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Home My WebLink AboutPermit D18-0096 - BOEING #9-050 - BOILER REPLACEMENTBOEING #9-050 BOILER 9725 E MARGINAL WAY S BLDG 9-050 D18-0096 Parcel No: Address: 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 0003400018 Permit Number: D18-0096 9725 E MARGINAL WAY S BLDG 9-050 Issue Date: 4/27/2018 Permit Expires On: 10/24/2018 Project Name: BOEING #9-050 - BOILER Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: BOEING COMPANY THE PO BOX 3707 M/C 20-59 PROPERTY TAX DEPT, SEATTLE, WA, 98124 MARTIN PROBST PO BOX 3707; M/C: 46-208 , SEATTLE, WA, 98124 Phone: (206) 852-4985 BOEING COMPANY, THE Phone: (312) 544-2535 100 N RIVERSIDE, M/C 5003-4027 , CHICAGO, IL, 60606-1596 BOEINC*294ML Expiration Date: 1/18/2019 THE BOEING COMPANY PO BOX 3707, MC46-208 , SEATTLE, WA, 98124 DESCRIPTION OF WORK: DEMOLITION OF EXISTING BOILER #1 AND STACK. INSTALLATION OF NEW 30,000 PPM BOILER AND STACK. INCLUDING STRUCTURAL PLATFORMS AND ROOF PENETRATIONS. MECHANICAL AND ELECTRICAL PERMITS APPLIED FOR SEPARATELY. Project Valuation: $2,299,199.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Electrical Service Provided by: TUKWILA Fees Collected: $25,987.94 Occupancy per IBC: B Water District: TUKWILA Sewer District: VALLEY VIEW,TUKWILA 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: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 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 141 Permit Center Authorized Signature: l/" Y Date: �3 (1C g 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: /. /i • "242)�`'rQ`;� Print Name: Pir.) ,5 Date: 7. ? /2-,./Y 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 and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: 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. 6: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. • • 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 11: Structural Observations in accordance with I.B.C. Section 1709 is required. At the concVusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best: of the structural observer's knowledge, have not been resolved. 12: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 13: 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. 14: 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). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 16: Preparation before concrete placement: Water shall be removed from place of depositbefore concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 17: 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. 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4034 SI -METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4025 SI -STEEL CONST 4004 SI -WELDING CITY OF TUK( Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.aov Building Per. . No. ' 001(0 Project No. Date Application Accepted: @ Date Application Expires: For o ice u e onl I 1 lU 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: Tenant Name: King Co Assessor's Tax No.: 000340-0018 9 1 E Marginal Way S, Tukwila, WA 98108 Suite Number: 09-050 Floor: 1 The Boeing Company — 90 l-�r New Tenant: ❑ Yes ..No PROPERTY OWNER Name: The Boeing Company - Martin Probst Address: PO Box 3707, MC 46-208 City: Seattle State: WA Zip: 98124 CONTACT PERSON — person receiving all project communication Name: Martin Probst - The Boeing Company Address: PO Box 3707, MC 46-208 City: Seattle State: WA zip: 98124 Phone: (206) 852-4985 Fax: (253) 657-4659 Email: martin.r.probst@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: The Boeing Company Address: PO Box 3707, MC 46-208 City: Seattle State: WA Zip: 98124 Phone: (206) 852-4985 Fax: (253) 657-4659 Contr Reg No.: BOEINC*294ML Exp Date: 01/18/2019 Tukwila Business License No.: H. Applications\Forms-Applications On Line \2011 Applications'Permit Application Revised - 8-9-11.docx Revised. August 2011 bh ARCHITECT OF RECORD Company Name: Buffalo Design Architect Name: Chris Carlson Address: 1520 Fourth Ave. Suite 400 City: Seattle State: WA Zip: 98101 Phone: (206) 467-6306 Fax: (206) 624-1494 Email: chris@buffalodesign.com ENGINEER OF RECORD Name: Company Name: Coffman Engineers Engineer Name: Michel Sotura / 0_ /Jolt- 3707J M/G Address: 1101 2nd Ave. Suite 400 City: City: Seattle State: WA zip: 98101 Phone: (206) 623-0717 Fax: (206) 624-3775 Email: sotura@coffman.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: -r /5O ,-, CONtipet y Address: / 0_ /Jolt- 3707J M/G Lt6_20g City: , ,� @Q State: 144 Zip: (a() -4L Page 1 of 4 BUILDING PERMIT INFORMAT' T — 206-431-3670 Valuation of Project (contractor's bid price): $ 2,299,199 Existing Building Valuation: $ 72,880,300 Describe//the scope of work (please provide detailed information): / (X�Mo rl j r012 2,x.3 ,�� lJ©1 /e/' 4 ( / a ,d,S i4 ci "S lel 17a n1), 9?-: bocf- Sick . Z.Iclu�le/ S t"-cfu. (1°l4 ~f El f, -(cc;( 1) e/-efr, RPP/`J S2ow�fc( , Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. yrs 3D 00 O Pprf 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? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers VI Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes I 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 0 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 \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC In Floor 46,210 46,210 0 0 II B rd 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? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers VI Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes I 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 0 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 \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO'`ATION — 206-433-0179 Scope of Work (please provide detailed information): Demolition of existing boiler #1 an stack. Installation of a new 30,000 PPH boiler and stack. Includes structural platforms and roof penetrations. Mechanical and Electrical Permits applied for separately. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District m ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District m ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle 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. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) O ...Bond ❑ .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): O ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way 0 ...Total Cut 0 ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements 0 ...Traffic Control O ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis 0 ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance 0 .. Work in Flood Zone ❑ .. Storm Drainage 0 .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 0 ...Permanent Water Meter Size... 0 ...Temporary Water Meter Size .. 0 ...Water Only Meter Size ❑ ...Sewer Main Extension Public 0 ...Water Main Extension Public 13 0 .