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HomeMy WebLinkAboutPermit D16-0039 - CITY OF TUKWILA / MINKLER SHOP - WINDOWSCITY OF TUKWILA 600 MINKI.F.R BLVD D16-0039 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 2523049070 Permit Number: 600 MINKLER BLVD CITY OF TUKWILA Issue Date: Permit Expires On: D16-0039 3/31/2016 9/27/2016 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: TUKWILA CITY OF 6200 SOUTHCENTER BLVD , TUKWILA, WA, 98188 CLAY BRUNT 17837 1ST AVE S #401, NORMANDY PARK, WA, 98148 STRUCTURAL DYNAMICS LLC 17837 FIRST AVE S BOX 401, NORMANDY PARK, WA, 98148 STRUCDL851PL STRUCTURAL DYNAMICS 17837 1ST AVE S #401, NORMANDY PARK, WA, 98148 Phone: (206) 387-5000 Phone: (206) 387-5000 Expiration Date: 10/14/2017 DESCRIPTION OF WORK: CUT (2) NEW 2' X 6' WINDOWS IN EXISTING TILT UP WITH STRUCTURAL UPGRADE/STEEL FRAMING Project Valuation: $21,500.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $891.06 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: (,) Date: 3- - i _C I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 6: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 7: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 9: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0409 FRAMING 0606 GLAZING 4046 SI-EPDXY/EXP CONC 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 4004 SI -WELDING CITY OF TUA. _LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. 'oo Date Application Accepted: l ') 1 p Date Application Expires: 01 I i I(2 For o ice use onl CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 0 NA I L.,�-�t;_ 3Lop , ta0(1.) tA/ lee. f Tenant Name: King Co Assessor's Tax No.: Suite Number: Floor: New Tenant: ❑ Yes Vr. No F F. t ° N ) ,I. -liw cti ©���1.•' PROPERTY'OWNER Company Name: m Rimf� Di./40140,.,5 4r� i 5 `i Y.. ti�i �7 Name: B12_,) p - Name :C�;"1 ..' or, `ry llli i t,t,. I Address: ) Zip:�l V�► ( 4 Ib ffa City: State: Zip: CONTACT PERSON — person receiving all project communication Company Name: m Rimf� Di./40140,.,5 4r� i 5 `i Y.. ti�i �7 Name: B12_,) p - City:/tomo At. State: WN-- Zip: g` . ` ,i Address: I`'�Q iG. CTS `' s/ ^ # I State: City: 101<444A7,41i1M ) Zip:�l V�► ( 4 Ib ffa Phone:. 70 (. +"C Fax. o.cc,..-- Email: C C - w.��5 (M ., . State: 46 4-7 GENERAL CONTRACTOR INFORMATION Company Name: m Rimf� Di./40140,.,5 4r� i 5 `i Y.. ti�i �7 Address: /781 f f,`% A. a City:/tomo At. State: WN-- Zip: g` . ` Phone: !L Fax: Contr Reg No.:ST UAL .„9F, p Date: A /11. /. Tukwila Business License No.: H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh ARCHITECT OF RECORD Company Name:' F eq, alp `c., Company Name: 0 A_ , PA -1 Architect Name: Phone: , Q9jF 0iF' Fax: ..� /j', Email:f A0 ] (Cfit1/4Jyrpit,6 (ofl Address: City: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name:' F eq, alp `c., Engineer Name: l„ Rip kr L i4-g7imi,6 (,.jqaL) Address:' PA -1 City:1•'om5p ll State: w A_ Zip. , f� Phone: , Q9jF 0iF' Fax: ..� /j', Email:f A0 ] (Cfit1/4Jyrpit,6 (ofl LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: ..tea, / it `Wrg.ny'e x v Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATIO >;06-431-3670 Valuation of Project (contractor's bid price): $ 7'��% . ,a-- Existing Building Valuation: $ Describe the scope of work (please provide detailed information): C 2 Now '?‹ 6' i r 1,0v� r, Oct tim) '7-(,,,-r-. up* I S ii rue -A -c1 rt-q4 leijJO[L1(1/J6 Will there be new rack storage? ❑ ....Yes kr.No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: O Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM O On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 15t Floor 2nd Floor 3rd Floor — Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: O Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM O On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INF VIATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Water Availability Provided Sewer District El .. Tukwila ❑ .. Sewer Use Certificate ❑...Highline ❑...Valley View ❑...Renton El ...Sewer Availability Provided ❑... Renton ❑... Seattle Septic System: E l On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond ❑... Insurance El... Easement(s) Proposed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - No Disturbance El .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ❑ .. Total Cut El .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Permanent Water Meter Size (1) ❑ .. Temporary Water Meter Size (1) ❑ .. Water Only Meter Size ❑. ❑. ❑.. 0.. ❑... Geotechnical Report El ... Maintenance Agreement(s) ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) ❑... Right-of-way Use - Profit for less than 72 hours El ... Right-of-way Use — Potential Disturbance El ... Work in Flood Zone El ... Storm Drainage .. Abandon Septic Tank .. Curb Cut . Pavement Cut . Looped Fire Line ❑ .. Sewer Main Extension Public El .. Water Main Extension Public WO # WO # WO # Private ❑ Private ❑ ❑... Grease Interceptor ❑... Channelization ❑... Trench Excavation ❑... Utility Undergrounding (2) " WO # (3) " WO # (2) " WO # (3) " WO # ❑ .. Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) El .. Water 0 .. Sewer 0 .. Sewage Treatment Monthly Service Billing to: Name: Mailing Address: Day Telephone: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES — 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 grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 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 0 N Signature: R AU HORIZED AGENT: Print Name: Mailing Address: Date: 3/1UNtr Day Telephone:! (387.. 9J00 - r (t4 City State Zip - H:\ Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT PermitTRAK QUANTITY I PAID $891.06 D16-0039 Address: 600 MINKLER BLVD Apn: 2523049070 $891.06 DEVELOPMENT $864.98 PERMIT FEE R000.322.100.00.00 0.00 $521.50 PLAN CHECK FEE R000.345.830.00.00 0.00 $338.98 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $26.08 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R7677 R000.322.900.04.00 0.00 $26.08 $891.06 Date Paid: Thursday, February 11, 2016 Paid By: STRUCTURAL DYNAMICS Pay Method: CHECK 1052 Printed: Thursday, February 11, 2016 4:22 PM 1 of 1 CRWYSTEMS rS'N' INSPECTION RECORD Retain a copy with permitb16-Ca ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 Proj Roc.wev S(.,eJM Type of Inspection: l ILb/r!b L. L- Adddress: Zerlajj6&__W22_,,aja____ Date Called: Special Instructions: Date Wanted: 20 /G a.m. Requester: Phone No: 'Al Approved per applicable codes. Corrections required prior to approval. COMMENTS: OK Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, INSPECTION RECORD Retain a copy with permi1.-16-(1°I61 PERMIT N0.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proect: Co12rS $1jt4 gtvD Type of Inspection: & o itbi'JG.�A t_ Date Called: _MAO Address: 6cfo 1440.)elev2 Special Instructions: fAJ7 S -� it AdRequester: W' x Date Wanted/ : /Q 7%91/ m. .m. Phone No: ZoG - '37 - Approved per applicable codes. IS Corrections required prior to approval. COMMENTS: Ate.. Afiu is. JPotT inspector Date: /06 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD L Retain a copy with permit SPN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 9818 Permit s�petion Request Line (206) 438-9350`._ 5 (206 431 36�70 C • Pr 'Type S / oef f Inspection: s . Bo i fi Address:Date Called 090At(et(Qcam ��ft� Special Instructions: w"4"61 rea . o I. Pm Dateme 3 s (4 a. -100:1 --"ii.. Requester: 4Iq fm (tflQ J Phone FlY 7 -3`67- 3_000 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Aii(� wel �aJr ( s1eP/ Inspector:K/ Date:‘ n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 £'/ - 003? Pro' t: `rr�l` fey- r� � Type of lqspection: s - FrOX y Address: . G00 .tt utGf'p- Died Date Called: Special Instructions: Date Wnte%d r o �/i Pad a.m. p.m: Requlst r: Phone Not ElApproved per applicable codes. L._J Corrections required prior to approval. COMMENTS: ca c6 KiM�k. Inspector: Date: —/ /n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. CITY OF TUKWILA PUBLIC WORKS BUILDING REMODEL STRUCTURAL CALCULATIONS CITY OF TUKWILA PUBLIC WORKS SWM SEWER OPS OFFICE REMODEL 600 MINKLER BLVD TUKWILA, WA 98188 I REVIEWED FOR CODE COi,SiPLIANCE MAR 2 5 2016 