X2' -0' W/(6)3 /4'•X0 LG. HEADED STUDS (3) 6 3 • 6' SECTION 6' -10' 5'-0' 04 • 10' EF. 1- I0RIZ a--- *6 • 12' E.F. VERT *6 • 12' EA. FACE 3/4' CUR to EA. CORNER TrP1CAL PLAN 1 J 1 1 f 1 i JI r 3 1/2' CLR 1' B N r 1` -0 IIPI6 16 1LF24 eft .4 4 s6 • 12' EF. TrP 2) I5 CONT. - , lb • 12' • EA FACE in , 4.12' © TYP. ALT. 14C. (3) its T45 0 0c00% 1 �' C014T. • r r7ii d . p • .#'� ALT. '1K Li FTil�l 4•-•' DRAM 7 SB 238 3X 13LOCK1NG • 24' (5 SPCS.J 3X PT SILL W/ 5/8 A25. X 0' - 1110' • 32 ' (1' EMBED) CSIe)( ' W/ (46) 10d•24' TJL LTT20S • 24' W/ (10) 164 4 5/8'• E. BOLT 4' EMBED 44.10' EA. F _ _ Y -. .. �L.ir! a''� -- - r. !' r S7r!= "\ 111... 'R: lb •t2' EA FACE *4•�' 3 SECTION PLAN - : - gig 01•Mi 3/4' CLR a 4 1 1 _I ii? 9„ 80,csate I _ 1 0000 0 Q'. Clio G tO% .. 4'-dr FILL W/ CONC. AFTER BEAM CONFECTIONS 13/2' 1 1/2' fe 3 /4XbX1' -i0' W/ (2) 3/4'• ,4p X 0' -10' ONE ON EACH SIDE 1ui 1/2' NON- 644RINC GROUT PLATE NAIL1140 r , 4 I LIM; % - • • 12` EA FACE SCALE: 3/4' • 1' -0' 4 is .I 4 m • 12' ALT. 4400c CD • 12' ALT. H00K 1 I l' -6' PLAN (3) lip EA. FACE (3) *6 EA. FACE TJL'8 J 10d • 6' 3X PT SILL W/ 5/8'• A.B. X D' - 10' + 32' (1' Et -BED) 1 �J r-r TJI SLOCi(Mrs I6d • 6' • 0 4.10' 3' - 0Q S CPU MU- GROUTED I s • lb' VE RT BARS 4 (2) 0 4. 24' HOIRIZ 9A • SCALE: 1/2' • 1'-0' • SCALE: 112' • 1 0 9B I SECTION 3X PT SILL 111/ 5/8'• t TJL'8 04 • 12' EA. FACE S • 16' *6.12' WI de r4 • w-- -.1. 3/4' CUR 0 815a• - •-:. : o lb COW its •Er T -ia b - .111•11W ; 6' r 1' -0' q (2) 44 CONT 0 o • 2' 0 • 13 1/2' 0.C. PLATE NAILING 0 0 . 0 • 0 o • • c 0 0 • • • • 6' r 3X PT SILL W/ 5/8'• AZ. X 0' - 10' • 32' O.C. 1' EMBED SM o � r-� SECTION SEP ? j r-O' ME MAMMAL 12' CONT • • 0 T 0■ "7 • WA" (N1*1 Cf1' - 20C 7 ,.,;/Wit A yE s ow 0 0 In 0 Z an cn . r, N (1) 0 U N Cn U i . O 0 N 0 N 0 a. I 0 CV c Ti co kr) .--1 E9 CO ■ S7 .4 416 SECTION 411. 4/0/8• ■•■•••• aramora••••••••••iii• ow... ••• 41• 41M* a•■•■••■••••,........ •••••7/00P/I Mai • .711.4 WNW., si-M4 11111 1 11P1 C.518x96 ttii (46) 104 • 24 SECTION SECTION 3X PT SILL IE WI 5'8 A.13. x �I• • 48• SECTION SECTION TABLE 2341-42-1 (3) 1dDcl 2X4 • 24 OUTRIGGER W/ 44.124/F TJL'S" 2X4 BRACING • 48 0.C. W/ (4) 16d EA. END CL INCHED 4635 • SIDE TJL'S- A35 EA. SIDE SECTION 2X4 MAGI** • 48 0.C. LW (4) 16d CLINCI-ED (2) I2d NAIL TYP. 0 111411114 j Z.:1MM (4) 16d CLINCI•ED TYPICAL (2) 124 END NAIL (2) 11/64 PDF • lb' O.C. (4) 16d CL TYPICAL A.Sto • 48' 164 • 8 2X4 BRACING • 48 0.C. W/ (4) 