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding wo # wo # WO # 0 ...Deduct Water Meter Size Private ❑ Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water 0 ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11 docx Revised: August 2011 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 OWNER O AUT RI ED AGENT: ��yy Signature: " ,911- Lab Date: 03/29/2018 Print Name: Martin Probst - The Boeing Company Day Telephone: (206) 852-4985 Mailing Address: PO Box 3707; MC 46-208 Seattle WA 98124 City State Zip H,\Applications\Forms-Applications On Line \2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised August 2011 bh Page 4 of 4 / 1 f \ ►o :ash Register Recei City of Tukwila Receipt Number R14118 .1908 DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $25,987.94 D18-0096 Address: 9725 E MARGINAL WAY S BLDG 9-050 Apn: 0003400018 $25,987.94 Credit Card Fee $756.93 Credit Card Fee R000.369.908.00.00 0.00 $756.93 DEVELOPMENT $24,489.05 PERMIT FEE R000.322.100.00.00 0.00 $14,839.12 PLAN CHECK FEE R000.345.830.00.00 0.00 $9,645.43 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $741.96 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R14118 0.00 $741.96 $25,987.94 Date Paid: Friday, March 30, 2018 Paid By: MARTIN PROBST Pay Method: CREDIT CARD 011027 Printed: Friday, March 30, 2018 2:44 PM 1 of 1 SYSTEMS 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 D18- OM P ect: T e of ! spection: ICI1 h Fin9AL Address: 97zs- g. /4t, s,s, s 0 Special Instructions: ot�,Lz- —JU'W 30 K PPM crLve- � ��n tt ST-hat„ d 1�L(1� Date a e/d: p� / ./d a.m: p.m. Re u ter: Phone No: �J/�`/ S �j 40 / V 7 / Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: 3 coo a9_, Date: ////1/24.7/.8 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit b%8-oo9G PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Boehm& *9-oso Type of Inspection: �,ti,\c rtc. 1=IJAt_ ress: 9725 E, HAr inr,4 L WA). S' Date Called: it tA)C il /(,- c'AJ K?c''-S f//� Special Instructions: •r 41. �O 'Date Wanted: /0 ' Z y ' 20/8 P.m. Requester: D eL Phone No: za(- 7L5 667? Approved per applicable codes. Corrections required prior to approval. COMMENTS: it tA)C il /(,- c'AJ K?c''-S f//� U AFT #0069, .i, it)eted iii _ S'ec/ c,.f T.4.1r 'cc:77 K - Le ,,,q _ i1 n4 ctu s, Inspecto . !n 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 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 Project: Bce/0-0J.IAA T of In a tion: 1 it � F1 /0 -,AL Address: Date Called: , .... Special Instructions: Oe -i lob-- 4— — 05-6 /// DatgWanted: a.m Requester: De% Phone No: x--7/5 (a5-79 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS e� F>i ��f /` - L p f-elw` e.s. i 6 6 C aA yiff_KrAifisier cuteltAes ptd, /atA' (64) Inspector: Date ,2 7 2-4-// ry REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. l J U n u n n BOEING 9-50 Boiler Replacement Tukwila, Washington Structural Calculations March 2018 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 5 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 3 0 2018 PERMIT CENTER L, lJ CEI Project #160533 Boeing Project #W4 154398 SEATTLE 1 1601 Fifth Ave., Suite 900 1 Seattle,WA 98101-1620 1 206.623.0717 MNN AFOc www.coffman.com G 1 N E E R S BOEING 9-50 BOILER REPLACEMENT TUKWILA, WASHINGTON STRUCTURAL DESIGN CALCULATIONS TABLE OF CONTENTS SECTION PAGES STRUCTURAL DESIGN SUMMARY 1 DESIGN CRITERIA 2-3 BOILER FOUNDATION DESIGN 4-10 TRENCH REPAIR DESIGN 11-12 ROOF FRAMING CALCULATIONS 13-28 PLATFORM DESIGN 29-57 EXAHUST STACK LOAD CALCULATIONS 58-62 CORBEL CALCULATIONS 63-81 • BOEING 9-50 BOILER REPLACEMENT TUKWILA, WASHINGTON STRUCTURAL DESIGN CALCULATIONS Summary The existing boiler is supported by a concrete pile cap with timber piles. The existing boiler's flooded weight is greater than the new boiler's flooded weight. A RISA 3D structural analysis model was used to estimate the load on each pile from the existing boiler and the new boiler. It was determined that for each pile the demand under the new boiler is less than the existing boiler. The slab on grade around the new boiler will be replaced along with a damaged section of utility trench wall. An access platform for the supply air preheat coil will also be installed. Penetrations through the roof were required for the supply air duct and boiler exhaust stack. The exhaust stack will be designed and supplied by the boiler manufacturer. 9-50 Boiler Replacement Page 1 BOEING — 9-50 BOILER REPLACEMENT TUKWILA, WASHINGTON PROJECT INFORMATION 9-50 AIR INTAKE PLATFORM STRUCTURAL SYSTEM: SINGLE STORY STEEL PLATFORM DESIGNED AS A NON -BUILDING STRUCTURE. STORY ELEVATIONS: TOP OF PLATFORM TOS = 10'-0" DESIGN CRITERIA CODES: 2015 INTERNATIONAL BUILDING CODE WITH LOCAL AMMENDMENTS DEFLECTION LIMITATIONS: TOTAL LOAD LIVE LOAD L/240 L/360 SNOW LOAD: NOT APPLICABLE LIVE LOADS: (PER IBC SECTION 1607) PLATFORM = 60 psf DEAD LOADS: PLATFORM: SELF WT + 1.8 KIP MECH WEIGHT 1 Revised 11/30/2016 9-50 Boiler Replacement Page 2 \.l BOEING -- 9-50 BOILER REPLACEMENT TUKWILA, WASHINGTON WIND: NOT APPLICABLE SEISMIC: (PER IBC SECTION 16 AND ASCE SECTION 11) RISK CATEGORY II SITE CLASS E IMPORTANCE FACTOR, I=1.0 RESPONSE MODIFICATION FACTOR, R = 1.0 SHORT PERIOD SPECTRAL ACCELERATION, Ss = 1.516 ONE SECOND SPECTRAL ACCELERATION, S1 = 0.574 SEISMIC DESIGN CATEGORY D DESIGN SHORT PERIOD SPECTRAL ACCELERATION SDS = 0.910 DESIGN ONE SECOND SPECTRAL ACCELERATION SDI = 0.919 STORY DRIFT: (PER ASCE SECTION 12.12.1) DRIFT WILL NOT EXCEED 0.020 OF THE STORY HEIGHT MATERIALS CONCRETE fc 4,500 psi NORMAL WEIGHT 145 pcf CONC REINFORCING STEEL ASTM A615 GR 60 ASTM A706 GR 60 STEEL Fy = 60 ksi Fy = 60 ksi WIDE FLANGE BEAMS AND COLUMNS ASTM A992 PLATES AND MISC. SHAPES ASTM A36 STRUCTURAL TUBES ASTM A500 GR B STRUCTURAL BOLTS ASTM A325 UON ANCHOR BOLTS F1554 Fy = 50 ksi Fy = 36 ksi Fy = 46 ksi 2 Revised 11/30/2016 9-50 Boiler Replacement Page 3 401 k SuKIR 1311 -D EA/VsLoal bESIG N F04Z fIXCbfrtxt'o ? SIMfM s Pi‘„N roNOtiibrtS DEMP,tib: 1 Ic.%3V/'1E WIVIFORh 01sr-RI tor, v,i � It'j �r (f tv = 25000 A 1,1 1 k9f hutr !. (3,12S"1.) ( 31t. 9 11.5 hkr j &. (I6)(o.)(v.)z v,z 'Li, y k if im(ve")(A) /11 1,j wtittrir av PICC: 4.P COFFMAN N G I N E E R S Pgld by baba dab dent dab 9-50 Boller Replacement Page 4 SEA -B1204 —b use_ P 16 PAM, 16 DE�tIA t re r. kl4 p- s /2 frC 11 6 16P h -ll routs doh 4.► MSN REtN0s A, = 3 �'r L 3:"1/47s70(r�) ((6) 0.36 ;t,` 600w 2..0oLwk r 20)t 0116) t• 4,9Si.1‘ 6owo lit k SPA( I I' 5 )50000o) 2 sic, st kiah t1W RW f As M4 = 3S4'01")j d F), JO, o.9(60'4)(& j (II '-� usc. () '* 5 T i D t4,,,‘• 0.43 ,+' ACFIMAN N G I N E E R S shoot no. iniget by balm clat chided ew 9-50 Boller Replacement Page 5 GEA -81204 cAPAL iTY; IdF- '/LN - D,d zs (L) 12E i !, D,`S;466"e) - 0.91 o,src, 6 o,g(N.St1 i6'J o.8-• 0,S (6,,q) "" atz roft fait ys� F` (1) 9 `� (60.111� - a1) ` (l e vc = 2-4f ` �� ?As( (161 (11,0 ` 2L,9' 9,� 4 < ok 12,(j L L M FOR 6 5 TrRRue)' 4 o,v1/s s -T -e) z0.1S qc(v —e TRr Lf In 6 0P2i ' o Y l/51/4z 0 At 4210 OtitrJ t zi 8 4 > VS K • ft, 0,08!i.11 O N GNI E IAN Poled by location doltt cleat eluded dote Yam. 9-50 Boller Replacement 1 1 1 1 1 1 ti 1 i 1 DE ; L.of hU't AU -4 L) t is}" AEOFFMAN N G I N E E R S sheet no. elect W haft don checked date Ono - 8 -50 Boiler Replacement Page 7 SEA -61204 Loads: BLC 2, Boiler -15.3k 8 A CEI SK - 1 HJO 160533 Boiler Pile Cap Nov 3, 2016 at 12:27 PM cap.r3d 9-50 Boiler Replacement Page 8 r•. • � J . L.I -15.3k -11.5 -15.3k Loads: BLC 2, Boiler Results for LC 3, D+B Member Torsion Moments (k -ft) CEI HJO 160533 Boiler Pile Cap ASK -2 Nov 3, 2016 at 12:28 PM cap.ir3d 9-50 Boiler Replacement Page 9 IyAL Elk e4RP,hz. TOR Vuxf 4SIOLI! -1(471 (±-1 , PG() cp (V') 9oo ;11 P(Pr" LO 3) Ps, 437m (c2.