City of Tukwila BUILDING DIVISICt' CORRECTION LTR# boot39 PROJECT NO. 15060 September 8, 2015 TRANSOLYMPIC ENGINEERING, INC. PO Box 849 Montesano, WA 98563 360-339-5660 360-701-0158 www. tronsot yingq IY E C CITY OF TUKWILA MAR 10 2016 PERMIT CENTER CORRECTION LTR# 15060— PUBLIC WORKS OFFICE REMODEL Q9/0W2015 MJL STRUCTURAL CALCULATIONS FOR CITY OF TUKWILA PUBLIC WORKS OFFICE REMODEL LATERAL AND VERTICAL ENGINEERING PROJECT NO. 15060 September 8, 2015 PREPARED AND STAMPED BY MARK J. LEINGANG, P.E., S.E. TRANSOLYMPIC ENGINEERING, INC. PO Box 849 Montesano, WA 98563 360-339-5660 360-701-0158 www.transolympic.com b%oo37 RECEIVED CITY OF TUKWILA MAR 10 2016 PERMIT CENTER 1/23 15060- PUBLIC WORKS OFFICE REMODEL' 09/08/2015 MJL 2/23 SCOPE: CLIENT REQUESTED STRUCTURAL ENGINEERING TO PROVIDE LATERAL AND VERTICAL CALCULATIONS FOR A WALL PENETRATION IN A CONCRETE WALL OF AN EXISTING SHOP BUILDING IN TUKWILA, KING COUNTY, WA. BASIS OF DESIGN IS DRAWINGS PROVIDED BY MEASUREMENTS AND SITE VISIT. NO ANALYSIS AND DESIGN OF SHORING, BRACING, TEMPORARY OR PERMANENT, REQUESTED OR CONDUCTED. ALL SHORING, BRACING, TEMPORARY AND PERMANENT, SHALL BE RESPONSIBILITY OF CLIENT/CONTRACTOR. LOADS: 2012 IBC/ASCE 7-10 VERTICAL: ROOF DL= 15 PSF SL= 25 PSF TL= 40 PSF FLOOR DL= 15 PSF LL= 50 PSF TL= 65 PSF LATERAL: WIND: 2012 IBC, PER ASCE 7-10, COMMERCIAL, RISK CATEGORY II, ENCLOSED, 110 MPH EXPOSURE B. SEE WIND CALCULATIONS. SEISMIC: 2012 IBC, PER ASCE 7-10, SECTIONS 11-23, RISK CATEGORY II, SITE CLASSIFICATION D, DESIGN CATEGORY D, ORDINARY PRECAST SHEARWALLS, RESPONSE MODIFICATION COEF. R=3, OMEGA = 2.0, SDS= 0.958, SD1= 0.535 USE BOTH DIRECTIONS. COEFF= 0.319 STRENGTH LEVEL=0.224 SOILS: NA • tttttt Basic wind speed (3 sec gust) = 110 MPH Exposure ; B •.mr......• Roof Pitch = Mean Roof Height h = Importance factor I, = 0.50 :12 20 ft 1.00 T-6-1 6.4 METHOD 1- SIMPLIFIED PROCEDURE (LOW-RISE, 60 FT) Height Adjustment factor A = 1.00 Fig 6-2 -5.98D -10.01 B - r 12.70C 19.12A 19.1 2A 12.70C MWFRS • --. -15.980 -23.00E • llttt -10.16H -13.15F ttt 30 -15.980 -23.00E 3/23 -10.16H -13.15F • -4 12.70C 19.12A -1=20.6 = 40 TRANSVERSE ELEV. LONGITUDINAL ELEV. 2a= 6.0ft 10.93 kips 13.2psf 8.51 k 1_" P 4. 40 ft All forces shown in psf 6.0,1 Mitt tit - 12.70C PLAN VIEW i 10 % of least dimension= 3.0 ft 40 % of the eave height = 8.0 ft 4 % of least dimension or 3 ft= 3.0 ft therefore a = 3.0 ft Example: ps = A KztIps30 (6-1) Kzt = 1.00 6.5.7 Fig 6-2 Fig 6-2 horizontal load at end zone pS30 = 19.1 X 19.12A Height Adjustment factor A = 1.00 X Importance factor 1w = 1.00 FIGURE 6.2, Main Wind Force System 19.12psf 6.2 Load Direction Roof Angle Horizontal Loads Vertical Loads End Zone Interior zone End Zone Interior zone Overhang Wall (A) Roof (B) Wall (C) Roof (D) WW (E) LW (F) WW (G) LW (H) Eoh 00H Transverse 2.4 19.12 -10.01 12.70 -5.98 -23.00 -13.15 -15.98 -10.16 -32.27 -25.25 Longitudinal All 19.121 -10.009 12.698 -5.9753 -23.0049 -13.146 -15.984 -10.158 -32.267 -25.2457 * If roof pressure under horizontal loads is less than zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. For the design of the longitudinal MWFRS use 6 = 0°. and locate the zone E/F. G/H boundary at the mid -length of the building FIGURE 6-3, COMPONENT AND CLADDING Roof effective area = 60 sq. ft, 9= 2.4 Interior Zone 1 = 8.40 -18.81 psf End Zone 2 = 8.40 -25.42 psf Conner Zone 3 = 8.40 -35.61 psf Roof Overhang effective area = 0 sq. ft Interior Zone 2 = -37.48 psf . End Zone 3 = -62.62 psf IBC 1605.2.1(LRFD) U = 0.9D + 1.6W IBC 1605 3 1(ASD). U = 06D + W. increase in allowable shall not be used Effective Area for wall element = 20 Sq. ft Wall, Interior Zone 4 = 20.76 -22.56 psf End Zone 5 = 20.76 -27.19 psf /SO,d o Pr) EMS Design Maps Summary Report User -Specified Input Report Title Tukwila Maint Shop Windows Thu August 27, 2015 15:38:52 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.44859°N, 122.24691°W Site Soil Classification Site Class D - "Stiff Soil" mapquest Risk Category I/II/III I Sail \ 9 sOOOnt 409 is Burien ur Tukwfia'°'; h o. .4 i''', [ ::r J 6 �, (167 �3 r Vi C f ' '7 r.: a7 77 r Des Moines g O i. Ii r." Renton • USGS-Provided Output Ss = 1.437 g Sl = 0.535 g N f4 A f0 L r A 201S MapQu im (D2015 'Up MapQuest SMs = 1.437 g SMl = 0.802 g S°s= 0.958g Sol = 0.535 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1 1 _5 1 :5 tR MCER Response Spectrum 1 I. 1 1 4 Period, T (sec) Design Response Spectrum !",n Period, T (sec) 1 Response Spectral Acc. (0.2 sec) Ss = 143.70%g = 1.437g Response Spectral Acc.( 1.0 sec) S1 =,_53.50%g...,. = 0.535g. Soil Site Class I o Site Coefficient Fa = 1.000 Site Coefficient F3= 1.500 Max Considered Earthquake Acc. SMs = Fa.Ss Max Considered Earthquake Acc. SM1= F3.S1 @ 5% Damped Design Sos = 2/3(SMs) Figure 22-1 figure 22-1 Table 20-3-1, Default = D /.5640 through 22-14 jyi J L. through 22-14 Table 11.4-1 Table 11.4-2 = 1.437 (11.4-1) = 0.803 (11.4-2) = 0.958 (11.4-3) (11.4-4) Table 1-1 with dist. between seismic resisting system >40ft Table 11.6-1 Table 11.6-2 Section 11.6 Control (exception of Section 11.6 does not apply) T -R301.2.2.1.1 SD1 = 2/3(SM1) = 0.535 Building Occupancy Categories ti, Standard Design Category Consideration: Flexible Diaphragm Seismic Design Category for 0.1sec D Seismic Design Category for 1.0sec D Si <.75g NA Since Ta < .8Ts (see below), SDC = D Comply with Seismic Design Category D 12.8 Equivalent lateral force procedure IRC, Seismic Design Category = D2 A. BEARING WALL SYSTEMS 5/23 Seismic Force Resisting Systems 6. Ordinary precast shear walls Ct = 0.02 Building ht. H„ = 20 ft Cu = 1.400 Approx Fundamental period, Ta = Ct(h„ )" Calculated T shall not exceed <- Cu.Ta 0.8Ts = 0.8(So1/Sos) Is structure Regular & S 5 stories ? Yes v Response Spectral Acc.( 0.2 sec) Ss = 1.437g Fa = 1.00 @ 5% Damped Design SDs = 2/s(Fa.Ss) = 0.958g x = 0.75 T-12.8-2 Limited Building Height (ft) = NP for SD1 of 0.535g Table 12.8-1 = 0.189 12.8-7 TL = 16.000 Sec = 0.265 Use T =, 0.189 • sec. = 0.447 Control (exception of Section 11.6 does not apply) 12.8.1.3 Max Ss <- 1.5g Response Modification Coef. R = 3 Over Strength Factor no = 2 Importance factor I = 1 Seismic Base Shear V = Cs W Cs = SDS =0.319 R/I or need not to exceed, Cs = SD1 = 0.943 (R/I).T or Cs -N/A N/A 0.01 Min Cs = 0.5S11/R N/A Use Cs = 0.319 Design base shear V = 0.319 W Control Cs shall not be less than = e',7 (c - z (11.4-3) Table -12.2-1 foot note g Table 11.5-1 For T<- TL For T > TL For S1 > 0.6g (12.8-2) (12.8-3) (12.8-4) (12.8-5) (12.8-6) V T-122- TRANSOLYMPIC ENGINEERING, INC. STRUCTURAL • FOUNDATION • CML ENGINEERS P.O. BOX 849, MONTESANO, WA 98563 Www.TRANSOLYMPIC.COM -(360)339-5660 Job: / 6 d 4 Q Date: By: P1 TL Sheet: Page of ,23 7 a r ApPp (I S) Z. 2cpu= PLR ((t) (3 5/60= k) 2g pSF £'`b 5C 2S %/r) r.. 27 510cP 9' q2--) e (.7s'" 4 eh - 5,15 f/2-0(1 ,4 A/4 `-7 sly o f / ,f//1/ C,rr/1 t4 .I4s, o fl SS U/tipT3Ui/C // E K / S 7, iv 5 Id/ GC G Poet/ /2ff(nc a '71, eaoe / e . v�v e O SVZ. 7 r o 1? -t-1: /sr c 4 n nA c. ce' S' doh f -p .t„ /7 freTiy7/c4c 57-6-5.L ?-74i-egvzS fa /e$iCr / /v/6vP N47" i4 Tr/24G FvecES. tv0/25"T AC 6- (-04a//v ao4/1-01 567 AT ee- 6Tk)N , tv, nt o6 ✓:. 71213 iv 7 7: 5 � c''o( s - Dcf- e e'ttl7 4 c.So Q K/�t C. G040 lop pF tv,N ‘,F• 225k7. ' I( -7P 1,5 37sr x7.5 = Z.Sr e/ 3 5 u 7, " 1,01 1,331 7.5 `- 3.38 r 3S. 3)c 7.6 r. 2e7 Gv ZS x Z. -to t°a` • L/LT oI (9291/C TRANSOLYMPIC ENGINEERING, INC. STRUCTURAL - FOUNDATION - CML ENGINEERS P.O. BOX 849, MONTESANO, WA 98563 www.TRANSOLYMPIC.COM - (360) 339-5660 Job: /.C -t% 6 o Date: By: th1 (` Sheet: Page 7 of 23 4'i7 24 AtiA -; f/S Sts >>r at?o/ /4/24/ Pec ,s / 4i -4 e-6, 5 61^4' 4 t/ Ve>'.y r / - /3I liG ,fv/`fti ' Grii ,0pl' ' 7Z Si? 764 GL."0 / -10c-a" ' a i%47e`eAM"l d �� / /g o" k 40 -, vG Ripe = /6--- /5- /5- ('SF 54" Pi "e-4sr" (o4(. F /00/'S,c dAli L//)./1 is 1(- relo) 3o)C(�� (46 (I ) ( N U (/ o) (-3D)(2) r/'DelkeiS P44 'b /Sana aF (DvU rt_R 6000U Pei' Ce/yr. c4 ? G,OPO TRANSOLYMPIC ENGINEERING, [NC. STRUCTURAL - FOUNDATION - CML ENGINEERS P.O. BOX 849, MONTESANO, WA 98563 www.TRANSOLYMPIC.COM - (360) 339-5660 Job: /s -1a Date: By: Yvt 1 L Sheet: Page 8 of 23 L/1 n=44G (ceri -, Cys = O. 32 i urrt 2 V = 3e> 72o (2- : f536a //Iv,/o.3ZC4)(70)��04 a at — 2S 1 V34,4 �o-v . 