164 EA. END CL INCI-ED A3 • SIDE (2) 1V64 PDF • lb' O.C. 2X4 BRACING • 44.6 o.c. (4) 164 CL (2) 124 END NAIL TYP. 3X SILL E W/ 5/8"• AS. X �' • 48' (•• EMBED) SECTION SECTION (4) 164 CLINCHED TYPICAL (2) Mci END NAIL (4) 16d CLINCI-ED rrPICAL 3X1•X4' - 0' 141.13617 • END 24 (2) ibd • 12' 3X NAILER , 7 -- 7 - 7 SECTION LTT20B 111/ NOM 4 EXP. BOLT 4' EMBED BOUND NAIL AT 110OF PANEL EDGES (N) EDGE PALING (EN.) AT ALL SWEETS AT SAPPOPILTS SECTION TJL I TJW *5 • 16' EA. FACE •4 • 10 EA. FACE (2) CONT SECTION 71 INTER/OR PANELING V4' 3/8" 71. PANEL SIDING(TO FRAMING): I/2' OR LESS 5/8 28. FIBIERBOMD SHEATHIM I/2 2X4 • 24' =TRIGGER W/ I-V241F (4) 164 CLINCNED TABLE NO. 23-1-0 NAIUNG SCHEDULE 2X4 W/ .08. • 48' 2X4 • 24 CONNECTION NAILING NOTE COMBINATION SUBFLOOR-UNDERLAYMB4T(TO FRAMING): 3/4' OR LESS bd 5 1/8 8d I 1/8 I/4' 104 4 or 84 5 bd 6 84 6 No.11 ga 8 6d 4 No* ga "3 ga fkil 4 No.* ea 1 9 SECTION 1. JOIST TO SILL OR GIRDER, TOENAIL 3-84 2. BRIDGING TO JOIST, TOENAIL EACI4 END 2-84 3. 1' X 6' SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 2-8c1 4. WIDER THAN 1' X 6' SUBFLOOR TO EACH JOIST, FACE NAIL 3-8c1 5. 2' SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 2-16d 6. SOLE PLATE TO JOIST OR BLOCKING, rrricAL FACE NAIL 16d at Wo.c. SOLE PLATE TO JOIST OR BLOCKING, AT BRACED WALL PANELS 3-16d per lb' ,. TOP PLATE TO STUD, DID NAIL 2-16d 8. STUD TO SOLE PLATE 4-84 toenail or 2-16d end nail 9. DOUBLE STUDS, FACE NAIL 16d at 24' o.c. 110. DOUBLE TOP PLATES, TYPICAL FACE NAIL 16d at 16' oc. DOUBLE TOP F'LATES, LAP SPLICE 18-164 11. ELOCKING BETUEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL 3-84 12. RIM JOIST TO TOP PLATE, TOENAIL 84 at 6' oc. 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2-164 14. CONTINUOUS NEADER, TWO PIECES 16d at IV oc. along each edge 15. CEILING JOISTS TO PLATE, TOENAIL 3-84 16. CONTINUOUS I-EADER TO STUD, TOENAIL 4-84 1•. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3-16d 18. GEILNG JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-164 194 RAFTER TO PLATE, TOENAIL 3-84 20. 1' BRACE TO EACI4 SW AND PLATE, FACE NAL 2-84 21. 1' X 8' SWEATI4ING OR LESS TO EACH BEARING, FACE NAIL 2-84 22. WIDER THAN I' X 8' SHEATHING TO EACH BEARING, FACE NAIL 3-84 23. BUILT-UP CORNER STUDS 16d at 24' o.c. 24. BU1LT-UP CsIRDER AND BEAMS 20d at 32' oc. at top and bottom and staggered 2-20D at ends and at each splice 25. 