(141) 3', k. 1'1 Tar= 2 a"‘(4- 30 1 5 -CC: RISA ml)D 1-0k9o, oloki 11.E- kte4LEcr0 OOFFTAAN NGINEERS iheet no. bY Jbi. 9-50 Boller Replacement Page 10 SEA41204 ilVjLe TRChio4 "-A(. 'tt'P SSP f 15' _ 55n (yrs') (1.$)(i) .gp ('s) (i,i('i) 11,11 NcY'"- (ir13) 0,11 A VV` c (1,$) loll# (",) NIt• Rtl+�Ft 0.00iE (r) (Kiri r V(1j '��N;R 5tka o ti E-LoPn cwt - A . t lig 2s,4,1.1 ; 2_s.-4-471(F`r 4-‘ Vs? \ a, Ye /to . 600A/ f' t = I 'Zs-txn +y 16" tick_ ASfUMI ab r/ t 6 -13 60`1' 2G ``4 AFOFFMAN I N E E R S Med shoat no. by dole ebrd daie 9-50 Boller Replacement sEA4,m, Page 11 --b MiN R,C.INF tift1F1t4 /5t A€t1: iks- fvf-i- (1) 0 to whi UW- '4-1 r GC '} NURA2 Ik1S o,i) (Zi } 0,13 `ii�f_ `$ U� '1Q (0" (L_ FNOFFMAN GINEERS wit sheet no. br dee dant doodad dote Oak 9-50 Boiler Replacement Page 12 $BABiso4 l 1 1 1 1 1 1 1 t t ROOF FRAMIK Dz.St&A►'. SPAN t 1'I 6 f' 1'451 St--- 2,5 pa S RtsP (ALC NR. (N) (e) IRF pis RUr LvAt TAk-C(i=Ft R(O F DE(ec - t �� l8 4 R D M( 3 P5 F vI NO C.v1'i.b' Qhs U. 00256 psf 2.(1 PSF p5F S Psp f FRAM1N6 Lr J; = OI&5 GC; e u,lg K� = An io` (rtiku D.9b)0,0S)0(Gj1 2S„ psi - 33 P.F vtur f- n psf 4,44 (tSU If Ali cOFFMAN NGINEERS protect by baton dad shed oo. cheat die 9-50 Boiler Replacement SEA8,204 Page 13 SD roof framing.r3d Roof Framing W U I M LO O 0 9-50 Boiler Replacement Page 14 k. s 9a a. i rn E cC 1,L I _ 0 9-50 Boiler Replacement Page 15 ON 2 a co f6 (0 v r c)) Nc M YI o CD Z 2 Roof Framing L O VI= 9-50 Boiler Replacement Page 16 42R4 -51f. U Cr) 0 0 2 9-50 Boiler Replacement Page 17 use l*thz, roof framing.r3d Roof Framing v O LLJ U, M M csDO 9-50 Boiler Replacement Page 18 n • 2 0 SMI CC CO • V- C) N c COM m Oo V) Z o Roof Framing 9-50 Boiler Replacement Page 19 68 2.ge2g. Roof Framing 9-50 Boiler Replacement Page 20 • • r. / L J r Company r r '' f f f, Designer J r Job Number 4.TECH+NOLOGIES Model Name : CEI : HJO : 160533 : Roof Framing Nov 3, 2016 Checked By: Global Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation? Increase Nailing Capacity for Wind? Include Warping? 15 97 Yes Yes Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (inA2) 144 Merge Tolerance (in) .12 ,P -Delta Analysis Tolerance Include P -Delta for Walls? 0.50% Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 1Gravity Acceleration (ft/sec^2) Wall Mesh Size (in) 32.2 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Global Member Orientation Plane XY Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? AISC 14th(360-10): LRFD Yes(Iterative) RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code AISC 14th(360-10): LRFD AISI S100-12: ASD AF&PA NDS -12: ASD < 100F ACI 318-11 Masonry Code ACI 530-13: ASD jAluminum Code AA ADM1-10: ASD - Building Number of Shear Regions 4 Region Spacing Increment (in) 'Biaxial Column Method 4 Parme Beta Factor (PCA) Exact Integration .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA -3D Version 13.0.0 [P:\...\...\...\...\5.14 STRUCTURAL\5.14.5 Design Calculations\roof framing.r3d] Page 1 9-50 Boiler Replacement Page 21 r r Company : CEI ' r ' r, Designer : HJO Job Number : 160533 TECHNOLOGIES Model Name : Roof Framing Nov 3, 2016 Checked By: Global, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes Ct X .02 CtZ .02 T X (sec) Not Entered T Z (sec) , Not Entered RX I3 IRZ 3 Ct Exp. X Ct Exp. Z SD1 .75 .75 1 ;SDS 1 S1 1 TL (sec) 5 Risk Cat I or II Om Z 1 Om X 1 RhoZ 1 Rho X 1 Hot Rolled Steel Properties Label E jksil G [ksi] Nu Therm (\1 E..Density[k/ft... Yield[ksij Ry Fu[ksi] Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 I .3 .65 .49 36 1.5 58 1.2 3 A572 Gr.50 , 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND l 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 � A53 Gr.B29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 I 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design R... A [in21 lyy [in4] Izz [in4] J [in4] 1 (E)W10x21 W10x22 ; Beam Wide Flange A36 Gr.36 , Typical 6.49 11.4 118 .239 • 2 (N) C10 C10x20 Beam Channel A36 Gr.36 Typical 5.87 2.8 78.9 .368 Joint Coordinates and Temperatures 1 2 3 4 15 6 7 8 9 1 10 11 12 13 14 15 Label N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 X [ft] 0 0 Y[ft] Z[ft] Temp[F] 20 0 0 Detach From Diap... 6.3 6.3 14.5 14.5 21.5 21.5 -7 -7 0 6.3 14.5 0 0 0 0 20 0 0 0 0 0 0 0 0 20 0 0 0 0 0 20 0 0 0 0 0 20 0 0 10.5 0 0 10.5 0 0 10.5 0 0 8.5 0 0 6.3 8.5 0 0 RISA -3D Version 13.0.0 [P:\...\...\...\...\5.14 STRUCTURAL\5.14.5 Design Calculations\roof framing.r3d] Page 2 9-50 Boiler Replacement Page 22 r r Company : CEI r r , r i ; % Designer : HJO Job Number : 160533 ... HNLo'' � o �c I E s T E Model Name : Roof Framing Nov 3, 2016 Checked By: Joint Coordinates and Temperatures (Continued) Label X fftl Y fftl Z fftl Temp fF1 Detach From Diap... 16 N16 14.5 8.5 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [Win] Z [k/in] X Rot.[k-ft/rad] Y Rot.(k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N9 Reaction Reaction 1 Reaction Reaction 2 N2 Reaction Reaction Reaction Reaction , 3 N4 Reaction Reaction , Reaction Reaction 1 4 N5 Reaction Reaction Reaction Reaction 5 N10 Reaction Reaction 6 N1 Reaction Reaction 7 N3 Reaction Reaction 8 N6 Reaction 1 Reaction 9 N8 Reaction I Reaction 10 N7 Reaction i Reaction Reaction , ; Reaction Member Primar _Data 1 2 3 4 5 6 7 8 Label I Joint J Joint K Joint Rotate(de... Section/Shape Type Design List Material Design Ru M1 N9 N10 (E)W10x21 Beam ,Wide Flange A36 Gr.36 Topica M2 , N2 N1 (E)W10x21 Beam ;Wide Flange A36 Gr.36 Typica M3 N4 N15 (E)W10x21 Beam 'Wide Flange A36 Gr.36 Typica M4 N12 N3 (E)W10x21 Beam Wide Flanges A36 Gr.36 Typica M5 N5 � N6 (E)W10x21 1 Beam Wide Flange' A36 Gr.36 Typica M6 N7 , N8 (E)W10x21 , Beam Wide Flange A36 Gr.36 ! Typica M7 N16 , N14 (N) C10 , Beam , Channel , A36 Gr.36 Typica M8 N13 , N11 (N) C10 ' Beam Channel A36 Gr.36 ! Typica Hot Rolled Steel Design Parameters es Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] ,Lcomp bot[ft] L-torq... Kyv 1 M1 1 (E)W10x21 20 Lbvv 2 M2 (E)w1ox21 20 Lbyy , 3 M3 t (E)W1ox21 ' 8.5 Lbw 4 M4 ! (E)W10x21 , 9.5 Lbyy 1 5 M5 (E)W1ox21 ' 20 Lbw 6 M6 : (E)W10x21 20 Lbyy 7 M7 ; (N) C10 , 14.5 Lbw i 8 M8 ' (N) C10 14.5 , Lbyy Member Distributed Loads (BLC 6 : BLC 1 Transient Area Loads) Cb Functi... Lateral Lateral Lateral Lateral 1 Lateral Lateral Lateral Lateral Member Label Direction Start Magnitude[Wft,FI Er,d Maonitudefk/ft F] Start Location[ft,%] End Location[ft %] 1 M1 Z -.041 -.041 I 1.776e-15 20 2 M2 Z -.096 -.096 8.882e-16 1 3 1 M2 Z -.096 -.096 , 1 , 2 4 M2 Z -.096 -.096 i 2 3 5 ' M2 Z -.096 -.096 3 4 6 M2 Z -.096 -.096 4 5 7 M2 Z -.096 -.096 5 6 8 M2 Z -.096 -.096 6 7 9 M2 Z -.096 -.117 7 8 10 M2 Z -.117 -.144 8 9 11 M2 Z -.144 -.124 9 10 ' 12 , M2 Z -.124 -.096 10 11 RISA -3D Version 13.0.0 [P:\...