3 2NovU = o 72,e) ©C) f , e Pep' w4 GCS. V,-4 iS /loot/ le da -7 ey P 4-o 40 eeo U GG //001,vr 406,6 ,40 /6,34,3 • (7 f5i ' i C/z-)C5) 34_ p> ift-aeat ito = to z 9 �T76 N 1424v • u.)/ ¢h /216,t b /41 - • Dov Ca/Z& CJf- c4.4GG TRANSOLYMPIC ENGINEERING, INC. STRUCTURAL - FOUNDATION - CIVIL ENGINEERS P.O. BOX 849, MONTESANO, WA 98563 WWW.TRANSOLYMPIC.COM - (360) 339-5660 Job: /5060 Date: By:t- Sheet: Page 9 of 28 iTtfe/1 G / Go/v'T_ /l c / 3/ & -// i(. Vc Gv/GLS / f .,. S' = /. a ✓va 4c LAO . C CS g/td; 13,e,o0 A 4.40414 a ( )C, z) 0, 7S`( 25e) s,cwq IA f 11,9, Lf fr = 1c3 �flce ' any 52 5 q e U 't? 7 eire r,1-ev Wt" /-7-941‘-t& Q/9c)N'o r !/Cg.7-,C4-6. 'T C' Zoo() 34 ZzO ._ e.5L. =moi •O 1'T S e".„ 4- 0..vs C,.C/1L/. T(o✓� 4€940 Or/ /QG Cr)Oc1/ 41/1/'/0(111.-S. iGL !? G /lam' UL77/YG OF 124002Y I 2, eine, 9200Co l ~ P _ z_t psi Grf2`C k 1 iv /ri 145%M4% Mkt?.�.^iNe F r :es W A 5-5G Me /k dG9" G PG.4r/i.=,� v✓CST T4 /GC °� i 1'''4#01' / Cr -R4/ tv7 (0•(-6(/)('/)('e2).15s F �Gf t or ov/z f -) /Co<LS e /6- °' -C 3P TRANSOLYMPIC ENGINEERING, INC. STRUCTURAL • FOUNDATION - CML ENGINEERS P.O. BOX 849, MONTESANO, WA 98563 WWW.TRANsOLYMPIC.COM -(360)339.5660 Job: /5-66 Date: Sheet: By: f h 1 L Page / 0 of 23 t4O P.4€14eL l,. 7 nGGS "t At. • 1301-7 4 d2 2 ioc/Q (a7X06)(6e),r: c fs.r ; vsk,---;.' 3.&/Cr V 2' lam% ' (o 2.)(7P-3)"--- 4ct "42 / 24 "L 7V ec-5, aero -f-E "=� ,V v Y e'er(&) ' 72 r Vet) r_ (45)4)1- e; IC/1 rr /, 0 art 2 > lSr <#:,. t; Ack 311 ofcer 72 76:i(_(,)(1)( (4(0°1) Y4 `� (i «47 / V 6''Z /..:141\ko, b, A:1 6.171: (1) (( ;3:71- 6-0'1/Y(341,r TRANSOLYMPIC ENGINEERING, INC. STRUCTURAL - FOUNDATION - CML ENGINEERS P.O. BOX 849, MONTESANO, WA 98563 W W W.TRANSOLYMPIC.COM - (360) 339-5660 Job: Date: By: 4-, L Sheet: Page of 25 I/i44tae5 r 0/0- N di y0 o-xerf 1-7-9 hs \-17c- ((ad VV Li .Sr)(6- Ze1)--- 3.3 /EC( P,Ek. c, V ���2 def>2. � G /1./q, 11'c‘ 44.4--- LC, F)( )3r,, (()311111-6° / /14 r Ci (6 1.) 7- C7 ) jj 71YLif = 7,2111(� `/ (o .G { 11/4DT_ eo PoeS //,/, - 1 -PG N 41-40, 6.74 0.3 (6) GNB' N"V i Cc&c=2,a-/6 /1/2, (0.s-yo,.,9 Ali, ,2. i\/ 5'7 G ke, Alf � �'� = /7 (t) ✓� _ 24070(0.7'0 ___ U-Cz)(5(04 r®2sDEf : 0.2,1 <<V6 3.32 TRANSOLYMPIC Job: /S040 Date: By: 11'7 Sheet: Page % �—of 23 ENGINEERING, INC. STRUCTURAL - FOUNDATION • CML ENGINEERS P.O. BOX 849. MONTESANO, WA 98563 W W W.TRANSOLYMPIC.COM - (360) 339-5660 TRANSOLYMPIC PO BOX 349 ENGINEERING, INC. MONTESANO,WA98563 Steel Column Lic. # : KW -06008953 Project Title: / 5-70 Engineer: /n 1 L Project Descr: Description : Supplementary Columns for Tukwila Windows 3.75 Tub Width Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : HSS4x4x1I4 Load Resistance Factor 46.0 ksi 29,000.0 ksi IBC 2012 Applied Loads Column self weight included : 243.616 lbs * Dead Load Factor AXIAL LOADS... Project ID: X3023 Printed: 27 AUG 2015. 11:57AM File = c:lUsers\MARKLE-1\DOCUME-11ENERCA-1115060--1.EC6 ENERCALC, INC. 1983.2015, Build:6.15.1.19, Vec6.14.12.31 Licensee : TransOlympic Engineering, Inc. Overall Column Height 20.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 20,0 ft, K = 1.0 Y -Y (depth) axis : Lu for Y -Y Axis buckling : 3 ft, 7.5 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Ledger Loading from Windows: Axial Load at 7.50 ft, Xecc = 6.000 in, D =1.350, LR =1,125, L =1.690, S = 1.410 k BENDING LOADS .. Trib Width Center Col: Lat. Uniform Load creating My -y, W = 0.1050, E = 0.1440 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5231 : 1 Load Combination +1.392D+0.50L+0.70S-1.0E+1.60H Location of max.above base 7.383 ft At maximum location values are ... Pu 4.050 k 0,9 * Pn 30.538 k Mu -x 0.0 k -ft 0.9* Mn -x : 16.181 k -ft Mu -y 0.9*Mn-y: -7.392 k -ft 16.181 k -ft PASS Maximum Shear Stress Ratio = 0.04814 : 1 Load Combination +1.392D+0.50L+0.70S+E+1.60H Location of max.above base 20.0 ft At maximum location values are ... Vu : Applied 1.533 k Vn * Phi : Allowable 31.842 k Load Combination Results Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections... Along Y -Y 0.0 in at for load combination : Along X -X 2.317 in at for load combination :E Only 1.440 k 1.440 k 0.0 k 0.0 k 0.0ft above base 10.067ft above base Load Combination +1.40D+1.60H +1.20D+0.50Lr+1.60L+1,60H +1.20D+1.60L+0.50S+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr-0.50W+1.60H +1.20D+0.50L+1.605+1.60H +1.20 D+1.60 S+0.50 W+1.60 H +1,20D+1.60 S-0.50 W+1.60 H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L-1.OW+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.50S-1.0W+1.60H +1.392D+0.50L+0,70S+E+1.60H +1.392D+0.50L+0.70S-1.0E+1.60H Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.073 PASS 0.00 ft 0.001 PASS 0.00 ft 0.170 PASS 0.00 ft 0.004 PASS 0.00 ft 0.174 PASS 0.00 ft 0.004 PASS 0.00 ft 0.149 PASS 0.00 ft 0.003 PASS 0.00 ft 0.224 PASS 8.32 ft 0.019 PASS 20.00 ft 0.251 PASS 7.38 ft 0.019 PASS 0.00 ft 0.164 PASS 0.00 ft 0.004 PASS 0.00 ft 0.232 PASS 8.19 ft 0.020 PASS 20.00 ft 0.264 PASS 7.38 ft 0.020 PASS 0.00 ft 0.378 PASS 9.26 ft 0.035 PASS 20.00 ft 0.391 PASS 7.38 ft 0.035 PASS 0.00 ft 0.380 PASS 9.26 ft 0.035 PASS 20.00 ft 0.395 PASS 7.38 ft 0.035 PASS 0.00 ft 0.510 PASS 9.40 ft 0.048 PASS 20.00 ft 0.523 PASS 7.38 ft 0.048 PASS 0.00 ft TRANSOLYMPIC ENGINEERING, INC. Project Title: Engineer: m L Project Descr, PO BOX 849 MONTESANO, WA 98563 Project ID: /37 6 5 9 x/,23 Printed: 27 AUG 2015.11:57AM Steel Column Lic. # : KW -06008953 Description : Supplementary Columns for Tukwila Windows 3.75 Trib Width File = c:lUsersIMARKLE-11DOCUME-11ENERCA-1115060--1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.14.12.31 licensee : T{ansOlympic EngineeYng;-lnc Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +0.60D+0.70E+0.60H 1.6551 in 10.067 ft 0.000 in 0.000 ft -1.5880 in 10.067 ft 0.000 in 0.000 ft 0.0574 in 11.141 ft 0.000 in 0.000 ft 0.0478 in 11.141 ft 0.000 in 0.000 ft 0.0719 in 11.141 ft 0.000 in 0.000 ft 0.0600 in 11.141 ft 0.000 in 0.000 ft 1.6891 in 10.067 ft 0.000 in 0.000 ft -1.6891 in 10.067 ft 0.000 in 0.000 ft 2.3165 in 10.067 ft 0.000 in 0.000 ft -2.3165 in 10.067 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D-0.70E+0.60H D Only Lr Only L Only S Only W Only -1.0W E Only -1.0E H Only Steel Section Properties : HSS4x4x1/4 Depth = 4.000 in I xx = 7.80 in54 J = 12.800 in"4 S xx = 3.90 in"3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 in"2 I yy = 7.800 in"4 C = 6.560 inA3 Weight = 12.181 plf S yy = 3.900 in"3 R yy = 1.520 in Ycg 0.000 in C o 1 4.00in X Load 1 M -y Loads -11 .c _j Y -Y Brace Y -Y Brace C.75, Loads are total entered value. Arrows do not reflect absolute direction. TRANSOLYMPIC ENGINEERING, INC. Project Title: Engineer: m ft- Project LProject Descr: PO BOX 849 MONTESANO, WA 98563 Project ID: /6-6 6 /512j Printed: 27 AUG 2015, 11:57AM Steel Column Lic. # : KW -06008953 Description : Supplementary Columns for Tukwila Windows 3.75 Trib Width Load Combination Results File = c:\Users\MARKLE-1\DDCUME-1\ENERCA-1\15060---1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.14.12.31 Licensee : TransOlympic Engineering, Inc. Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +0.90D+W+0.90H +0,90D-1.0W+0.90H +0.7084D+E+0.90H +0.7084D-1.0E+0.90H Maximum Reactions 0.347 PASS 9.66 ft 0.340 PASS 7.38 ft 0.463 PASS 9.80 ft 0.444 PASS 7.38 ft 0.034 PASS 20.00 ft 0.034 PASS 0.00 ft 0.046 PASS 20.00 ft 0.046 PASS 0.00 ft Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H 0.034 0.034 k k 1.594 k +D+L+H 0.076 0.076 k k 3.284 k +D+Lr+H 0.062 0.062 k k 2.719 k +D+S+H 0.069 0.069 k k 3.004 k +D+0.750Lr+0.750L+H 0.087 0.087 k k 3.705 k +D+0.750L+0.750S+11 0.092 0.092 k k 3.919 k +D+0.60W+H -0.596 0.664 k k 1.594 k +D-0.60W+H 0.664 -0.596 k k 1.594 k +0+0.70E+H -0.974 1.042 k k 1.594 k +D-0.70E+H 1.042 -0.974 k k 1.594 k +D+0.750Lr+0.750L+0.450W+H -0.386 0.559 k k 3.705 k +D+0.750Lr+0.750L-0.450W+H 0.559 -0.386 k k 3.705 k +D+0.750L+0.750S+0.450W+H -0.381 0.564 k k 3.919 k +D+0.750L+0.7505-0.450W+H 0.564 -0.381 k k 3.919 k +D+0.750L+0.750S+0.5250E+H -0.664 0.848 k k 3.919 k +D+0.750L+0.750S-0.5250E+H 0.848 -0.664 k k 3.919 k +0.60D+0.60W+0.60H -0.610 0.650 k k 0.956 k +0.60D-0.60W+0.60H 0.650 -0.610 k k 0.956 k +0.60D+0.70E+0.60H -0.988 1.028 k k 0.956 k +0.60D-0.70E+0.60H 1.028 -0.988 k k 0.956 k 0 Only 0.034 0.034 k k 1.594 k Lr Only 0.028 0.028 k k 1.125 k L Only 0.042 0.042 k k 1.690 k S Only 0.035 0.035 k k 1.410 k W Only -1.050 1.050 k k k -1.0W 1.050 -1.050 k k k E Only -1.440 1.440 k k k -1.0E 1.440 -1.440 k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0574 in 11.141 ft 0.000 in 0.000 ft +D+L+H 0.1293 in 11.141 ft 0.000 in 0.000 ft +D+Lr+H 0.1052 in 11.141 ft 0.000 in 0.000 ft +D+S+H 0.1174 in 11.141 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.1472 in 11.141 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.1563 in 11.141 ft 0.000 in 0.000 ft +D+0.60W+H 1.0695 in 10.201 ft 0.000 in 0,000 ft +D-0.60W+H -0.9577 in 9.933 ft 0.000 in 0.000 ft +0+0.70E41 1.6775 in 10.067 ft 0.000 in 0.000 ft +D-0.70E+H -1.5657 in 9.933 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.9045 in 10.336 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L-0.450W+H -0.6188 in 9.396 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.9135 in 10.336 ft 0.000 in 0.000 ft +D+0.750L+0.750S-0.450W+1-1 -0.6103 in 9.396 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 1.3691 in 10.336 ft 0.000 in 0.000 ft +D+0.750L+0.750S-0.5250E+H -1.0651 in 9.664 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 1.0470 in 10.067 ft 0.000 in 0.000 ft +0.60D-0.60W+0.60H -0.9799 in 9.933 ft 0.000 in 0.000 ft TRANSOLYMP1C ENGINEERING, INC. Project Title: m �G Engineer: Project Descr: PO BOX 849 MONTESANO, WA 98563 Project ID: /62)6° - /4123 Printed: 27 AUG 2015,11:53AM Steel Column Lic. # : KW -06008953 Description : Supplementary Columns for Tukwila Windows Code References -- - - - Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Steel Section Name : HSS4x4x114 Analysis Method : Load Resistance Factor Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Load Combination : IBC 2012 Applied Loads Column self weight included : 243.616 lbs * Dead Load Factor AXIAL LOADS .. File = c:\UsersIMARKLE-11DOCUME-11ENERCA-1115060--1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.14.12.31 Licensee : TransOlympic Engineering, Inc. Overall Column Height 20.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 20.0 ft, K = 1.0 Y -Y (depth) axis : Lu for Y -Y Axis buckling : 3 ft, 7.5 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Ledger Loading from Windows: Axial Load at 7.50 ft, Xecc = 6.000 in, D = 2.70, LR = 2.250, L = 3.380, S = 2.810 k BENDING LOADS... Trib Width Center Col: Lat. Uniform Load creating My -y, W = 0.210, E = 0.2870 k/ft DESIGN SUMMARY Bending & Shear Check Results FAIL Max. Axial+Bending Stress Ratio = 1.063 :1 Load Combination +1.392D+0.50L+0.70S-1.0E+1.60H Location of max.above base 7.383 ft At maximum location values are .. . Pu 7.753 k 30.538 k 0.9 * Pn Mu -x 0.9*Mn-x: Mu -y 0.9*Mn-y: 0.0 k -ft 16.181 k -ft -14.735 k -ft 16.181 k -ft PASS Maximum Shear Stress Ratio = 0.09595 :1 Load Combination +1.392D+0.50L+0.70S+E+1.60H Location of max.above base 20.0 ft At maximum location values are ... Vu : Applied 3.055 k Vn * Phi : Allowable 31.842 k Load Combination Results Load Combination +1.400+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1, 20D+1.60Lr+0,50L+1.60H +1.20D+1.60Lr4O.50W+1.60H +1.20D+1.60Lr-0.50W+1.60H +1.20 D+0.50 L+1.60 S+1.60 H +1.20D+1.60S+0.50W+1.60H +1.200+1.60S-0.50W+1.60H +1.20 D+O.50 Lr+0.50 L+W+1.60 H +1.20D+0.50Lr-.0.50L-1.0W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.50S-1.0W+1.60H +1.392D+0.50L+0.70S+E+1.60K +1.392D+0.50L+0.70 1.0E+1.60H Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.135 PASS 0.00 ft 0.429 PASS 7.38 ft 0.441 PASS 0.375 PASS 0.444 PASS 0.572 PASS 0.414 PASS 0.460 PASS 0.610 PASS 0.751 PASS 0.807 PASS 0.755 PASS 0.819 PASS 1.011 FAIL ! 1.063 FAIL ! Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X 4.617 in at for load combination :E Only 7.38 ft 7.38 ft 8.32 ft 7.38 ft 7.38 ft 8.19 ft 7.38 ft 9.26 ft 7.38 ft 9.26 ft 7.38 ft 9.40 ft 7.38 ft 2.870 k 2.870 k 0.0 k 0.0 k 0.0ft above base 10.067ft above base Maximum Shear Ratios Stress Ratio Status Location 0.003 PASS 0.00 0.008 PASS 0.00 0.008 PASS 0.00 0.007 PASS 0.00 0.038 PASS 20.00 0.038 PASS 0.00 0.007 PASS 0.00 0.039 PASS 20.00 0.039 PASS 0.00 0.071 PASS 20.00 0.071 PASS 0.00 0.071 PASS 20.00 0.071 PASS 0.00 0.096 PASS 20.00 0.096 PASS 0.00 ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft TRANSOLYMPIC ENGINEERING, INC. Project Title: Engineer: m L Project Descr: PO BOX 849 MONTESANO, WA 98563 Project ID: /565 /7/25 Printed: 27 AUG 2015.11:53PM Steel Column Lic. # : KW -06008953 Description : Supplementary Columns for Tukwila Windows Load Combination Results File = c:iUsers\MARKLE-11DOCUME-11ENERCA-1115060--1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver.6.14.12.31 Licensee : TransOlympic Engineering, Inc. Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +0.90D+W+0.90H +0.90D-1.OW+0,90H +0.7084D+E+0.90H +0.70840-1.0E+0.90H Maximum Reactions 0.691 PASS 9.66 ft 0.676 PASS 7.38 ft 0.919 PASS 9.80 ft 0.882 PASS 7.38 ft Load Combination X -X Axis Reaction @ Base @ Top +0+H +D+L+H +041..r+H +045+H +0+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +0-0.60W+H +D+0.70E+H +D-0.70E+H +0+0.750Lr+0, 750L+0.450W+H +D+0.750Lr+0.750L-0.450W+11 40+0.750L+0.750S+0.450W+11 +0+0.750L+0.750S-0.450W+H +0+0.750L+0.750S+0,5250E+H +0+0.750L+0.750S-0.5250E+H +0.60D+0.60W+0.60H +0.60D-0.60W+0.60H +0.60D+0.70E+0.60H +0.60D-0.70E40.60H D Only Lr Only L Only S Only W Only -1.0W E Only -1.0E H Only 0.068 0.152 0.124 0.138 0.173 0.184 -1.193 1.328 -1.942 2.077 -0.772 1.118 -0.761 1.129 -1.323 1.690 -1.220 1.301 -1.969 2.050 0.068 0.056 0.085 0.070 -2.100 2.100 -2.870 2.870 Maximum Deflections for Load Combinations 0.068 k 0.152 k 0.124 k 0.138 k 0.173 k 0.184 k 1.328 k -1.193 k 2.077 k -1.942 k 1.118 k -0.772 k 1.129 k -0.761 k 1.690 k -1.323 k 1.301 k -1.220 k 2.050 k -1.969 k 0.068 k 0.056 k 0.085 k 0.070 k 2.100 k -2.100 k 2.870 k -2.870 k k 0.068 PASS 20.00 ft 0.068 PASS 0.00 ft 0.092 PASS 20.00 ft 0.092 PASS 0.00 ft Note: Only non -zero reactions are listed. Y -Y Axis Reaction Axial Reaction @ Base @ Top @ Base k 2.944 k k 6.324 k k 5.194 k k 5.754 k k 7.166 k k 7.586 k k 2.944 k k 2.944 k k 2.944 k k 2.944 k k 7.166 k k 7.166 k 7.586 k k 7.586 k k 7.586 k 7.586 k k 1.766 k k 1.766 k k 1.766 k k 1.766 k 2.944 k 2.250 k k 3.380 k k 2.810 k k k k k k k k k k k Load Combination Max. X -X Deflection Distance Max. V -V Deflection Distance +D+H 0.1148 in +D+L+H 0.2585 in +D+Lr+H 0.2105 in +D+S+H 0.2343 in +D+0.750Lr+0.750L+H 0.2943 in +D+0.750L+0.750S-+H 0.3122 in +D+0.60W+H 2.1391 in +0-0.60W+H -1.9154 in +D+0.70E+H 3.3437 in +0-0.70E+H -3.1200 in +0+0.750Lr+0.750L+0.450W+H 1.8090 in +D+0.750Lr+0.750L-0.450W+H -1.2375 in +D+0.750L+0.750S+0.450W+H 1.8266 in +D+0.7501_+0.750S-0.450W+11 -1.2209 in +D+0.750L+0.750S+0.5250E+H 2.7295 in +D+0.750L+0.750S-0.5250E41 -2.1220 in +0.60D+0.60W+0.60H 2.0941 in +0.60D-0.60W+0.60H -1.9598 in 11.141 11.141 11.141 11.141 11.141 11.141 10.201 9.933 10.067 9.933 10.336 9.396 10.336 9.396 10.336 9.664 10.067 9.933 ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft TRANSOLYMPIC ENGINEERING, [NC. Steel Column Lic. # :- KW -06008953 Description : Supplementary Columns for Tukwila Windows Project Title: Engineer: n 1 I -- Project Project Descr: PO BOX 849 • MONTESANO, WA 98563 Project ID: /.5060 x/23 Printed: 27 AUG 2015.11:53Atd File= c:\Users\MARKLE-11DOCUME-1\ENERCA-1\15O60--1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.14.12.31 Licensee ; TransOlympic Engineering, Inc, Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +0.60D+0.70E+0.60H +0.60D-0.70E+0.60H D Only Lr Only L Only S Only W Only -1.0W E Only -1.0E H Only 3.2990 in 10.067 ft 0.000 in 0.000 ft -3.1647 in 10.067 ft 0,000 in 0.000 ft 0.1148 in 11.141 ft 0.000 in 0.000 ft 0.0957 in 11.141 ft 0.000 in 0.000 ft 0.1437 in 11.141 ft 0.000 in 0.000 ft 0.1195 in 11.141 ft 0.000 in 0.000 ft 3.3782 in 10.067 ft 0.000 in 0.000 ft -3.3782 in 10.067 ft 0.000 in 0.000 ft 4.6169 in 10.067 ft 0.000 in 0.000 ft -4.6169 in 10.067 