2' PLANKS 2-16d at each bearing 26. WOOD STRUCTURAL PANELS AND PARTICLEBOARD 2 SUBFLOOR, 1 AND WALL SNEATI-1114rdT0 FRAMING): Os AND LESS 6d 3 19/32 84 4 or bcI 5 1/8 8c1 3 1 V8'-I I/4' 104 4 or ad 5 I C-OritION OR BOX NAILS MAY ISE um, ExCEPr 11.114ERE 011419"11.415E STATED. 2 NAILS SPACED AT 6 NCHES C444 CENTER AT EDGES, t2 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 NCI4ES AT ALL. SUPPORTS OEM SPANS APE 48 IN=NES OR MOW_ FOR NA1LNG OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 23143 NAILS FOR SALL SHEAT141140 MAY BE COVION, BOX OR CAGING. 3 COVION OR DEFORMED 544414C. 4 COMMON 5 DEFORMED SUNG 6 CORROSION-IRESISTANT $IDIM OR CASING NAILS COI TO TWE RECUIREMENTS CF SECTION 2=ra 1 FASTENS'S SPACED 3 INCHES O4 CENTER AT EXTERIOR EDGES M 6 INCHES CN CENTER AT INTIERMEDIATE SPPORTS. S CORIPIOSION4ISSISTANT ROCFING NAILS MTH 1# D4C34--D4M'IETER elEAD AN, 1 V2 INCH LENGT14 mit v2-9404 eseATN•G AND I 3/4-INC4 LENGTH MR 25132-10C/4 SHEATHING CONFORMING ICI 'THE NECIIIIRErENTS CF SIOCT1O4 ▪ 0211011011104-111ESISTANT STAPLES NTH ti OINAL 1116-INCI4 CROON AND I WINCH LENGTH FM v2-4 SWATHING AND 1 1/2-114C4 LIMN 2102-1111C4 SHEATHING C010011111140 TO THE PECIUNINIMINTS CP SECTION Z11:151 PANEL 11111 AT * INCHEISC20 114045INIP OTRINSIN AXIS IN n LONG DIREC'TION cc no PAWL. OMOVINIE MARICRID. CANIS CR MIN MAILS NM= 6 INC14E6 04 PANEL weft PCHIIII AT INMIIIMIDSAIS OUPPORTS. N MOIL SUPPORT$ AT 34 Milk CABINS at fgaaki NAL,* alillaCal) 6 NOSS 04 IsailL 11106.11k a Mei AT .6111.11DIATE (4) 16d CLINCHED TYPICAL (2) 164/STUD 1 1;XVI - 4 A • . - • macro, - I ••■•• ' - 7E. ..■••••■•••■•-•••• ••■• ...-- ••■■■■••-•••••••• ••••••■• I ••••• ,•• S8 18 PLAN 17 SECTION 18 SECTION 19 SECTION 20 SECTION .� �, 6CALE: 3/4' • 1' -_0 TYP iJ 11� z r ITT14 4-LAN E"R (3) 1 3/4'• A30''1 doo 6/'59 16/x9 I e:e �i- -T • SECTION 2' -2' 2' -6' PLAN I II 1 j L jJt IL jr eu2x6 rYP !! I " SECTION X4 r 2467 z ; ' +... L d . r-3. i' -3' 2'-6 • ( 3) 1 3/4'• A3O1 3M D WI4 X .— 2' Nag-SHRINK GROUT (3) .4 (iv) % ITTi18B HANGER K ra 2 12 DIA C, (3) 4 5 EA. FACE SCAM 3K' • r-• T1'* t11i,D. PLANS 3) 44 TOP FEET • 12' D II 4 1E 1 II - j .. .-311 SECTION L SECTION 11 4 2 • -0 " TS 5X5 i 1 5 EA FACE (3)I* TAD GAIT. HOOK • BIDS /GRADE BEAM errcrc 1 (8) 4 5 LSI-0 7 (4) 3/4'020' • 13 TJL's L bXbXV4 3S-0 • . 