\...\...\...\5.14 STRUCTURAL\5.14.5 Design Calculations\roof framing.r3d] Page 3 9-50 Boiler Replacement Page 23 r' r Company : CEI r r ' 1 /' Designer : HJO Job Number : 160533 TECHNOLOGIES Model Name : Roof Framing Nov 3, 2016 Checked By: Member Distributed Loads (BLC 6 : BLC 1 Transient Area Loads) (Continued) Member Label 13 M2 14 M2 15 M2 16 M2 Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 17 M2 18 M2 19 M2 20 M2 21 M2 Z -.096 -.096 11 12 Z -.096 -.096 12 13 Z -.096 -.096 13 14 Z -.096 -.096 14 15 Z -.096 -.096 15 16 Z -.096 -.096 16 17 Z -.096 -.096 17 18 Z -.096 -.096 18 19 Z -.096 -.096 19 20 22 M3 23 M4 24 M5 25 M5 26 M5 27 M5 28 M5 '29 M5 30 M5 31 M5 32 M5 33 ! M5 34 M5 35 M5 36 M5 37 M5 38 M5 39 M5 40 M5 41 ' M5 ,42, M5 43 M5 44 M6 Z -.095 -.095 2.331e-15 8.5 Z -.101 -.101 0 9.5 Z -.11 -.11 2.665e-15 1 Z -.11 -.11 1 2 Z -.11 -.11 2 3 Z -.11 -.11 3 4 Z -.11 -.11 4 5 Z -.11 -.11 5 6 Z -.11 -.11 6 7 Z -.11 -.117 7 8 Z -.117 -.137 89 Z -.137 -.131 9 10 Z -.131 -.11 10 11 Z -.11 -.11 11 12 Z__ -.11 -.11 1 12 13 Z -.11 -.11 13 14 Z -.11 -.11 14 15 Z -.11 -.11 15 16 Z -.11 -.11 16 17 Z -.11 -.11 17 18 Z , -.11 -.11 18 19 Z -.11 -.11 19 20 Z -.041 -.041 3.442e-15 20 Member Distributed Loads (BLC7 : BLC 2 Transient Area Loads) Member Label Direction Start Magnitude[k/ft F] End Magnitude[k/ft F] Start Location[ft %] End Location[ft,%] 1 M1 Z -.076 -.076 1.776e-15 20 2 M2 Z -.178 -.178 8.882e-16 1 3 M2 Z -.178 -.178 1 2 4 M2 Z -.178 -.178 2 3 5 M2 Z -.178 -.178 3 4 6 , M2 Z -.178 -.178 4 5 7 M2 Z -.178 -.178 5 6 8 M2 Z -.178 -.178 6 7 9 ' M2 Z -.178 -.216 7 8 10 M2 Z -.216 i -.267 8 9 11 M2 Z ' -.267 -.229 9 10 12 M2 Z , -.229 -.178 10 11 13 1 M2 Z -.178 -.178 11 12 14 1 M2 Z -.178 -.178 12 13 15 ' M2 Z -.178 I -.178 13 14 16 M2 Z -.178 -.178 14 15 17 M2Z -.178 -.178 15 16 18 M2 Z+ -.178 -.178 16 17 19 M2 Z -.178 -.178 17 18 20 M2 Z -.178 -.178 18 19 21 M2 Z -.178 -.178 19 20 RISA -3D Version 13.0.0 [P:\...\...\...\...\5.14 STRUCTURAL\5.14.5 Design Calculations\roof framing.r3d] Page 4 9-50 Boiler Replacement Page 24 • r • r r Company : CEI r r re ` r, Designer : HJO Job Number : 160533 Model : oo T E C MN 8 L O G I E S Mdl NRoof Framing Nov 3, 2016 Checked By: Member Distributed Loads (BLC 7 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Maonitude(k/ft,F1 End Magnitudelk/ft,F1 Start Locationfft,%1 End Location[ft %1 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 M3 M4 M5 M5 M5 M5 M5 M5 M5 M5 M5 M5 M5 M5 M5 M5 M5 M5 M5 Z -.177 Z Z Z Z Z M5 Z Z -.177 2.331e-15 8.5 -.188 -.188 0 9.5 -.204 -.204 2.665e-15 1 -.204 -.204 1 2 -.204 -.204 I 2 3 -.204 -.204 3 4 -.204 -.204 I 4 5 -.204 -.204 5 6 -.204 -.204 6 7 -.204 -.216 7 8 -.216 -.254 8 9 -.254 -.242 9 10 -.242 -.204 10 11 -.204 -.204 11 12 -.204 -.204 12 13 -.204 -.204 13 14 -.204 -.204 14 15 -.204 -.204 15 16 -.204 -.204 16 17 -.204 -.204 17 18 M5 Z -.204 -.204 18 19 M5 M6 Z Z -.204 -.204 19 20 -.076 -.076 3.442e-15 20 Member Distributed Loads (BLC 8 : BLC 4 Transient Area Loads) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] 1 M1 Z .101 .101 2 M2 Z .235 1 .235 3 M2 ! Z .235 ! .235 4 M2 Z .235 .235 5 M2 Z .235 .235 6 , M2 Z .235 .235 7 M2 Z .235 .235 8 M2 Z .235 .235 9 M2 Z .235 .286 10 I M2 Z .286 .353 11 M2 Z .353 .302 12 M2 Z .302 .235 13 M2 Z .235 .235 14 M2 Z .235 .235 15 M2 Z .235 .235 16 M2 Z .235 .235 17 M2 Z .235 .235 18 M2 Z .235 .235 19 M2 Z .235 .235 20 M2 I Z .235 .235 21 M2 Z .235 .235 22 ; M3 Z .233 .233 23 . M4 1 Z .248 .248 24 I M5 Z .269 .269 25 M5 Z .269 .269 26 M5 Z .269 .269 27 M5 Z .269 .269 28 ! M5 Z .269 .269 29 M5 Z .269 .269 30 I M5 Z .269 .269 Start Locaticn[ft,%] 1.776e-15 8.882e-16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2.331e-15 0 2.665e-15 1 2 3 4 5 6 End Location[ft %] 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 8.5 9.5 1 2 3 4 5 6 7 RISA -3D Version 13.0.0 [P:\...\...\...\...\5.14 STRUCTURAL.\5.14.5 Design Calculations\roof framing.r3d] Page 5 9-50 Boiler Replacement Page 25 r Company : CEI r , " ( f, Designer : HJO Job Number : 160533 TECHNOLOGIES Model Name : Roof Framing Nov 3, 2016 Checked By: Member Distributed Loads (BLC 8 : BLC 4 Transient Area Loads) (Continued) Member Label 31 M5 32 M5 33; M5 34 M5 35 M5 36 , M5 37 M5 38 M5 39 • M5 40 M5 41 M5 42 M5 43 , M5 44 M6 Direction Start Magnituderk/ft,F] End Magnitude[k/ft,F1 Start Location[ft,%1 End Location[ft %1. Z .269 .286 7 8 Z .286 .336 8 9 Z .336 .319 9 10 Z .319 ! .269 10 11 Z .269 .269 11 12 Z .269 .269 12 13 Z .269 .269 13 14 Z .269 .269 14 15 Z .269 .269 15 16 Z .269 .269 16 17 Z .269 .269 17 18 Z .269 .269 18 19 Z .269 .269 19 20 Z .101 .101 3.442e-15 20 Member Distributed Loads (BLC 9 : BLC 3 Transient Area Loads) Member Label M1 Direction Start Magnitude[k/ft,F] Z -.037 End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] -.037 1.776e-15 20 2 M2 .3 M2 4 M2 5 ; M2 6 M2 I 7 � M2 8 M2 9 M2 10! M2 Z -.086 Z -.086 -.086 -.086 8.882e-16 1 1 2 Z -.086 z -.086 Z -.086 Z -.086 Z -.086 Z -.085 -.086 2 3 Z -.104 11 M2 12 M2 13 M2 14 M2 15 M2 16 M2 17 M2 _ 18 M2 19 M2 20 M2 Z -.128 Z -.11 Z -.085 Z -.085 Z -.086 Z -.086 Z -.086 Z -.086 Z -.085 Z -.085 21 M2 22 M3 L 23 M4 24 M5 25 M5 26 M5 27 M5 Z -.085 Z -.085 Z -.09 Z -.098 Z -.098 Z -.098 Z -.098 28 M5 29 M5 30 M5 31 M5 Z -.098 Z -.098 Z -.098 Z -.098 32 M5 33 M5 34 M5 35 M5 36 M5 37 M5 38 M5 39 M5 Z -.104 Z -.122 Z -.116 Z -.098 Z -.098 Z -.098 Z -.098 Z -.098 -.086 -.086 -.086 -.085 -.104 -.128 -.11 -.085 -.085 -.086 -.086 -.086 -.086 -.085 -.085 -.085 -.086 -.085 -.09 -.098 -.098 -.098 -.098 -.098 -.098 -.098 -.104 -.122 -.116 -.098 -.098 -.098 -.098 -.098 -.098 3 4 4 I 5 5 6 6 7 _I 7 I 8 8 9 9 10 10 11 11 12 12 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 2.331e-15 8.5 0 9.5 2.665e-15 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 13 13 14 14 15 15 16 RISA -3D Version 13.0.0 [P:\...\...\...\...