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x114 Depth = 4.000 in I xx = 7.80 inA4 J = 12.800 inA4 S xx = 3.90 in^3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 in"3 Area - 3.370 inA2 I yy = 7.800 inA4 C = 6.560 inA3 Weight = 12.181 pif S yy = 3.900 in^3 R yy = 1.520 in Ycg c 0 0.000 in X { 4.00in_ M -y Loads c-. Load 1 _o 0 N II L _m Y -Y Brace r. Y -Y Brace Loads are total entered values Arrows do not reflect absolute direction. TRANSOLYMPIC ENGINEERING, INC. tito_ Project Title: Engineer: /ll T - Proiect Descr: PO BOX 849 MONTESANO, WA 98563 Concrete Slender Wall Lic. # : KW -06008953 Description : Tukwila Concrete Wall - Existing No Openings, Min Code Steel Assumed Code References Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information fc : Concrete 28 day strength = 3.0 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi : Lt Wt Conc Factor = 1.0 Fr: Rupture Modulus = 273.861 psi Max % of p balanced = 0.01355 Max Pu/Ag = fc * = 0.060 Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in One -Story Wall Dimensions A Clear Height B Parapet height 20 ft 0.0 ft Wall Support Condition Top & Bottom Pinned Vertical Loads Wall Thickness Rebar at wall center Rebar "d" distance Lower Level Rebar . Bar Size Bar Spacing B Project ID: / L-06 0 /9/23 Printed: 27 AUG 2015.11:29AM File = c:lUsersIMARKLE-11D000ME-11ENERCA-1115060--1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver.6.14.12.31 Licensee : TransOlympic Engineering, Inc. 8.0 in 4.0 in 4 16.0 in Temp Diff across thickness = Min Allow Out -of -Plane Defl Ratio = L Minimum Vertical Steel % = Using Stiff. Reduction Factor per ACI R. Roc Atta 1-ne.1 RIC" A".ELh. ent 0.0 deg F / 150 0.00120 10.12.3 Vertical Uniform Loads ... App' ed per foot of Strip W.dthr DL : Dead Ledger Load Eccentricity 5.750 in Concentric Load Vertical Concentrated Loads .... Appred to fu,1 'Str,p Width' Beam Load #1 Eccentricity 5.750 in Dist. from Base 0.0 ft Lateral Loads Full area WIND load 28.0 psf Fp 1.0 = 38.30 psf Point Lateral Load D Lr L 0.0 0.0 0.0 0.1730 Lr : Roof Live Lf : Floor Live 0.2250 0.30 0.0 2.0 0.0 0.0 DL : Dead Lr : Roof Live Lf : Floor Live 0.1350 0.0 0.450 S : Snow W : Wind 0.3750 0.0 klft 0.0 0.0 k/ft S : Snow W : Wind 0.0 0.0 k Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 38.30 psf E W Height Ap ed ;o ru ; `STR'P vV.dth'r TRANSOLYMPIC ENGINEERING, INC. Project Title: Engineer: /V7 IL-- Project LProject Descr: PO BOX 849 MONTESANO, WA 98563 Project ID: l -5744° -to/23 Printed: 27 AUG 2015,11:29AM Concrete Slender Wall Lic. # : KW -06008953 Description Tukwila Concrete Wall - Existing No Openings, Min Code Steel Assumed DESIGN SUMMARY Governing Load Combination .. . PASS Moment Capacity Check +0.7084D+E+0.90H PASS Service Deflection Check E Only PASS Axial Load Check +1.392D+0.50L+0.70S+E+1.60H PASS Reinforcing Limit Check FAIL Minimum Moment Check +1.40D+1.60H Design Maximum Combinations - Moments File=c:\Users\MARKLE-1\DOCUME-1\ENERCA-1\15060--t.EC6 • ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver.6.14.12.31 Licensee : TransOlympic Engineering, Inc. Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.8529 Max Mu 2.758 k -ft Actual Deft. Ratio U Max. Deflection Max Pu/Ag Location Controlling As/bd Mcracking 1,541 0.1557 in 49.831 psi 9.667 ft 0.003125 2.921 k -ft Maximum Reactions .. . Top Horizontal Base Horizontal Vertical Reaction Phi * Mn Allowable Defl. Ratio Max. Allow. Deft 0.06 * fc Asibd = 0.0 rho bal Minimum Phi Mn for Load Combination..., E Only E Only +D+0.750L+0.750S+H 3.234 k -ft 150 1.60 in 180.0 psi 0.01355 2.601 k -ft 0.4609 k 0.4782 k 4.899 k Load Combination +1.40D+1.60H at 19.33 to 20.00 +1.20D+0.50Lr+1.60L+1.60H at 0.67 to 1.33 +1.20D+1.60L+0,50S+1.60H at 0.67 to 1.33 +1.20D+1.60Lr+0.50L+1.60H at 19.33 to 20. +1.20D+1.60Lr+0,50W+1.60H at 11.33 to 12. +1.20D+1.60Lr-0.50W+1.60H at 8,00 to 8.67 +1.20D+0.50L+1.605+1.60H at 19.33 to 20.0 +1.20D+1.605+0.50W+1.60H at 11.33 to 12.0 +1.20D+1.60S-0.50W+1.60H at 8.00 to 8.67 +1.20D+0.50Lr+0.50L+W+1.60H at 10.00 to 1 +1.20D+0.50Lr+0.50L-1.0W+1.60H at 8.67 to +1.20D+0.50L+0.50S+W+1.60H at 10.67 to 11 +1.20D+0.50L+0.50S-1.0W+1.6011 at 8.67 to +1.392D+0.50L+0.705+E+1.60H at 9.33 to 10 +1.392D+0.50L+0.70S-1.0E+1.60H at 8.67 to +0.90D+W+0.90H at 10.00 to 10.67 +0.90D-1.0W+0.90H at 9.33 to 10.00 +0.7084D+E+0.90H at 8.67 to 9.33 4-0.7084D-1.0E+0.90H at 8,67 to 9.33 Axial Load Pu 0.06*fc*b*t Mcr Mu 0.000 17.280 2.92 0.15 0.90 5.047 17.280 2.92 0.39 0.90 5.085 17.280 2.92 0.39 0.90 0.000 17.280 2.92 0.36 0.90 4.148 17.280 2.92 0.88 0.90 4.532 17.280 2.92 0.59 0.90 0.000 17.280 2.92 0.42 0.90 4.268 17.280 2.92 0.91 0.90 4.652 17.280 2.92 0.56 0.90 3.972 17.280 2.92 1.44 0.90 4.126 17.280 2.92 1.42 0.90 3.933 17.280 2.92 1.45 0.90 4.163 17.280 2.92 1.42 0.90 4.784 17.280 2.92 2.81 0.90 4.873 17.280 2.92 2.77 0.90 2.867 17.280 2.92 1.44 0.90 2.924 17.280 2.92 1.40 0.90 2.347 17.280 2.92 2.76 0.90 2.347 17.280 2.92 2.74 0.90 Moment Values 0.6* Phi Phi Mn As As Ratio rho bal r, 2.60 0.150 0.0031 0.0135 3.97 0.150 0.0031 0.0135 3.98 0.150 0.0031 0.0135 2.60 0.150 0.0031 0.0135 3.73 0.150 0.0031 0.0135 3.84 0.150 0.0031 0.0135 2.60 0:150 0.0031 0.0135 3.76 0.150 0.0031 0.0135 3.87 0.150 0.0031 0.0135 3.69 0.150 0.0031 0.0135 3.73 0.150 0.0031 0.0135 3.67 0.150 0.0031 0.0135 3.74 0.150 0.0031 0.0135 3.90 0.150 0.0031 0.0135 3.93 0.150 0.0031 0.0135 3.39 0.150 0.0031 0.0135 3.40 0.150 0.0031 0.0135 3.25 0.150 0.0031 0.0135 3.25 0.150 0.0031 0.0135 Design Maximum Combinations - Deflections Axial Load Pu Load Combination + O+H at 13.33 to 14.00 +D+L+H at 6.67 to 7.33 +D+Lr+H at 12.00 to 12.67 + D+S+H at 12.00 to 12.67 +D+0.750Lr+0.750L+H at 4.00 to 4.67 +D+0.750L+0.750S+H at 15.33 to 16.00 +D+0.60W+H at 10.00 to 10.67 +D+0.70E+H at 9.33 to 10.00 +D+0.750Lr+0.750L+0.450W-,H at 10.00 to Moment Values Mcr Mactual I gross 2.865 2.92 3.505 2.92 3.293 2.92 3.368 2.92 3.986 2.92 2.954 2.92 3.185 2.92 3.249 ' 2.92 10 3.410 2.92 0.05 512.00 0.15 512.00 0.13 512.00 0.15 512.00 0.13 512.00 0.14 512.00 0.88 512.00 1.95 512.00 0.64 512.00 Stiffness I cracked 22.07 23.07 22.74 22.86 23.82 22.21 22.57 22.67 22.93 I effective 384.000 384.000 384.000 384.000 384.000 384.000 384.000 384.000 384.000 Deflections Deflection Defl. Ratio 0.002 118483.7 0.007 34,484.4 0.007 32,826.8 0.009 27,736.2 0.002 106362.3 0.003 93,132.7 0.053 4,547,3 0.112 2,138.7 0.038 6,283.6 TRANSOLYMPIC ENGINEERING, INC. Project Title: Engineer: �� J ��- Project Descr: PO BOX 849 MONTESANO, WA 98563 Project ID: l S"k) D Printed: 27 AUG 2015. 11:29AM Concrete Slender Wall Lic. # : KW -06008953 File = c:\Users\MARKLE-flDOCUME-11ENERCA-1\15060--1.EC6 ENERCALC, INC.1983-2015, Build:6.15.1.19, Ver.6.14.12.31 Licensee : TransOlympic Engineering, Inc. Description : Tukwila Concrete Wall - Existing No Openings, Min Code Steel Assumed Design Maximum Combinations - Deflections Axial Load Moment Values Stiffness Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio _ _fi ..`'L �' • • ...`.a +0+0.750L-r0.750S+0.450W+H at 10.00 to 10. 3.466 2.92 0.66 512.00 23.01 384.000 0.039 6,122.2 +D+0.750L+0.750S+0.5250E+H at 10.00 to 10 3.466 2.92 1.44 512.00 23.01 384.000 0.084 2863.4 +0.60D+0.60W+0.60H at 10.00 to 10.67 1.911 2.92 0.86 512.00 20.55 384.000 0.052 4,633.8 +0.60D+0.70E+0.60H at 9.33 to 10.00 1.949 2.92 1.93 512.00 20.61 384.000 0.111 2,163.8 D Only at 13.33 to 14.00 2.865 2.92 0.05 512,00 22.07 384.000 0.002 118483.7 Lr Only at 11.33 to 12.00 0.300 2.92 0.08 512.00 17.91 384.000 0.005 45,140.1 L Only at 8.00 to 8.67 0.000 2.92 0.13 512.00 17.41 384.000 0.008 30,296.5 S Only at 11.33 to 12.00 0.375 2.92 0.11 512.00 18.04 384.000 0.007 36,099.1 W Only at 10.00 to 10.67 0.000 2.92 1.40 512.00 17.41 384.000 0.084 2,860.8 E Only at 9.33 to 10.00 0.000 2.92 2.72 512.00 17.41 384.000 0.156 1,541.4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Load Combination Deflections Reactions - Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 0.01 k 4.280 +D+L+H 0.0 0.02 t; 4.730 +D+Lr+H 0.0 0.02 4.580 > +D+S+H 0.0 r 0.02 :- 4.655 +D+0,750Lr+0.750L+H 0.0 0.02 4.842 ;. +D+0.750L+0.750S+H 0.0 = 0.02 4.899 +D+0.60W+H 0.2 0.16 1 4.280 +D+0.70E+H 0.3 ;, 0.31 •- 4.280 +D+0.750Lr+0.750L+0.450W+H 0.1 0.10 k 4.842 ;< +D+0.750L+0.750S+0.450W+H 0.1 c 0.10 . 