2 r1_`• Sc/1 _z Iv?' • T-d 16 axe V V -- i "T' - ZT - "T EV4' 1i2•• i SECTION (2) lad • 4'-- -- 7 I TA. BETQO PLAN A - A PLAN PIDDLE 11ELD L3X3X1/4 CONT. Wi 3/4'• X 0' -6' +tom STLD6 • W SECTION 3 1P2' NWC W/ 6X6 - Wl4)NA.4 U 1P OVER VERCO 1 I/2' DEEP OOR 1LOK TYPES $8 GA. (5 TOTAL I • 0302 N!' 46•0322 6• 03313N r L3XC3XV4 CONT. 3/16 mo 3x NAILER W/ (2) 1/1'• TRADED DOI-T8 COU TYP. 4 LL E 1/4' 3A6 ie vs' PER PI.M4 \-3c BLOCK/ft z CLIPS TJL'. PLATE TYP. 8/li LLF - T / - I - 7 7 Y L 6'x6'x1/2'xI' -6' W/ (3) 3/4'• HEADED 611.1176 • 6' SCAUEt IV? •1' -I' SECTION SECTION Z38 TYP 141 SECTION 4 A C618XS6' W/ (46) 1Od•24' 3X BLOCKING • 24' OZ. (5 6PC•6) e V4' 3/b'• THREADED DOLT AT BEAM GolesE (2) l5 X 4' -0" LTT206 • 24' W/ (IC) 16d 1 5iS'• EXP BOLT (4' B eEP) 4X12 DF-6 NO. 1 P T. 11W 3/4'• AB. • W W/ HEX (T' mew) 1 5m'• ESQ' BOLT • Q' O.C, 4' WISED • .4 • (2) •S CONT. (6) '1/d'♦ A326 4 ILF (3) *6 EA. FACE SECTION PLAN TJI'8 • °f \� in 2 • l a \— 41 4 • I2• orc. ff • 10' nn .30,0 T :7, iE:J 2 3 SEP M � � r Or ':0111RJ► ry r - 1 Irl t 0 CL 0 • r, (1) Cn U i SCALE: /8' • Is•er rap UN.O. 11 TJ 1 rrp> TS1XIX55116 T61X1 >3116 Li STORE FRONT ELEV. A38 EA. BIDE PLAN B--131 41111,•••• ••• omor 411. •11•01,/ /WINN/W /IA V SECTION SECTION 2X NAILER 0 TS8>C8 10GI • 6' ••■••••.01 ■••■••• ••■••••■•• I 674 10 Z 38 TYP 3X BLOCKING q 2 810 (2) 11/64*• (0.111') • 16' STAGGER POWDER DRIVEN FASTENER (PDF) 1411..TI X-44J4 PLAN A-A SECTION SECTION • 3 A3b 1 • • w 2X4 • 16 V /2X4 • 16 r (2) 11/64 6 • / PDF • 16' Vtl (2)16d 2X4 CONT. Z . • SECTION SECTION 2X4 X 30' FLAMM* • 16' O.C. ID/ Z-CL1PS 2X4 BRACE • 4...0` Of 2X4 • lb' rr T8 1X1 A3b • 16' EA SIDE (4) 16d (TYP) i>3 TS IX! Te TX1 IND • • • • I L6X3 1/2X5/16 SECTION L6X3 1/2X5/16 SECTION A3b • 16' EA. 610E A3b • 16' EA SIDE (4) 16d (TM) TX* 15 SCALE: 1/2. s 10 SICYLIGI4T By OTHERS (2) 16d • SP (2) 1/6441 PDF • 12' arl • 32' 116d ID1D 14A1L. •CALEt WC • t TtvP (Ina SQUARE PILASTER PLAN 7 TS 8X8 1 17 I I °T Es_ SECTION led • 6* 1/2' CDX 32/16 TYP [ 10C1 BLOCK ALL EDGES • 6' EDGES led • 12' FIELD 2X6 • lb' • 66 .2' IP P2 74 r (4) lid TIT SECTION 4 INV AIM 2X4 BLOCK. • &DE 4•7.1 2X4 MACES • 48' 0.C. S 2 - - •- :.0 z w w z 0 lI 0 z In d 4\ L 0 0 CL 0 z III Ti CI) z 0 [1°724 ri s " " CANT1LEVER RETAININ SECTION (2) CNT LAP 3' -D' - 2' CL . •► t ----� ! FI L "B' BA CANTILEVER vCANTILEVER RETAINING TRETAINING WALL, Fro a scNm. w SECTION SECTION (2) '6 CNT 3' -D' - 2'• VEEP HLHLES ATE -O' (2) % CrT44Xe'- '•12' 4 4 • 13 t TYPE 'A' BARS TO TOP OF MALI 14 � CANTILEVER RETAINING wWALL i wi �uTO sBARRIER, en, t pro a scHm. e G V �� �� ANTI LE ER RE TAiNiN W G A LL SCHE U D LE A 1 CONC. DIMENSIONS REINFORCING SIZES 14 A !s G Q /E?. . FTG. esAt� FTG. 88 FT. TYPE 'A' TYPE ' ' 1YPE 'G' TYPE ' TT'E '"E' TY >4' ' 1'-' 8' j 2' -1P)' 15' '5 4t • ' •5 • t2' ' 8' 1-2' 8' 3'' 6' •3 • 12' •3 • i6' • w •3 • 12' SX SILL 1 we. >8' ' 1'b' 4'4' 11' 'S ' •3 ' WIESKEERIIMPORMEMOr MEELSIMINZIELOLIS AIL X 1' -1/' • 4r' rt. •- ) -- --- . •4 . 