\5.14 STRUCTURAL\5.14.5 Design Calculations\roof framing.r3d] Page 6 9-50 Boiler Replacement Page 26 r r Company : CEI r r , T , r Designer : HJO , �` Job Number : 160533 T E C H•N O L O G f E s Model Name : Roof Framing Nov 3, 2016 Checked By: Member Distributed Loads (BLC 9 : BLC 3 Transient Area Loads) (Continued) Member Label Direction Start Magnitudefk/ft,F1 End Maanitudefk/ft Fl , Start Locationfft,%1 End Locationfft %1 40 , M5 Z -.098 -.098 16 17 41 M5 Z I -.098 -.098 17 18 42 M5 Z -.098 -.098 18 19 43 ! M5 Z -.098 -.098 19 20 44 M6 Z -.037 -.037 3.442e-15 20 Joint Loads and Enforced Displacements (BLC 5 : Stack) Joint Label N12 L Direction Z Magnitude[(k,k-ft). (in,rad), (k*s^2/f..1 -.35 N15 L Z -.35 Member Area Loads (BLC 1 : Dead) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] 1 N7 N9 N10 N8 Z i A -B -.014 Member Area Loads (BLC 2 : Snow) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] N7 N9 N10 N8 Z A -B -.025 Member Area Loads (BLC 3 : Wind +) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] 1 N7 N9 N10 N8 Z A -B -.012 Member Area Loads (BLC 4 : Wind -) Joint A N7 Joint B Joint C Joint D Direction Distribution Magnitude[ksf] N9 N10 N8 Z A -B .033 Basic Load Cases BLC Description 1 Dead Snow Wind + Wind - Stack 1BLC 1 Transient Area Lo... 2 3 4 5 6 Category None None None None None X Gra... Y Gra... Z Gra... Joint Point Distrib.. Area(... Surfac... 1 1 1 1 None 7 'BLC 2 Transient Area Lo... 8 BLC 4 Transient Area Lo... g BLC 3 Transient Area Lo...1 None None None 44 44 44 44 Load Combinations Description S... PDe..SR... BLC Fa... BLC Fa 1-1 D Yes! Y, 1 5; 1 j 2 S Yes Y 2 1 3 W- Yes' 4 1 4 1.4D Yes'Y 1 1.4 5! 1.4 i 5 1.2D+1.6S+0.5W Yes Y Yes 6 0.9D+W 1 1.2 2 '1.6 3 5 1.2 Y! 1 .9 4 ' 1 RISA -3D Version 13.0.0 [P:\...\...\...\...\5.14 STRUCTURAL\5.14.5 Design Calculations\roof framing.r3d] Page 7 9-50 Boiler Replacement Page 27 r r Company Ir f • f Designer Job Number TECHNOLOGIES Model Name : CEI : HJO : 160533 : Roof Framing Nov 3, 2016 Checked By: Envelope Joint Reactions Joint X [k] 1 N9 max 0 2 min' 0 3 N2 max 0 4 min 0 5 N4 max 0 6 min 0 7 N5 max 1 0 8 min 0 9 N10 max 0 10 min 1 0 11 N1 max 0 12 min 0 13 N3 max l 0 14 min 0 15 N6 maxl 0 16 min 0 17 N8 max i 0 18 min 0 19 N7 max 0 20 min , 0 21 Totals: max 0 LC 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Y [k] LC Z [k] LC MX [k -ft] LC 0 1 2.164 ,51 0 1 1 -1.008 3 0 11 1 6.644 5 0 1 1 -3.118 3 0 1 1 1.98 5 0 1 1 -.991 3 0 1 1 6.818 5 0 1 1 -3.25 3 0 1 1 2.164 f 5 0 1 ' 1 -1.008 3 0 1 , 1 6.46 5 0 1 1 , -3.045 3 ' 0 1 1 2.342 5 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22 min ; 0 MY [k -ft] LC MZ [k -ft] LC 0 1 0 1 0 ,1! 0 1 .004 3 0 ; 1 -.011 5 0 1 0 3 0 1 0 5 0 1 .01 5 0 1 -.004 3 0 1 0 1 0 1 0 , 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 1 -1.176 3 0 1 1 6.685 5 0 11 1 , -3.2 3 0 1 1 2.164 5 I 0 , 1 1 -1.008 3 0 1 1 2.164 5 , 0 1 1 -1.008 1 ' 39.586 5 1 -18.81 ; 3 0 0 1 0 1 0 01 0 0 1 1! 1 0 1 0 1 0 :1 0 1 0 1 0 H 0 11 0 Envelope RISC 14th(360-10): LRFD Steel Code Checks 1 f 2 3 4 5 6 7 8 Member Shape M1 , W10x22 M2 M3 M4 M5 W10x22 W10x22 W10x22 W10x22 Code Check Loc[ft] LC Shear ...Loc[ft] Dir LC phi*Pnc ..phi*Pnt [k]phi*Mn ... phi*Mn ... Cb Eqn M6 M7 M8 W10x22 C10x20 C10x20 Material Takeoff .266 10 , 5 .041 0 I v15 44.712 210.276' 16.47 40.72 1.---H1-lb .944 10 151 .126 0 y 5 1 44.712 210.276 16.47 42.616 1 -1.H1 -1b1 .060 4.25.5 .038 0 v , 5 153.947210.2761 16.47 70.2 1...H1 -1b .080 4.75 5 .044 0 ' y15 142.441210.276' 16.47 69.6141....H1 -lb! .936 10.2.,..51 .129 0 v 5 44.712 210.276 16.47 ,42.194 1...4H1 -1b .266 10 51 .041 0 j y 15 44.712 ''210.276' 16.47 40.72 1-..-H1-1b .257 8.156 5 , .021 14.5 v 5120.893 190.188 5.668 , 35.505 1....H1 -1b .292 8.156 5' .024 14.5 i y 5 20.8931190.188 5.668 35.571 1..:,H1 -1b Material 1 Hot Rolled Steel Size Pieces Length[ft] Weight[K] 2 A36 Gr.36 1 3 A36 Gr.36 4 Total HR Steel C10x20 W10x22 2 6 8 29 98 127 Warning Lop .6 2.2 2.7 Message No Data to Print ... RISA -3D Version 13.0.0 [P:\...\...\...\...\5.14 STRUCTURAL\5.14.5 Design Calculations\roof framing.r3d] Page 8 9-50 Boiler Replacement Page 28 1 1 t 1 1 1 t t put ► ATEA IA Gott._ P1ATi QM bvLr wEIGhr 30 mkt( Nor ` Ir,suLmv) /AY)opic 1D rqsiAL. 000 - ft �/ = 4'90 pLA (1o39( t 6 psf 114z__ W Rp,) t w5uL i tory 6 @ O,S po{ -A ') pt P nit pour k- f-1 fr (v"+1:) (ir y 3P'J , p 9I ,GO►L i,Jt'1G I tom'' e MASS 7x180-/Wf PCA1 fo49M S + 85 triaxt. = 2 I ` -014k w = .$104 40 p9((2- I') t , T,hu. MASS AFFMAN IN E E R S orbled by bean die sheet no. dd chucked dats lob no. 9-50 Boller Replacement Page 29 8A.8,20.1 SISI�,c, DCSIGti SAS 0, .91 er / z fro NOIvgUILpttiG srpucrviiC -- Asa_ -00 CLI 15 --t, 1-Aa1E Lf r RSI s; 5Th`�L. D N./ ivo LI Mi STkuc SOF t,/ -t I, .3.k � ; O.9 r ( r,4`` -.J (8') : 2x Ou(r SUAAIR; ln/U-vDC'0 IN t.umftb c-,t194+L SSS PW- Obot 0,36`` �OFFMAN NGINEERS Med by Wagon dent dale 9-50 Boller Replacement seAaisra Page 30 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 N i 1 t DUCT SuPPOQr Aboltt ream k -/z. iS/z ( pt eUFr- 3S4 0.1 < 2:sX 2:sar Al-fi t r- bttt' (w 13 hp bArvoitsk ale. )3,6- r Rpz 6,0 °14aP We (11-2.30 RP ip os (2,5)(o.9() (3) wP Ifiwt IPS 6.46 (SV1) t 2C G �t)FFNEERSMA,N NI by kalion dole shoal no. dlent chach d date O 9-50 Boiler Replacement SEA4ISaa Page 31 CEI SK - 1 HJO 160533 Air Platform Nov 3, 2016 at 11:49 AM Supply Air Platform.r3d 9-50 Boiler Replacement Page 32 J Loads: BLC 1, D CEI SK -2 HJO Air Platform Nov 3, 2016 at 11:49 AM 160533 Supply Air Platform.r3d 9-50 Boiler Replacement Page 33 Loads: BLC 2, L CEI SK -3 HJO 160533 Air Platform Nov 3, 2016 at 11:49 AM Supply Air Platform.r3d 9-50 Boiler Replacement Page 34 1 .2k/ft Loads: BLC 3, Ex CEI Sly -4 HJO Air Platfoirm Nov 3, 2016 at 11:50 AM 160533 Supply Air Platform.r3d 9-50 Boiler Replacement Page 35 Loads: BLC 4, Ey CEI SK -5 HJO Air Platform Nov 3, 2016 at 11:50 AM 160533 Supply Air Platform.r3d ti 9-50 Boiler Replacement Page 36 1 r. r Company : CEI r . r ( I Designer : HJO .l' � \ Job Number : 160533 E C •A..c�f`' T E C HN O L 0 0 1E S S Model Name : Air Platform Nov 3,2016 Checked By. Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (inA2) 144 Merge Tolerance (in) .12 P -Delta Analysis Tolerance 0.50% Include P -Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Z Gbbal Member Orientation Plane XY Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): LRFD Cold Formed Steel Code AISI S100-12: ASD Wood Code AF&PA NDS -12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-13: ASD Aluminum Code AA ADM 1-10: ASD - Building Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Wamings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR_SET_ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA -3D Version 13.0.0 [P:\...\...1...\...\...\5.14.5 Design Calculations\Supply Air Platform.r3d] Page 1 9-50 Boiler Replacement Page 37 f • , Company : CEI Nov 3, 2016 r ' r `, f Designer : HJO • Job Number : 160533 Checked By. TECHNOLOGIEs Model Name : Air Platform Global, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes Ct X .02 Ct Z .02 T X (sec) Not Entered T Z (sec) Not Entered RX 3 RZ 3 Ct Exp. X .75 Ct Exp. Z .75 SD1 1 SDS 1 S1 1 TL (sec)5 50 Risk Cat _ - I orll OmZ 1 OmX 1 Rho Z 1 Rho X 1 42 1.4 Hot Rolled Steel Properties Label E Iksil G f ksi Nu Therm (\1E..Densitvfk/ft... Yieldfksi R Fufksi Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr. B 29000 __ 11154 .3 .65 .49 35 1.6 60 _ 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shape T Design List Material Design R.. A rin21 Ivvfin4l Izzfin4l J fin4 1 MF Column HSS5x5x4 Column SquareTube A500 Gr.B Rect Typical 4.3 16 16 25.8 2 Beam W10x19 Beam Wide Flange A992 Typical 5.62 4.29 96.3 .233 3 MF Beam HSS8x3x6 Beam Wide Flange A992 Typical 6.88 10 48.5 28.5 Joint Coordinates and Temperatures Label X Y fft Z Eft Tema fF Detach From Dia 1 N1 -.5 0 0 0 2 N2 -.5 8 0 0 3 N3 4 0 0 0 4 N4 4 8 0 0 5 N5 -.5 0 10 0 6 N6 -.5 8 10 0 7 N7 4 0 10 0 8 N8 4 8 10 0 9 N9 -.5 1.875 10 0 RISA -3D Version 13.0.0 [P:\...