4.899 +0+0.750L+0.750S+0.5250E+H 0.3 0.22 ; 4.899 +0.60D+0.60W+0.60H 0.2 0.16 : 2.568 +0.60D+0.70E+0.60H 0.3 0.32 2.568 D Only 0.0 i. 0.01 4.280 Lr Only 0.0 0.01 0.300 L Only 0.0 : 0.01 • 0.450 S Only 0.0 0.01 0.375 W Only 0.3 0.28 0.000 E Only 0.5 0.46 : 0.000 H Only 0.0 0.00 0.000 TRANSOLYMPIC ENGINEERING, NC. STRUCTURAL - FOUNDATION - CML ENGINEERS P.O. BOX 849, MONTESANO, WA 98563 WWW.TRANSOLYMPIC.COM -(360) 339-5660 Job: /6060j - /9(Ae`/C (,e/p,e'/CS /2e`r N OL 6 C. By: A Grit// .4-7 V9 Sheet: //Fen C'it/C/X/e .e/4/9 Page a' -of 25 Date: 8/2 '//20/5 gmorr6i,eA vE,ei/e4 L, W//t/0o/ C/a L iL,i, 7o,./5 /e00,4-(75 /05,i DL) i (25 F -F So ,os't= To rA ,Poor Ln. ;�i/IdLL = (loo f'sr DL) FLdo/z ; (35 is UC t (SO Ps -k' LL) = 85 PSF 701.4 C F4vo,» G.®/A , kt//A/Dok" #/ . S'�,44J -' ' 4,00 L(= 1/foo TR/sky/ay : RGOF,' (3 2 `O `/2) = /6-:'(/' (50 /01P):: 860 k,/4LL : ('/S'0u)(/o0ppF) _ /50/'L,c' /13 -'0'72)(85- T -07 -4L 13 -0/z)(8 Toi4L LOAD: 4065 ,c'7 ( 0")(3,0& 5 PL F) = / 3q0 #/z = 9 i .5- . ER.7 et-C6,/e4-0 57E0770A/ ✓4 LvO S S=WSJ / 1 = zs, &es f; o, I/60 z 1)i(2V/i26 i c v 1% X % oov/3LE A/w L z-' 52,/(3? it - 112 CL , 1//m/)OGr/,/'4DDe = LYJ281-6 , 44/ 1 Sif6T / TRANSOLYMPIC ENGINEERING, INC. JOB # /V4 D PO BOX 849 a3 OF 23 MONTESANO, WA 98563 ENGINEER: LEINGANG PH. 360-637-6075 8/24/2015 FAX 360-866-7205 BEAM MK. NO. WINDOW HEADER: DOUBLE ANGLES trib loads asf widths P a b pit point 0 0 0 0.00 equiv point 0 0 0 0.00 equiv unif dl 25 16 400.00 roof unif sl 25 16 400.00 roof unif dl 100 15 1500.00 wall unif dl 35 9 315.00 floor unif 0 50 9 450.00 floor total 3065.00 plf Try Fy = 50 KSI A-992 STEEL Fb=Fy/S2b 30,000 psi ASIF= 1.00 Fv=Fy/S2v 20,000 psi Defl = L/ 600 E= 29,000,000 psi Uniform Load, w = 3065.00 plf Span : 6 ft SHAPE Required Section Values: M = 13.79 ft -kips S= 5.517 in^3 V = 9.20 kips I= 25.683 in^4 • Defl = 0.12 in A= 0.460 inA2 R= 9.195 kips e P,eOt//DE G. L 8x4x 1/2 S=15.0 1=77 A=11.5 GENERAL STEEL BEAM, General -Beam sizer City of Tukwila Department of Community Development February 23, 2016 CLAY BRUNT 17837 1ST AVE S #401 NORMANDY PARK, WA 98148 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D16-0039 CITY OF TUKWILA - 600 MINKLER BLVD Dear CLAY BRUNT, Allan Ekberg, Mayor Jack Pace, Director 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 following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Please provide 2 sets of engineer's structural calculations for this project. These will need to be wet stamped and wet signed by the engineer. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal 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, I can be reached at (206)431-3655. Sincerely, `..1),Zitde Bill Rambo Permit Technician File No. D16-0039 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP L PERMIT NUMBER: D16-0039 DATE: 03/11/16 PROJECT NAME: PUBLIC WORKS SWM/SEWER OFFICE SITE ADDRESS: 600 MINKLER BLVD Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AVV0 qrgieN Building Division 0.1 Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 03/15/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/12/16 Approved Corrections Required n Approved with Conditions ❑ ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12080013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0039 DATE: 02/17/16 PROJECT NAME: PUBLIC WORK SWM/SEWER OFFICE SITE ADDRESS: 600 MINKLER BLVD X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: �S coaz. )-� I(p Building Division MI 4— Fil/8* While Wor s P/A- Fire Prevention Structural Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 02/18/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 03/17/16 Approved with Conditions Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only (� CORRECTION LETTER MAILED: ---)-� t Y 1/1/1_, Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: V `(� Plan Check/Permit Number: D16-0039 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 RECEIVED ❑ Revision # after Permit is Issued CITY OF T(UKWILA ❑ Revision requested by a City Building Inspector or Plans Examiner MAR 1 1 2016 Project Name: Public Works SWM/Sewer Office Project Address: 600 Minkler Blvd Contact Person: CL-Del 1 i2-JtJ Summary of Revision: Pt W i til _ F—iezilA 6 ' — Ai) ' J PERMIT CENTER Phone Number: .2.47(c, 3o-7‘ Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisi Received at the City of Tukwila Permit Center by: Nir Entered in TRAKiT on -)D-1 I "( \applications\forms-applications on Iine\revision submittal Created: 8-13-2004 Revised: Structural Dynamics LLC Home Espafiol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries Search L&I A -Z. Index Help Page 1 of 2 My I&I Workplace Rights Trades & Licensing Structural Dynamics LLC Owner or tradesperson Principals BRUNT, CLAYTON FRANCIS, PARTNER/MEMBER BRASTRUP, CHARLES EUGENE, PARTNER/MEMBER Doing business as Structural Dynamics LLC WA UBI No. 603 542 567 17837 1st Ave S Box 401 NORMANDY PARK, WA 98148 206-387-5000 KING County Business type Limited Liability Company Governing persons CHARLES EUGENE BRASTRUP CLAYTON FRANCIS BRUNT; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ........................................................................... Meets current requirements. License specialties GENERAL License no. STRUCDL851PL Effective — expiration 10/14/2015-10/14/2017 Bond ................. International Fidelity Ins Co Bond account no. SAIFSU0692346 Received by L&I 10/13/2015 Insuran.ce .............................. Ohio Security Ins Co Policy no. BLS56950494 Received by L&I 10/13/2015 $12,000.00 Effective date 08/31/2015 Expiration date Until Canceled $1,000,000.00 Effective date 11/01/2015 Expiration date 11/01/2016 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603542567&LIC=STRUCDL851PL&SAW= 3/31/2016 MAYOR JIM HAGGERTON DIRECTOR OR PUBLIC WORKS BOB GIBERSON, P.E. CITY ENGINEER ROBIN TISCHMAK, P.E. PROJECT MANAGER DAVID SORENSEN SHEET NUMBER 1 2 3 4 PUBLIC WORKS SWM/SEWER OPS OFFICE REMODEL PROJECT NO. 91541202 600 MINKLER BLVD. TUKWILA, WA 98188 CITY COUNCIL KATE KRULLER, PRESIDENT JOE DUFFIE ALLAN EKBERG KATHY HOUGARDY DE'SEAN QUINN DENNIS ROBERTSON VERNA SEAL SHEDULE OF DRAWINGS PREVAILING WAGE NOTICE SHEET TITLE COVERSHEET SITE PLAN AND NOTES PLAN AND SECTIONS DETAILS AND NOTES THE CITY IS A PUBLIC ENTITY. THEREFORE, ALL CONTRACTORS PERFORMING WORK FOR THE CITY SHALL PAY THE PREVAILING WAGE IN ACCORDANCE WITH RCW 39.12.020. THE CONTRACTOR AND EVERY SUBCONTRACTOR AT EVERY TIER SHALL SUBMIT TO THE STATE OF WASHINGTON AN INTENT TO PAY PREVAILING WAGE STATEMENT IN ACCORDANCE WITH RCW 39.12.040. THE CONTRACTOR AND EVERY SUBCONTRACTOR SHALL PAY THE FILING FEE FOR EACH SUCH STATEMENT DIRECTLY TO THE STATE. NO PAYMENT AGAINST THE CONTRACT MAY BE MADE UNTIL THE 'INTENT' FORM IS SENT TO THE CITY BY THE STATE. THE CONTRACTOR SHALL CERTIFY COMPLIANCE WITH THE PREVAILING WAGE STATEMENT ON EACH REQUEST FOR PAYMENT AGAINST THE CONTRACT. FOLLOWING COMPLETION OF THE CONTRACT WORK, THE CONTRACTOR AND EVERY SUBCONTRACTOR SHALL SUBMIT TO THE STATE OF WASHINGTON AN AFFIDAVIT OF WAGES PAID IN ACCORDANCE WITH RCW 39.12.040. THE CONTRACTOR AND EVERY SUBCONTRACTOR SHALL PAY THE FILING FEE FOR EACH SUCH STATEMENT DIRECTLY TO THE STATE. PRIOR TO MAKING THE FINAL PAYMENT, THE CITY MUST RECEIVE FROM THE STATE THE AFFIDAVIT(S) OF WAGES PAID (RCW 39.12.040), THE INDUSTRIAL INSURANCE RELEASE (RCW 51.12.070), AND THE STATE DEPARTMENT OF REVENUE'S RELEASE (RCW 60.28). PROJECT SITE: 600 MINKLER BLVD. trahido 44 vLs: VICINITY MAP PUBLIC WORKS SWMISEWER OPS OFFICE REMODEL FILE COPY PerPOKTI 7t, IODUU 0001 r,,: 1 , 1 E subject to error c and c>;�.._. 'r.; r..,.l 1'�d�.d'an i ., ua:l 3. Approv2i cif ,r the Vied .° r 4..a.t,: � t ..r Y4j .,.atFt�.,r,;t( d :,o�,.�:: 0 of approvofi Fi3id Copy and 6sor of City of Tukwila BUILDING DIVISION S 7 AT L Fa'.RiT N ocl anica! Zr Escincal ,iff Plumbing 2rt: a.; Piping City of Tukwila iS�i!l ' ' : { DI\!ISION 09-10-15 STRUCTURAL - FOUNDATION - CIVIL ENGINEERS PO Box 849, MONTESANO, WA 98563 www.TRANSOLYMPIC.COM - (360) 339-5660 �w F i yr '.. •.., t i , (FViF"r%;`IS No chane, r7:....FEil'f9n2Q srnnr of wor., ' 'iah NOTE: • r plan and rra.) : r: �.:ion� l Ise :. i r©viv HALF SIZE 0 U U J U d" I—• QEVIEVVED FOR CgpE COMPLIANCE — APPROVED MAR 2 5 2016 ity of Tukwila BUILDING DIVISION STRUCTURAL NOTES 0111.111111111111111111110 0 SCALE: 1"=40 FEET 20 40 80 „.