1' 0.C. EA. FACE— IS•1' FACE 1' -o' FREE DRAINING GRANULAR FILL W ALL SCH EDUL E 8 CONC. DIMENSIONS REINFORCING SIZES 14 1/ER = • - -= IIERT. BARS MOM BARS FTC. BARS FTGR BARS FTG. BARS TYV E DOWELS 'A' TYPE 'D' TYPE 'c' TYPE 'P' TYPE �' TYPE V' 4' b ' 8 ' 3' -4' is' 4 5 • Ib' - - - ' �4 • I®` •3 • 12' •3 • 12' I •3 • 24• ' 1 > • 8 ' 5' -4' 15' S • IC' AP - - 1M 14 4 • lO x 5 • 12' ''5 • YI' • 24' >b' : 8' 8' 8' 1'-4' Ti' % • 1m' 'S • 12' .+4 • 10 4 16 • id' '•S • 12' 'S • 24' >8'� lm' i 8' 10' 9' -2' 11' �T• '5. 12' �►•I2• �s• 12' �J►•12• '�•2D' ___- •3.16' ALT. 14K. t • - .-.. - ' - — — - __ .Z. - ..+.. r "ir+r.- -: Cs. _ _ ..,r .. _ ,r. - •� = • • 0 O z 1 Q ;-‘ 2 W CANT1LEVER RETAININ SECTION (2) CNT LAP 3' -D' - 2' CL . •► t ----� ! FI L "B' BA CANTILEVER vCANTILEVER RETAINING TRETAINING WALL, Fro a scNm. w SECTION SECTION (2) '6 CNT 3' -D' - 2'• VEEP HLHLES ATE -O' (2) % CrT44Xe'- '•12' 4 4 • 13 t TYPE 'A' BARS TO TOP OF MALI 14 � CANTILEVER RETAINING wWALL i wi �uTO sBARRIER, en, t pro a scHm. e G V �� �� ANTI LE ER RE TAiNiN W G A LL SCHE U D LE A 1 CONC. DIMENSIONS REINFORCING SIZES 14 A !s G Q /E?. . FTG. esAt� FTG. 88 FT. TYPE 'A' TYPE ' ' 1YPE 'G' TYPE ' TT'E '"E' TY >4' ' 1'-' 8' j 2' -1P)' 15' '5 4t • ' •5 • t2' ' 8' 1-2' 8' 3'' 6' •3 • 12' •3 • i6' • w •3 • 12' SX SILL 1 we. >8' ' 1'b' 4'4' 11' 'S ' •3 ' WIESKEERIIMPORMEMOr MEELSIMINZIELOLIS AIL X 1' -1/' • 4r' rt. •- ) -- --- . •4 . 1' 0.C. EA. FACE— IS•1' FACE 1' -o' FREE DRAINING GRANULAR FILL W ALL SCH EDUL E 8 CONC. DIMENSIONS REINFORCING SIZES 14 1/ER = • - -= IIERT. BARS MOM BARS FTC. BARS FTGR BARS FTG. BARS TYV E DOWELS 'A' TYPE 'D' TYPE 'c' TYPE 'P' TYPE �' TYPE V' 4' b ' 8 ' 3' -4' is' 4 5 • Ib' - - - ' �4 • I®` •3 • 12' •3 • 12' I •3 • 24• ' 1 > • 8 ' 5' -4' 15' S • IC' AP - - 1M 14 4 • lO x 5 • 12' ''5 • YI' • 24' >b' : 8' 8' 8' 1'-4' Ti' % • 1m' 'S • 12' .+4 • 10 4 16 • id' '•S • 12' 'S • 24' >8'� lm' i 8' 10' 9' -2' 11' �T• '5. 12' �►•I2• �s• 12' �J►•12• '�•2D' ___- •3.16' ALT. 14K. t • - .-.. - ' - — — - __ .Z. - ..+.. r "ir+r.- -: Cs. _ _ ..,r .. _ ,r. - •� = • • 0 O z 1 Q ;-‘ 2 W