\...\...\...\...\5.14.5 Design Calculations\Supply Air Platform.r3d] Page 2 9-50 Boiler Replacement Page 38 �- Company : CEI r /- J r Designer : HJO Job Number : 160533 � ' Model Name : Air Platform • T E C HN O L O GI E S Nov 3, 2016 Checked By. Joint Coordinates and Temperatures (Continued) Label X fftl Y Z Ift Temp [F Detach F 10 N10 -.5 6.375 10 0 MF Column 11 N11 4 1.875 10 0 Reaction 12 N12 4 6.375 10 0 A5oo Gr.B Rect 13 N13 1.75 1.875 10 0 Reaction 14 N14 1.75 6.375 10 0 M4 15 N15 5.8 0 10 0 SquareTube 16 17 N16 5.8 8 10 0 N17 -.5 4.125 10 0 Typical 18 N18 4 4.125 10 0 MF Beam MF Beam 19 N19 5.8 1.875 10 0 N7 20 N20 5.8 6.375 10 0 N5 21 N21 5.8 4.125 10 0 Typical 22 N22 .54 1.875 10 0 Beam 23 N23 .54 6.375 10 0 N10 Joint Boundary Conditions Joint Label X Ik/in Y Ik/in Z fk/iin X Rot.[k-ft/radl Y Rot.[k-ft/radl Z Rot.[k-ft/ 1 N4 Reaction Reaction Reaction 90 MF Column Column SquareTubeA5000r.B 2 3 N2 N1 Reaction Reaction Reaction Reaction N5 10 90 MF Column Reaction Reaction A5oo Gr.B Rect Typical 3 M3 4 N3 Reaction Reaction Reaction Column SquareTube Member Primary Data Label I Joint J Joint K Joint Rotate(dea) Section/Shape T Design List Material 1 M1 N2 N6 90 MF Column Column SquareTubeA5000r.B Rect Typical 2 M2 N1 N5 10 90 MF Column Column SquareTube A5oo Gr.B Rect Typical 3 M3 N3 N7 MF Column 90 MF Column Column SquareTube A500 Gr.B Rect Typical 4 M4 N4 N8 90 MF Column Column SquareTube A500 Gr.B Rect Typical 5 M5 N8 N6 MF Beam Beam Wide Flange A992 Typical 6 M6 N5 N6 MF Beam MF Beam Beam Beam Wide Flange Wide Flange A992 A992 Typical Typical 7 M7 N7 N8 8 M8 N7 N5 MF Beam Beam Wide Flange A992 Typical 9 M9 N11 N9 Beam Beam Wide Flange A992 Typical 10 M10 N12 N10 Beam Beam Beam Wide Flange Wide Flange A992 A992 Typical Typical 11 M11 N15 N7 MF Beam 12 M12 N16 N8 MF Beam Beam Beam Wide Flange Wide Flange A992 A992 Typical Typical 13 M13 N15 N16 Beam 14 M14 N18 N17 Beam Beam Wide Flange A992 Typical 15 M15 N19 N11 Beam Beam Wide Flange A992 Typical 16 M16 N21 N18 Beam Beam Wide Flange A992 Typical 17 M17 N20 N12 Beam Beam Wide Flange A992 Typical Hot Rolled Steel Design Parameters Label Shape Len athfftl Lb ft Lbzz(ft Lcomp to ft Lcomp bot ft L -torp... K Kzz Cb Functi... 1 M1 MF Column 10 Lateral 2 M2 MF Column 10 _ Lateral 3 M3 MF Column 10 Lateral RISA -3D Version 13.0.0 [P:\...\...\...\...\...\5.14.5 Design Calculations\Supply Air Platform.r3d] Page 3 9-50 Boiler Replacement Page 39 r Company : CEI r r r ' Designer : HJO ‘ Job Number : 160533 3 IES Model Name : Air Platform T E C H N O L O G Nov 3, 2016 Checked By Hot Rolled Steel Design Parameters (Continued) Label Shape Len gth[ftl Lb ft Lbzz[ftl Lcomp to ft Lcomp bot ft L -tor Cb Functi 4 M4 MF Column 10 0 0 2 M5 Y .254 .254 0 0 Lateral 5 M5 MF Beam 4.5 0 4 Lbyy .254 .254 0 0 -.014 Lateral 6 M6 MF Beam 8 -.005 4.441e-16 Lbyy 6 M12 Z -.005 -.005 0 Lateral 7 M7 MF Beam 8 -.014 .09 Lbyy 8 M15 Z -.02 -.02 Lateral 8 M8 MF Beam 4.5 -.015 -.015 Lbyy 1.8 10 M17 ! Z -.015 -.015 Lateral 9 M9 Beam 4.5 Lbyy Lateral 10 _ 11 M10 Beam 4.5 Lbyy Lbyy Lateral M11 MF Beam 1.8 Lateral 12 M12 MF Beam 1.8 Lbyy Lateral 13 M13 Beam 8 Lbyy Lateral 14 M14 Beam 4.5 Lbyy Lateral 15 M15 Beam 1.8 Lbyy Lateral 16 M16 Beam 1.8 Lbyy Lateral 17 M17 Beam 1.8 Lbyy Lateral Member Distributed Loads (BLC 3 : Ex) Member Label Direction Start Magnetude[k/ft F End Magnitude[k/ft,F] Start Locationfft % L 2 1 M7 M6 X .2 .2 0 X .2 Member Distributed Loads (BLC 4 : Ey) .2 0. End Location[ft,%1 0 0 Member Label Direction Start Magnitude[k/ft.F1 End Mapnitudefk/ft.F1 Start Locationfft.% End Locationfft.% 1 M8 Y .254 .254 0 0 2 M5 Y .254 .254 0 0 3 M11 Y .254 .254 0 0 4 M12 Y .254 .254 0 0 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) Member Label Direction Start Magnitudefk/ft.F1 End Magnitudefk/ft.F1 Start Locationfft.% End Locationfft.% 1 M5 Z -.005 -.005 .09 4.5 2 M8 Z -.005 -.005 .09 4.5 3 M9 Z -.019 -.019 .09 4.5 4 M10 Z -.014 -.014 .09 4.5 5 M11 Z -.005 -.005 4.441e-16 1.8 6 M12 Z -.005 -.005 0 1.8 7 M14 Z -.014 -.014 .09 4.5 8 M15 Z -.02 -.02 2.776e-16 1.8 9 M16 Z -.015 -.015 5.551e-17 1.8 10 M17 ! Z -.015 -.015 4.996e-16 1.8 Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) Member Label Direction Start Magnifudefk/ft.Fl End Maanitudefk/ft.F1 Start Locationfft.% End Locationfft.% 1 M5 Z -.083 -.083 .09 4.5 2 M8 Z -.083 -.083 .09 4.5 3 M9 Z -.333 -.333 .09 4.5 4 M10 Z -.25 -.25 .09 4.5 5 M11 f Z -.088 -.088 4.441e-16 1.8 6 M12 Z -.087 -.087 0 1.8 7 M14 Z -.25 -.25 .09 4.5 RISA -3D Version 13.0.0 [P:\...\...\...\...\...\5.14.5 Design Calculations\Supply Air Platform.r3d] 9-50 Boiler Replacement Page 4 Page 40 r. Company r r r f` Designer ` � '�, i.. 1 Job Number T E C H N O L O c r E S Model Name CEI HJO : 160533 :. Air Platform Nov 3, 2016 Checked By. Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads Continued 8 Member Label M15 Direction Z Start Magnitude[k/ft,F] End Magnitude[k/ft,F] -.35 -.35 Start Location[ft,%] 2.776e-16 End Location[ft,%] 1.8 9 M16 Z -.262 -.262 5.551e-17 1.8 10 M17 Z -.263 -.263 4.996e-16 1.8 Joint Loads and Enforced Displacements (BLC 1 : D) Joint Label L.D.M Direction Maanitade[(k k ft) (in*sA 1 N14 L Z -.9 2 N13 L Z -.9 3 N20 L Z -.3 4 N19 L Z -.3 5 N22 L Z -.3 6 N23 L Z -.3 Joint Loads and Enforced Displacements (BLC 3 : Ex) Joint Label L. D Direction Mactnitude((k,k-ftl. in rad (k*s^ 1 N19 L Z -.3 2 N20 L Z -.3 3 N22 L Z .3 4 N23 L Z .3 Joint Loads and Enforced Displacements SLC 4 : Ey) Joint Label L.D Direction Magnitudef(k,k-ft), in rad (k*s"2/f... 1 N19 L Z .4 2 N22 L Z .4 3 N20 L Z -.4 4 N23 L Z -.4 Member Area Loads (BLC 1: D) Joint A Joint B 1 N16 N15 Joint C N5 Joint D Direction Distribution Magnitude[ksf] N6 Z A -B -.007 Member Area Loads (BLC 2 : L) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] 1 N16 N15 N5 N6 Z A -B -.125 Basic Load Cases BLC Description Cate or X Gra...Y Gra...Z Gra... Joint Point Distrib..Area(... Surfac 1 D None -1 6 1 2 L None 1 3 Ex None 4 2 4 Ey None 4 4 5 BLC 1 Transient Area Lo... None 10 6 BLC 2 Transient Area Lo... None 10 RISA -3D Version 13.0.0 [P:\...\...\...\...\...\5.14.5 Design Calculations\Supply Air Platform.r3d] 9-50 Boiler Replacement Page 5 Page 41 r Company : CEI r ' ' f ; r1 Designer : HJO Job Number : 160533 ' ' ' ' Model Name : Air Platform T E C H N O L O G I E S Nov 3, 2016 Checked By. Load Combinations Description S... PDe..SR... BLC Fa... BLC Fa... BLC Fa... BLC Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... 