„ SITE NOTES: SEE SHEETS 1, 3 AND 4 FOR STRUCTURAL PLAN, ELEVATIONS AND DETAILS. SEE SHEET 4 FOR GENERAL PROJECT NOTES. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS PRIOR TO CONSTRUCTION. IF ANY DISCREPANCIES ARE NOTED, CONTACT ENGINEER FOR CLARIFICATION. PROTECT EXISTING FEATURES TO REMAIN. REPLACE ANY DAMAGED OR DESTROYED FEATURES TO REMAIN WITH LIKE CONSTRUCTION TO THE SATISFACTION OF THE OWNER. EXISTING PARKING AND SITE AS SHOWN. COORDINATE WITH CITY OF TUKWILA ON SITE PROJECT MANAGER FOR CONSTRUCTION ACCESS AND LAYDOWN AREAS. SITE MUST REMAIN OPEN AND OPERATIONAL DURING CONSTRUCTION. COORDINATE ALL ACTIVITIES AND TIMES FOR CONSTRUCTION WITH CITY OF TUKWILA PROJECT MANAGER. POINT OF CONTACT: PAT BRODIN, PE, OPERATIONS MANAGER TEL: 206-433-1861 OR HENRY ANCIRA. _ SINGLE PHASE ELECTRICAL POWER, 110V/240V AND RESTROOM FACILITIES ARE AVAILABLE IN THE BUILDING. COORDINATE WITH CITY PROJECT MANAGERS. SITE PLAN 40 SCALE PROPERTY BOUNDARIES AERIAL PHOTOGRAPH COURTESY OF GOOGLE EARTH. GREEN RIVER oloopopip .1101Jj: GENERAL NOTES: THESE STRUCTURAL NOTES SUPPLEMENT THE DRAWINGS AND CONTRACT SPECIAL PROVISIONS ISSUED BY THE CITY. ANY DISCREPANCY FOUND AMONG THE DRAWINGS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR SHALL COORDINATE BETWEEN THE AS -BUILT FIELD CONDITIONS AND THE STRUCTURAL DRAWINGS. THE FIELD CONDITIONS WILL REQUIRED FIELD FIT WHEN IN CONFLICT WITH THE STRUCTURAL DRAWINGS. IF DISCREPANCIES ARE NOTED CONTACT ENGINEER FOR GUIDANCE. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. ALL CONSTRUCTION SHALL CONFORM TO THE APPLICABLE PORTIONS OF THE 2012 OR LATEST EDITION OF THE INTERNATIONAL BUILDING CODE EXCEPT WHERE NOTED. BIDDERS WARRANTY: BY THE ACT OF SUBMITTING A BID FOR THE PROPOSED CONTRACT, THE CONTRACTOR WARRANTS THAT: A. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE HAVE CAREFULLY AND THOROUGHLY REVIEWED THE DRAWINGS AND STRUCTURAL NOTES AND HAVE FOUND THEM COMPLETE AND FREE FROM AMBIGUITIES AND SUFFICIENT FOR THE PURPOSE INTENDED; FURTHER THAT, B. THE CONTRACTOR HAS CAREFULLY EXAMINED THE SITE OF THE WORK AND THAT FROM HIS OWN INVESTIGATIONS, HE HAS SATISFIED HIMSELF AS TO THE NATURE AND LOCATION OF THE WORK, AS TO THE CHARACTER, QUALITY, QUANTITIES OF MATERIAL AND DIFFICULTIES TO BE ENCOUNTERED, AS TO THE EXTENT OF EQUIPMENT AND OTHER FACILITIES NEEDED FOR THE PERFORMANCE OF THE WORK AND AS TO THE GENERAL AND LOCAL CONDITIONS, AND OTHER ITEMS WHICH MAY IN ANY WAY AFFECT THE WORK OR ITS PERFORMANCE, FURTHER THAT, C. THE CONTRACTOR AND ALL WORKMEN HE INTENDS TO USE ARE SKILLED AND EXPERIENCED IN THE TYPE OF CONSTRUCTION REPRESENTED BY THE DRAWINGS AND DOCUMENTS BID UPON; FURTHER THAT, D NEITHER THE CONTRACTOR NOR ANY OF HIS EMPLOYEES, AGENTS, INTENDED SUPPLIERS, OR SUBCONTRACTORS HAVE RELIED UPON ANY VERBAL REPRESENTATIONS ALLEGEDLY AUTHORIZED OR UNAUTHORIZED FROM THE OWNER OR HIS EMPLOYEES OR AGENTS, INCLUDING THE ARCHITECT OR ENGINEERS, IN ASSEMBLING THE BID FIGURES; FURTHER THAT, E. THE BID FIGURE IS BASED SOLELY UPON THE CONSTRUCTION CONTRACT DOCUMENTS AND PROPERLY ISSUED WRITTEN ADDENDA AND NOT UPON ANY OTHER WRITTEN OR VERBAL REPRESENTATIONS. CODES: A. ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING AUTHORITY. B. ALL REFERENCE TO OTHER CODES, ACI, ASTM ETC., SHALL BE FOR LATEST OR MOST CURRENT EDITION AVAILABLE. DESIGN CRITERIA: 1. LIVE LOAD 2. LIVE LOAD 3. DEAD LOAD 4. PARTITION 5. WIND 25 PSF (SNOW) 50 PSF (FLOOR, OFFICES) 15 PSF (ROOF) ASSUMED = 10 PSF (NA) = 2012 IBC EXPOSURE B @ 110 MPH EARTHQUAKE = 2012 IBC: IE=1.0 SS = 1.437 Si = 0.535 SITE CLASS D, RISK CATEGORY II, DESIGN CATEGORY D SDS=0.958 SD1=0.535, CS=0.319 STRENGTH, 0.7CS=0.224 ASD INSPECTION: SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDING, AND EPDXY BOLTING. SEE SCHEDULE OF INSPECTIONS. SHOP DRAWINGS: THE ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. THE ENGINEER OF RECORD DOES NOT GUARANTEE DIMENSIONS AND QUANTITIES; THEREFORE, THE GENERAL CONTRACTOR MUST VERIFY THEM. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY OTHERS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON STRUCTURAL DRAWINGS. SUBMIT AN ELECTRONIC FILE (OR REPRODUCIBLE AND FIVE COPIES) OF THE SHOP DRAWINGS TO THE ENGINEER. THE ELECTRONIC FILE OR REPRODUCIBLE WILL BE REVIEWED AND RETURNED. ALLOW 10 WORKING DAYS FOR REVIEW. SHOP DRAWINGS SHALL BE SUBMITTED FOR THE FOLLOWING: A. STRUCTURAL STEEL SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO SUBMISSION AND REVIEW BY THE ENGINEER. MISCELLANEOUS: A. VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. B. VERIFY SIZE AND LOCATIONS OF ALL OPENINGS IN THE WALLS WITH FIELD CONDITIONS, ARCHITECTURAL, MECHANICAL AND ELECTRICAL FEATURES. C. CONSTRUCTION DETAILS NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS PROJECT AS APPROVED BY THE ENGINEER. STEEL: 1. ALL STEEL PLATE AND ANGLES SHALL BE ASTM A36 (FY=36 KSI) EXCEPT AS NOTED. STEEL TUBE COLUMNS OR HSS SHAPES SHALL BE ASTM A500 GRADE B (FY=46 KSI) EXCEPT AS NOTED. 2. ALL BOLTS SHALL BE ASTM A307, EXCEPT AS NOTED. 3. WELDING SHALL BE BY AWS CERTIFIED WELDERS WITH E70 ELECTRODES IN ACCORDANCE WITH AWS D1.1. ALL STEEL MEMBERS AND PARTS EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND SHALL BE GALVANIZED PER ASTM A-123 WITH 1.25 OZ. OF ZINC SPELTER PER SQUARE FOOT OF CONTACT AREA OR PAINTED WITH EXTERIOR EPDXY PAINT. EPDXY BOLTING: EPDXY FOR ANCHORS SHALL BE POWERS RAWL POWER FAST, SIMPSON SET, HILTI HY, EPCON A7 OR APPROVED EQUAL AND SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS WITH ANCHOR SIZE AND EMBEDMENT AS NOTED IN THE DRAWINGS. SEE SPECIAL INSPECTION SCHEDULE FOR INSPECTION REQUIREMENTS. HARDWARE: ALL CONNECTION HARDWARE SHALL BE SIMPSON "STRONG TIE”. CONNECTION HARDWARE EXPOSED TO THE WEATHER OR SOIL SHALL BE TREATED AS IN STEEL ABOVE. CAUTION: CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. SPECIAL INSPECTION REQUIREMENTS: COMPLY WITH IBC SECTION 1704. ITEM CONTINUOUS PERIODIC CONCRETE: REF. TABLE 1704.4 BOLTS IN CONCRETE: 3 X INSPECT THE FOLLOWING IN ACCORDANCE WITH 2012 IBC SECTIONS LISTED: ENLARGED SITE PLAN 300 SCALE eCityGov.net NWMaps.net EXISTING PARKING SUMMARY ADA COMPLIANT 1 (1 VAN ACCESSIBLE) COMPACT 0 STANDARD 38 TOTAL 39 NOT INCL. TRUCKS STEEL AND STEEL COMPONENTS: SECT. 1705.2 4f1 FIELD WELDING, HIGH STRENGTH BOLTING, AND OTHER ITEMS REQUIRED BY AISC 360, SHALL HAVE CONTINUOUS SPECIAL INSPECTION. 09-10-15 PUBLIC WORKS SWM/SEWER OPS OFFICE REMODEL STRUCTURAL - FOUNDATION - CIVIL ENGINEERS PO Box 849, MONTESANO, WA 98563 WWW.TRANSCLYMPIC.COM - (360) 339-5660 bikt 0031 L .1_ ACCORDING P2r (NI EV117.‘/TE:b FOR CUDE COMPLIANCE APPROVED 1--1 MAR 2 5 21116 (i) Lo. r -1. -City of Tukwila Bg_ILDING DIVISION f77: 75 C;i7 TUKWILA FEB 11 2016 PERMIT CENTER EXISTING PRE—CAST CONCRETE WALLS EXISTING ROOF SYSTEM EXISTING MEZZANINE FLOOR FOR OFFICES AND BREAK ROOM ®® ®® A II m EXISTING 6" PRECAST CONC un EXISTING ROOF RAFTERS AT ± 6'-0" O.C. PROVIDE (4) HSS4x4xx" COLUMNNS BOLTED TO WALLS AT ENDS OF NEW OPENINGS, TYP. z Ea EX. 5036 WINDOW 0 J El —1——fI^—Q--U—TT n n n n 11 0 0 0 0 1 n 0 0 0 0 o --if --o--L—o--1 L_ __n J L n— _1 ROOF RAFTERS SPAN FULL WIDTH 0 0 0 0 PERIMETER SEALING AND FLASHING SEE 0 0 0 0 NEW OPENING EXISTING ROOF 2x DECKING, RIGID INSULATION AND TORCH DOWN ROOF EXISTING BEARING —r 11 WALL SUPPORTS C II JOISTS 16" 0 EXISTINC FLOOR JOISTS 16" 0.C. ® PARTIAL ELEVATION 1/4-=-1'-0" 101 NEW OPENING o0 101 0 EXISTING PRE—CAST CONCRETE WALLS EXISTING ROOF SYSTEM EXISTING MEZZANINE FLOOR FOR OFFICES AND BREAK ROOM 17'-6" PROVIDE (2 L6x3 "x" ANGLES FOR TEL AND FrAMES n 26'-0" PARTIAL ROOF FRAMING PLAN 1/4"=1'-0" PARTIAL FLOOR FRAMING PLAN 1/4"=1 '-o- AT 11 OPENINGS, TYP. UPPER MEZZANINE WINDOW SCHEDULE NAME WINDOW FRAME #2 REMARKS WIDTH HEIGHT MAT MAT FIN 101A 6'-0" 2'—O" VINYL WOOD PAINT SLIDING, LOCKING DOUBLE PANE 101B 6'-0" 2'-0" VINYL WOOD PAINT SLIDING, LOCKING, DOUBLE PANE