1_ D Yes y 1 1 2 L Yes Y 2 1 3 D+L Yes Y 1 1 2 1 4 1.4D Yes Y 1 1.4 5 1.2D+1.6L Yes Y 1 1.2 2 1.6 i 6 1.4D+L+Ex+0.3Ey Yes Y 1 1.2 2 1.6 3 1.3 4 .39 7 1.4D+L+Ex-0.3Ey Yes Y 1 1.2 2 1.6 3 1.3 4 -.39 8 1.4D+L-Ex+0.3Ey Yes Y 1 1.2 2 1.6 3 -1.3 4 .39 9 1.4D+L-Ex-0.3EyYes Y 1 1.2 2 1.6 3 1-1.31 4 -.39 10 1.4D+L+Ey+0.3Ex Yes Y 1 1.2 2 1.6 3 .39 , 4 1.3 11 1.4D+L+Ey-0.3Ex Yes Y 1 1.2 2 1.6 3 -.39 4 1.3 12 1.4D+L-Ey+0.3Ex Yes Y 1 1.2 2 1.6 3 .39 4 -1.3 13 1.4D+L-Ey-0.3ExYes Y 1 1.2 2 1.6 3 I-.39, 4 -1.3 14 0.4D+Ex+0.3Ey Yes Y 1 .4 3 1.3 4 .39 15 0.4D+Ex-0.3Ey Yes Y 1 .4 3 , 1.3 4 -.39 16 0.4D-Ex+0.3Ey Yes Y 1 .4 3 -1.3 4 .39 17 0.4D-Ex-0.3Ey Yes Y 1 .4 3 -1.3 4 -.39 18 0.4D+Ey+0.3Ex Yes Y 1 .4 3 .39' 4 1.3 19 0.4D+Ey-0.3Ex Yes Y 1 .4 3 ,-.39 4 1.3 20 21 0.4D-Ey+0.3Ex 0.4D-Ey-0.3Ex Yes Yes Y Y 1 1 .4 .4 3 3 .39 -.39 4 4 -1.3 -1.3 22 1.14D+0.7Ex+0.3Ey Yes Y 1 1.14 3 .91 ' 4 .27 23 1.14D+0.7Ex 0.3Ey Yes y 1 1.14 3 1.911 4 -.27 24 1.14D-0.7Ex+0.3Ey Yes y 1 1.14 3 -.911 4 .27 25 1.14D-0.7Ex-0.3Ey Yes y 1 1.14 3 -.91 4 -.27 26 1.14D+0.7Ey+0.3Ex Yes y 1 1.14 3 .27 4 .91 27 1.14D+0.7Ey-0.3Ex Yes y 1 1.14 3 -.27 4 .91 28 1.14D-0.7Ey+0.3Ex Yes y 1 1.14 3 .27 4 -.91 29 1.14D-0.7Ey-0.3Ex Yes Y 1 1.14 3-.27; 4 -.91 30 1.14D+0.75L+0.525..Yes y 1 1.14 2 .75 3 .683: 4 .21 31 1.14D+0.75L+0.525..Yes y 1 1.14 2 .75 3 .6831 4 -.21 32 1.14D+0.75L-0.525...Yes y 1 1.14 2 .75 3 -.6.-, 4 .21 33 1.14D+0.75L-0.525...Yes y 1 1.14 2 .75 3 I-.6... 4 -.21 34 1.14D+0.75L+0.525..Yes y 1 1.14 2 .75 3 .21 4 .683 35 1.14D+0.75L+0.525..Yes y 1 1.14 2 _75 3 -.21 4 .683 36 1.14D+0.75L-0.525...Yes y 1 1.14 2 .75 3 .21 4 -.6--- 37 1.14D+0.75L-0.525...Yes y 1 1.14 2 .75 3 -.21 4 -.6... 38 0.46D+0.7Ex+0.3Ey Yes Y 1 .46 3 '.91 ' 4 .27 39 0.46D+0.7Ex 0.3Ey Yes Y 1 .46 3 .91 4 -.27 40 0.46D-0.7Ex+0.3Ey Yes Y 1 .46 3 -.91. 4 .27 41 0.46D-0.7Ex-0.3Ey Yes Y 1 .46 3 -.911 4 -.27 42 0.46D+0.7Ey+0.3Ex Yes Y 1 .46 3 '.27 4 .91 43 0.46D+0.7Ey-0.3Ex Yes Y 1 .46 3-.27 4 .91 44 0.46D-0.7Ey}0.3Ex Yes Y 1 .46 3 .27 4 -.91 45 0.46D-0.7Ey-0.3Ex Yes Y 1 .46 3 -.27' 4 -.91 46 Ex Yes Y 3 1 RISA -3D Version 13.0.0 [P:\...\...\...\...\...\5.14.5 Design Calculations\Supply Air Platform.r3d] Page 6 9-50 Boiler Replacement Page 42 , , f 'r Company : CEI r " , r- ( r Designer : HJO \'\ ; ' Job Number . 160533 33 •�<f1 TECHNOLOGIES Model Name : Air Platform Nov 3,2016 Checked By. Envelope Joint Reactions Joint X LC Y LC Z fk LC MX [k -ft] LC 1 N4 max 1.159 8 1.196 21 11.667 6 0 1 0 1 0 1 2 HSS5x5x4 min -1.013 15 -1.233 11 -5.219 17 0 1 0 1 0 1 3 N2 max 1.005 8 .993 20 9.007 8 0 1 0 1 0 1 4 M4 min -1.247 7 -1.035 10 -5.719 15 0 1 0 1 0 1 5 N1 max 1.005 9 1.036 12 8.999 9 0 1 0 1 0 1 6 7 6 7 min -1.247 6 -.995 _ 18 13 -5.706 14 0 1 1 0 1 0 1 1 N3 max 1.158 9 1.232 11.717 7 0 0 1 0 8 6 min -1.015 14 -1.197 19 -5215 16 0 1 0 1 0 1 9 Totals: max 4.16 17 4.161 12 16.28 5 81 11....H1 -1b 10 M10 W10x19 .036 10 min -4.16 14 -4.161 10 0 46 12.563 81 1....H1 -lb 11 M11 Envelope AISC 14th(360-10): LRFD Steel Code Checks Member Shape Code Check Loc ft LC Shear ...Loc[ft] Dir LC phi*Pnc ...phi*Pnt [..phi* 1 M1 HSS5x5x4 .644 10 11 .024 0 y 7 137.218178.02 40 26.255 26.255 1----H1-1b A992 2 M2 HSS5x5x4 .644 10 13 .024 0 y 6 137.218 178.02 26.255 26.255 1. -H1 -lb 3 M3 HSS5x5x4 .748 10 13 .027 0 z 12137.218 178.02 26.255 26.255 1. -..H1 -1b 4 M4 HSS5x5x4 .747 10 11 .027 0 z 10137.218 178.02 26.255 26.255 1....H1 -1b 5 M5 HSS8x3x6 .263 .224 0 7 .053 0 y y y 7 267.359 309.6 29.55 60.3752....H1 60.375 60.375 1....H1-113 1....H1 -lb 6 7 M6 HSS8x3x6 8 11 .045 0 fi 0 13194,742 13194.742 309.6 29.55 M7 HSS8x3x6 252 0 13 .049 309.6 29.55 -1b 8 M8 HSS8x3x6 .263 0 6 .053 0 y 6 267.359 309.6 29.55 60.375 2....H1 -lb 9 M9 W10x19 .040 2.25 13 .035 4.5 y 13 191.27 252.9 12.563 81 11....H1 -1b 10 M10 W10x19 .036 2.25 11 .030 4.5 y 11 191.27 252.9 12.563 81 1....H1 -lb 11 M11 HSS8x3x6i .077 1.8 6 .019 1.8 z 13302.418 309.6 29.55 60.37511....H1 -1b 12 M12 HSS8x3x6� .077 1.8 7 .0191.8 z 11302.418 309.6 29.55 60.375 1....H1 -lb 13 M13 W10x19 .084 4.083 7 .021 � 8 y 6 104.61 252.9 12.563 61.769 1....H1 -lb 14 M14 W10x19 .014 2.25 6 .014 4.5 y 10 191.27 252.9 12.563 81 1....H1 -lb 15 M15 W10x19 I .004 .9 10 .015 ; 1.8 y 9 239.6 252.9 12.563 81 1....H1 -lb 16 M16 W10x19 .003 .9 6 .012 1.8 y 10 239.6 252.9 12.563 81 1....H1 -lb 17 M17 W10x19 .003 .9 12 .014 , 1.8 y 13 239.6 252.9 12.563 81 1....H1 -lb Material Takeoff Material Size Pieces Lenothfft Wei ght[K 1 Hot Rolled Steel 2 A500 Gr.B Rect HSS5x5x4 4 40 .6 3 A992 HSS8x3x6 6 28.6 .7 4 A992 W10x19 7 26.9 .5 5 Total HR Steel 17 95.5 1.8 Waming Log Message No Data to Print ... RISA -3D Version 13.0.0 [P:\...\...\...\...\...\5.14.5 Design Calculations\Supply Air Platform.r3d] Page 7 9-50 Boiler Replacement Page 43 Rectangular HSS Moment Connection Location: Typical moment connection Chord geometry Branch geometry HSS5x5x5/16 HSS8x3x3/8 B:= 5in Bb:= 3in H := 5in Hb := 8in t:= 0.291in tb:= 0.349in U := 0.6 type:_ "T" Material properties F:= 46ksi Fyb:= 46ksi Fu := 58ksi Fub:= 58ksi Loading Vuy := 6.2kip Vux:= 1.1kip Pu := 0.3kip Limits of applicability Zb:= 16.1in3 FEXX••= 70ksi E:= 29000ksi Mux 14.3kip• ft IN PLANE Muy := 1.3kip• ft OUT OF PLANE Branch(es) under In -Plane Bending T- and Cross -Connections -1Hb tb Bb mc -"\-7- -r H l–B–I Not present for T -connection Branch(es) under Out -of -Plane Bending T- and Cross -Connections B B <_35=1 b< min 35,1.25 E =1 t tb Fyb J H <_35=1 t Bb —>_0.25= 1 B Hb Hb 0.5<--A—<_2.0=0 Bb Bb Fy <_ 52ksi A Fyb <_ 52ksi = 1 F<< –0.8A Fyb <_0.8= 1 Fu Fub In -Plane Bending Bb Hb < min 35 , 1.25 I—E = 1 tbVFyb 0.5<_ H A H <_2.0= 1 B B (3:= = 0.6 Ihss (2 t) – 8.591 Qf:= min1.3 – 0.4• - , 1 = 0.9 Hb C FFMAN N G I N EER S project: 9-50 Boiler subject: TYP HSS Connection client: Boeing by: HO date: 11/3/2016 job no.: 160533 9-50 Boiler Replacement Page 44 • Chord Wall Plastification Hb tl := = 1.6 Mn_cwp Fy. t2• Hb [2.171 + �2 + —0-� Ctf if (3 < 0.85 = 17.47 ftkip (1 -PO] "NA" otherwise (12'cwp := 1.0 DCR:= "NA on error Mux = 0.819 4cwp. Mncwp Sidewall Local Yielding F'y:= 1 Fy if type = "T" = 46 ksi (Fy. 0.85) otherwise Mn_sly 0.5• F'y t• (Hb + 5. t)2 if R > 0.85 = "NA" "NA" otherwise cpsly:= 1.0 DCR:= "NA" on error Mux - "NA" sly' Mn_sly Uneven Load Distribution Ft beoi = min B 10 y Bb, BEI = 1.456• in Fyb• tb) t J beoi I Mn_uld := [FYb.[zb_[ 1 - Bb) Bb. Hb. tii "NA" otherwise 4)uld 0.95 Mux DCR:= "NA" on error - "NA Auld' Mn uld Governing In Plane Strength ItiMn_ip:= min((ksly' Mn_sly> 4uld• Mn_uld) (1:Icwp. Mn_cwp otherwise if 3 > 0.85 = "NA" if 0 > 0.85 = 17.47 ft•kip ACOFFMAN N E I N EER S project: 9-50 Boiler subject: TYP HSS Connection client: Boeing by: H10 date: 11/3/2016 job no.: 160533 9-50 Boiler Replacement Page 45 Out of Plane Chord Wall Plastification Mn_cwp F t 2 0.5.Hb- (1+p)+ /2.B.Bb.