WINDOWS SHALL BE MANUFACTURED BY PLY GEM CORPORATION OR OWNER APPROVED EQUAL, TYPICAL. NOTE: PAINT INTERIOR ANGLES AND HARDWARE WITH EPDXY PAINT TO MATCH EXISTING OFF—WHITE WALL COLOR. OFFICES OPEN BAY DOUBLE ANGLE LINTEL FRAMES CUT INTO WALL FOR WINDOW OPENINGS EPDXY ANCHORS TO WALL, TYP. HSS4x4 EA. SIDE WELDED TO FRAMES NEW WINDOWS SEE ELEVATION THIS SHEE FLASHING AND TRIM AT PERIMETER, TYP. DETACH CONDUIT AS REQUIRED FOR SAWCUT. REATTACH AFTER ANGLES IN PLACE. I EI SECTION 1/4"=1'-0" 09-10-15 by date S DEPT. designed drawn checked MJL 09-08-15 AML 09-08-15 MJL 09-08-15 proj eng proj dir TRANSOLYMPIC ENGINEERING, INC STRUCTURAL - FOUNDATION - CIVIL ENGINEERS PO Box 849, MONTESANO, WA 98563 WWW.TRANSOLYMPIC.COM - (360) 339-5660 PUBLIC WORKS SWMISEWER OPS OFFICE REMODEL BID/PERMIT SET 12/11 REVISED 6" WALL THICKNESS SCALE ACCORDINGLY. r FilEVIEINED FOR Cl2E COMPLIANCE (,)APPROVED PLAN AND SECTIONS file no scale AS—NOTED AR 25 2016 -City of Tukwila DING DIVISION field bk no no date revisions bl(, 003? date 09-10-15 CITY OF T UK W IL A FEB 1 1 2016 PERMIT CENTER GENERAL PROJECT NOTES SCOPE OF WORK: 1. SCHEDULE PRE -CONSTRUCTION MEETING WITH OWNER AND CITY INSPECTORS. COMPLY WITH CITY SCHEDULE AND REQUIREMENTS. 2.COVER AND PROTECT EXISTING FIXTURES AND OFFICE CARPETS AS NECESSARY TO PROTECT FORM BEING DAMAGED DURING CONSTRUCTION WORK. 3.REMOVE ALL ITEMS AS NECESSARY TO CUT OPENING AND INSTALL FRAMES FOR WINDOWS. 4. FRAME IN NEW WINDOWS PER PLANS TO INCLUDE ANGLE FRAMES, STEEL MEMBERS AND BOLTS. 5.INSTALL WINDOW FRAMES. CAULK AND FLASH TO WATERTIGHT CONDITION. 6. TRIM OUT INTERIOR AND EXTERIOR OF OPENINGS, AND INSTALL FLASHING AROUND AND ABOVE OPENINGS PER PLANS AND DETAILS. 7. CONNECT STEEL COLUMNS AND CLIPS TO OUTSIDE OF WALLS. 8.REPLACE ANY ITEMS REMOVED DURING CONSTRUCTION. TOUCH UP PAINT AREAS AROUND WINDOW OPENINGS. 9.CONSTRUCTION SITE SHALL BE THOUROUGHLY CLEANED WITH ALL CONSTRUCTION DEBRIS REMOVED AND PROPERLY DISPOSED OF PRIOR TO FINAL INSPECTION/PROJECT CLOSEOUT. GENERAL CONSTRUCTION NOTES: 1. CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THE SAFETY OF ALL BUILDING PERSONNEL AND CONSTRUCTION WORKERS AND SHALL FOLLOW ALL ASHA SAFETY RULES AND REGULATIONS FOR JOB SITE SAFETY. 2.CONTRACTOR SHALL PROVIDE DUST COVERS OR SHEATHING TO PREVENT DUST FROM ENTERING WORK AREAS AND OR ANY AIR CONDITIONING DUCTS OR SYSTEMS. 3.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE CAUSED BY THE CONTRACTOR OUTSIDE OF THE SCOPE OF WORK OR AS A RESULT OF THE CONSTRUCTION WORK FOR THIS PROJECT. 4. WORK SHALL BE SCHEDULED WITH THE ONSITE PROJECT MANAGER. CONSTRUCTION SHALL TAKE PLACE BETWEEN THE HOURS OF 6:00 AM TO 4:00 PM. 5.TO THE MAXIMUM EXTENT POSSIBLE, LIMIT CONSTRUCTION NOISE, DEBRIS, DUST AND HAZARDS TO THE IMMEDIATE CONSTRUCTION AREA BEHIND PROTECTIVE BARRIERS. 6. THE CONSTRUCTION SITE SHALL BE CLEANED UP; DUST AND DEBRIS SHALL BE REMOVED AND DISPOSED OF AT THE END OF EACH SHIFT. 7. CONSTRUCTION MATERIALS SHALL BE IN ACCORDANCE WITH THE STRUCTURAL NOTES AND APPLICABLE CODES. 8. FINISHES SHALL BE AS CALLED ON THE STRUCTURAL NOTES, PLANS AND DETAILS. WHEREVER POSSIBLE, FINISHES SHALL BE ENVIRONMENTALLY FRIENDLY, NON -CORROSIVE AND FREE OF FUMES THAT POSE A HAZARD TO THOSE WITH RESPIRATORY PROBLEMS. INTERIOR PAINT SHALL BE VOC FREE PAINT, SOLVENT -FREE AND GLYCOL FREE. PROVIDE MANUFACTURER'S SPECIFICATIONS FOR THE TYPE OF FINISHES TO SHOW MATERIALS COMPLY WITH THESE ENVIRONMENTALLY FRIENDLY REQUIREMENTS. 9. ALL EMERGENCY PATHWAYS, HALLWAYS, AND EXITS SHALL BE MAINTAINED AT ALL TIMES. ALL EMERGENCY SYSTEMS SHALL NOT BE COMPROMISED IN ANY WAY DURING CONSTRUCTION. 10. CONTRACTOR IS RESPONSIBLE TO ENSURE ALL PERMITS AND INSPECTIONS ARE OBTAINED AND SATISFACTORILY C. "LETED AND SIGNED OFF BY THE BUILDING INSPECTORS. CODE NOTES: ALL WORK SHALL CONFORM TO THE FOLLOWING INTERNATIONAL BUILDING AND LOCAL TUKWILA CITY CODES TO INCLUDE: 2012 INTERNATIONAL BUILDING CODE (IBC) ALL CODES SHALL INCLUDE WASHINGTON STATE AMENDMENTS. PERMITS: BUILDING PERMIT Ys" VERIFY LENG MASONRY WALL TS 0 16" O.C. WIDTH + 6" INTERIOR CONTRACTOR TO VERIFY HEIGHT NEW OPENING NEW WINDOWS FRAMES, FLASHING AND TRIM SIDE WALL SECTIONS SIMILAR. SECTION THROUGH TOP OF OPENING SIM NEW WINDOWS FRAMES, FLASHING AND TRIM HSS 4x4 BEYOND TRIM AND FLASHING NOT SHOWN FOR CLARITY DETAILS NOT NO SCALE HSS 4x4 EXISTING CONCRETE WALL INTERIOR • 13' 7i' 6- BINE WINDOW AND OPENING WINDOW AND FRAME DOUBLE ANGLES SPAN EXTERIOR OVER OPENING FIELD WELD 0 PROVIDE (2) BOLTS, EVEN SPACES (10") �v PROVIDE ROUGH OPENING TO 1" I MATCH REQUIRED SIZE OF Xi WINDOW 6'-0" WIDE x 2'-0" HIGH I0 / \o 0 2x WOOD NAILERS TYP. 0 GRADE 0 ❑o OUTSIDE EDGE OF SAwcur, TYP. SIN J PENETRATION ELEVATION 4"=1'-0" ("ENEMUTON 3:L :fin Ss.'iOW NOTES: 1. VERIFY ALL DIMENSIONS D CONDITIONS. 2. SAW CUT i" • 'F IN WALL FOR / ENING & 6" PAST EA. END OF OPENING. 3. INSTALL ANG IN NEW"x3" DEEP UE 4. REPEAT STEP ON OPPOSITE SIDE •F CONCRETE WALL 5. REPEAT STEP 2 ON OPPOSITE SIDE OF CONCRETE WALL. 6. SHIM AND BOLT ANGLES TOGETHER AS SHOWN. 7. REPEAT PROCESS FOR BOTTOM AND THEN SIDES OF OPENINGS. 8. REMOVE THE CONCRETE BELOW THE ANGLES IN THE AREA OF THE NEW OPENING. 9. GROUT SOLID ANY GAPS ON EITHER SIDE OF OPENING. 10. WELD JOINTS OF TOP AND BOTTOM ANGLES WHERE THEY BEAR ON SIDE ANGLES. 11. INSTALL VERTICAL STEEL POSTS, WELD TO ANGLE FRAMES. 12. ATTACH POSTS TO WALLS. 13. INSTALL WOOD FRAMING, WINDOWS, TRIM AND FLASHING. EXTERIOR CONCRETE WALL OPENING DETAIL 1"=1'-0" CONCRETE WALL i%s'.',NNG DENLDWG NOTE: TO ENSURE STRUCTURAL BEARING, THE LENGTH OF THE LINTEL ANGLES WERE EXTENDED INTO THE SIDES OF THE CONCRETE WALLS. THE ACTUAL OPENING IN THE CONCRETE INFILL IS TO BE VERIFIED FOR FRAMING OF A 6'-0" WIDE WINDOW, FRAME, NAILERS AND THICKNESSES OF SIDE ANGLES. TRIM AND FLASHING NOT SHOWN FOR CLARITY a i" GALV. THROUGH BOLTS 0 16" O.C. SECTION THROUGH BOTTOM OF OPENING BOTTOM SECTION 1 1l2"=1 '-0" • NOTE: SEAL WINDOW FRAME TO NAILERS IN OPENING, APPLY 3/8"0 CONT BEAD OF SEALANT TO BACK (INTERIOR) OF FLANGE ALL AROUND & IN LINE WITH ANY PRE -PUNCHED HOLES OR SLOTS. WALL ANE SILIC' ` IBLE SEALANT BED IN MASTIC 16 GA. FLASHING i"x1i" SLOT GROUND INTO CONCRETE " SOFT LEAD FILLER ROD (2) ROWS OF 0.1440 POWDER DRIVEN FASTEN 'S AT 12" O.C. TAGGERED WINDOW AND FRAME CORNER ELEVATION INTERIO BOARD W/ME PLASTIC LAMINATE FINISH NEW INSULATED GLASS WINDOWS TOP FLASHING DETAIL 1 "=1'-0" L3x3x4" 3" LONG, TYP. PROVIDE (2) AT TOP SINGLE CONNECTIONS ALTERNATE SIDES, 24" O.C. VERTICAL SPACING, TYP. SEE ELEVATIONS FOR LOCATIONS L3x3x4" 3" LONG, TYP. PROVIDE (2) AT BOTTOM EXTERIOR GRADE AT FACE OF WALL nP>4 V CORNER ELEVATION a TUBE TO WALL CONNECTIONS a SLOPE TOP I? x4x0'-4" 4" EMBED TYP. EXISTING CONCRETE WALL OPEN 1 1 2"=1'-p" t�:ssM t'• , ,LL _., r,j::,s.E.z.,.,, I �POLYURETHANE SILICONE FLEXIBLE SEALANT WEDGE TIGHT 16 GA. GALVANIZED FLASHING, LET INTO CONCRETE SELF ADHERED FLEXIBLE FLASHING 16. GA. GALV. FLASHING OVERLAP SELF ADHERED FLEXIBLE FLASHING EXTERIOR r x4" PERIMETER PAINTED CEDAR TRIM W/ KERF FOR DRIP EDGE ON BOTTOM TYP TYP MATCH PAINT COLOR w/ EXISTING BUILDING. i"0 GALV. BOLTS, DRILL AND EPDXY WITH SIMPSON SET -XP OR APPROVED EQUAL NOTE: SEAL WINDOW FRAME TO NAILERS IN OPENING, APPLY 3/8"0 CONT BEAD OF SEALANT TO BACK (INTERIOR) OF FLANGE ALL AROUND & IN LINE WITH ANY PRE -PUNCHED HOLES OR SLOTS. NEW INSULATED GLASS WINDOWS INTERIOR TRIM BOARD W/MELAMINE PLASTIC LAMINATE FINISH CEDAR 2x8 RIPPED TO FIT (2) ROWS OF 0.1440 POWDER DRIVEN FASTENERS AT 12" O.C. STAGGERED BED IN MASTIC BOTTOM FLASHING DETAIL POLYURETHANE/SILICONE FLEXIBLE SEALANT 16 GA. GALVANIZED FLASHING, OVER TRIM EXTERIOR APPLY SILL PAN SELF ADHERED FLEXIBLE FLASHING, EXTEND UP JAMBS AT BOTH SIDES 6" MIN r x4" PERIMETER PAINTED CEDAR TRIM W/ KERF FOR DRIP EDGE ON BOTTOM POLYURETHANE/SILICONE FLEXIBLE SEALANT 09-10-15 PUBLIC WORKS SWMISEWER OPS OFFICE REMODEL 1 9/10 BID/PERMIT SET 12/11 REVISED 6" WALL THICKNESS STRUCTURAL - FOUNDATION - CIVIL ENGINEERS PO Box 849, MONTESANO, WA 98563 WWW.TRANSOLYMPIC.COM - (360) 339-5660 SCALE ACCORDINGLY. Rj/IEINED FOR DOE COMPLIANCE PPPO•V; D IgiR 25 2016 w c6 of Tukwila JIL TNG DIVISION lb- 003? FEB 1 1 2016 PERMIT CENTER