(L1l�J Q if p <_ 0.85 = 7.875 ft kip Y• (1 -p) 1_p f "NA' otherwise DCR:= "NA" on error Sidewall Local Yielding MuY 0.165 Ocwp• Mn_cwp Mn_sly:= [F'y•t•(B—t)•(Hb +5•t)] if p>0.85 ="NA" "NA" otherwise DCR := "NA" on error Mu— "NA" sly' Mn_sly Uneven Load Distribution Mn uld :_ Fyb' "NA' Zb — 0.5• 1 beoi 12Bbl t� Bb ) J otherwise Mux DCR :_ "NA" on error =_ "NA"' (I) Id. Mn uld Chord Distortional Faillure if p > 0.85 = "NA" Mn_cdf °= 2• Fy t• [Hb- t + JB• H. t• (B + H)] = 24.223 ft -kip cl)cdf:= 1.0 DCR:— Muy — 0.054 4cdf Mn cdf Governing Out of Plane Strength (I)Mn_op min(4cdf Mn_cdf > (1)cwp' Mn_cwp) if 13 < 0.85 = 7.875 ft•kip min(4cdf Mn_cdf , 4sly' Mn_sly> Auld' Mn_uld) otherwise ACOFFMAN N G I N EER S project: 9-50 Boiler subject: TYP HSS Connection client: Boeing by: HJO date: 11/3/2016 job no.: 160533 9-50 Boiler Replacement Page 46 Axial Strength Chord Wall Plastification T-, Y- and Cross -Connections _ 2."4 Pn_cwp . F 2• y t C(1 _ R) + J 1 — of CI if R 0.85 = 50.219 kip "NA" otherwise 141•cwp = 1 OCR:= "NA" on error Shear Yielding Pu cwp' Pn_cwp Reop °= min 5.13— R , 0 .= 0.349 7hss Pn_sy:= 1:13,sy:= 0.95 = 5.974 x 10 3 0.6•Fy•t•B.(2.ri+2•(3eOp) if 0.85<13A 13S "NA" otherwise Pu "NA" OCR := "NA" on error 4sy. Pn_sy Chord Sidewall Local Yielding 2 Fy• t• (5 t + Hb) if (3 = 1.0 = "NA" Pn_csly °= "NA" otherwise (I)csly °= 1.0 OCR:= "NA" on error Sidewall Local Crippling Pn slc °_ _ "NA" 1 11 B v — < 10 = "NA" Ihss Not present for T- or Y- connection if (3 = 1.0 l = "NA" 2 3.Hb I 1.6t 1 + E• Fy• Qf if type H -3.t) 48• t3 1 ITFy• Qf otherwise [H— 3• t) "NA" otherwise cl)slc °— 0.75 if type = "T" = 0.75 0.9 otherwise Pu OCR:- "NA on error = "NA" 'sicPn slc t tf ACOFFMAN N G I N E E R S project: 9-50 Boiler subject: TYP HSS Connection client: Boeing by: HJO date: 11/3/2016 job no.: 160533 9-50 Boiler Replacement Page 47 Uneven Load Distribution Pn_uld Fyb. tb. (2. Hb + 2 beoi — 4• tb) if 3 > 0.85 = "NA" "NA" otherwise Auld 0.95 DCR:= "NA" on error Governing Axial Strength Ont:= Pu 4/uldn_uld — "NA" min(4)uld. Pn_uldPn_slc' Ocwp' Pn_csly) min( cwp. Pn_cwp) if 13 5 0.85 Auld' Pn uld .1)Pn := 41)Pn1 on error Combined otherwise if 13 = 1.0 = 50.219 kip min(On1 , 4sy. Pn_sy) = 50.219 kip Pu( Mux ( Muy + + 0.99 cl)Pn \ Mn_ip/ \4Mn_op) ACOFF vlAN N G I N EER S project: 9-50 Boiler subject: TYP HSS Connection client: Boeing by: HJO date: 11/3/2016 job no.: 160533 9-50 Boiler Replacement Page 48 Rectangular HSS Weld Location: Typical moment connection Chord geometry Branch geometry HSS5x5x5/16 HSS8x3x3/8 B:= 5in Bb:= 3in H := 5in Hb := 8in t:= 0.291 in tb := 0.349in Material properties Fy:= 46ksi FEXX := 70ksi Fyb:= 46ksi Fu := 58ksi Fub := 58ksi Loading Vuy := 6.2kipMux := 14.3kip• ft Vux := 1.1kip Muy := 1.3kip• ft Pu := 0.3kip AISC Table 1(4.1 Effective Weld Properties: beoi min 10 Fy. t Bb, Bj = 1.456• in B Fyb•tb) t le:= 2• Hb + 2• beoi = 18.912. in Hb 2 Sip 3 + bed' Hb = 32.98• int Sop := HO' Bb Bbl kBb — be003 = 26.591• in 3 3• Bb Weld strength check: 2 lb,JNt, M or P ��rV g b A M or P Section A -A Hh 571-6 Not present for T- or Y- connection 2 2 2 Pu Mux Muy I Vux 1 guy 1 kip fequiv •=+—+— \2 + + 5.815 — le Sip Sop) le) le) in Effective weld ACOFFMAN N G I N EER S project: 9-50 Boiler subject: HSS Connection client: Boeing by: HJO date: 11/3/2016 job no.: 160533 9-50 Boiler Replacement Page 49 PJP - Flare Bevel fequiv fw pjp :_5 — 26.66. ksi _. tb 8 4)14:= 0.75 DCR := fw pJp — 0.846 (I)pjp. 0.6. FEXX Fillet 5 tfillet 16 in fequiv fw.fillet — 26.321. ksi 0.707• ttillet 4fillet 0.75 fw.fillet DCR :_ — 0.836 fillet' 0.6' FEXX Base Metal Yield Rn := min(0.6. Fyb. tb, 0.6• Fy. t) = 8.032• kip in �v,:= 1.0 fequiv DCR:_ — 0.724 ckvy' Rn Base Metal Rupture Rn := min(0.6. Fub-tb , 0.6• Fu• t) = 10.127. ksp in (1)vr:= 0.75 fequiv DCR:= — 0.766 Rn AEOFFMAN N61NEERS project: 9-50 Boiler subject: HSS Connection client: Boeing by: HJO date: 11/3/2016 job no.: 160533 9-50 Boiler Replacement Page 50 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: simuumri Profis Anchor 2.6.6 CEI Page: 1 HJO Project: 9-50 Boiler Sub -Project I Pos. No.: TYP Platform Date: 11/3/2016 Specifiers comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 Effective embedment depth: hef = 12.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-14 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: ; E = 0 psi; fyk = 35998 psi; yMs = 1.100 Ix x ly x t = 7.000 in. x 11.000 in. x 0.500 in.; (Recommended plate thickness: calculated (0.039 in.)) Profile: Square HSS (AISC); (L x W x T) = 5.000 in. x 5.000 in. x 0.313 in. Base material: cracked concrete, , fb' = 4500 psi; h = 18.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [Ib, in.Ib] z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9-50 Boiler Replacement Page 51 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Profis Anchor 2.6.6 CEI Page: 2 HJO Project: 9-50 Boiler Sub -Project I Pos. No.: TYP Platform Date: 11/3/2016 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1425 424 300 300 2 1425 424 300 300 3 1425 424 300 300 4 1425 424 300 300 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 5700 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad 03 y T 'on 04 01 02 Load Nue [Ib] Capacity 4, N„ [Ib] Utilization I3N = N.J. Nn Status Steel Strength* 1425 31312 5 OK Pullout Strength* 1425 12361 12 OK Concrete Breakout Strength** 5700 48131 12 OK Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N futa N. > Nua Variables Ase,N [in.2] 0.33 Calculations Nsa [Ib] 41750 Results Nsa [Ib] 41750 3.2 Pullout Strength NPN = W c.P NP Nis =8Abrgfc 4 NpN Z Nua ACI 318-14 Eq. (17.4.1.2) ACI 318-14 Table 17.3.1.1 futa [psi] 125001 W steel 0.750 4) Nsa [Ib] Nua [Ib] 31312 1425 ACI 318-14 Eq. (17.4.3.1) ACI 318-14 Eq. (17.4.3.4) ACI 318-14 Table 17.3.1.1 Variables c,P Abr9 [in.2] % a fc [psi] 1.000 0.65 1.000 4500 Calculations Np [Ib] 23544 Results N. [Ib] 23544 •Y concrete W seismic W nonductile 0.700 0.750 1.000 4, N. [Ib] Nua [Ib] 12361 1425 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -94-94 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 9-50 Boiler Replacement Page 52 www.hilti.us 1011`TI Profis Anchor 2.6.6 Company: Specifier: Address: Phone I Fax: E -Mail: CEI HJO Page: Project: Sub -Project I Pos. No.: Date: 3 9-50 Boiler TYP Platform 11/3/2016 3.3 Concrete Breakout Strength — �ANc AN.0 W ec,N W ed,N W c,N W cp,N Nb Nog Ncbg 2 N. ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 W ec,N W ed,N W cp,N Nb =9hf 1 2eN 551.0 1+3hef = 0.7 + 0.3 Oamin) 5 1.0 1.5het = MAX(---, 1.5h3f) 5 1.0 Cac Oac =167,, alrf:hef3 Variables het [in.] 12.000 ec7.N [in.] ec2,N [in.] 0.000 Oac [In.] kc 0.000 X ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2b) Oa,min [in.] W c,N 1.000 Calculations ANC [in.2] 1760.00 Results Ncbg [Ib] 91679 16 Awe [in.2] 1296.00 4) concrete 0.700 1.000 W eel ,N 1.000 f. [psi] 4500 4) seismic W ec2,N 1.000 0.750 nonductile 1.000 W ed,N 1.000 4> Ncbg [lb] 48131 W cp,N 1.000 Nua [Ib] 5700 Nb [Ib] 67509 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schwan 9-50 Boiler Replacement Page 53 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: I-lII�TI Profis Anchor 2.6.6 CEI Page: 4 HJO Project: 9-50 Boiler Sub -Project I Pos. No.: TYP Platform Date: 11/3/2016 4 Shear Toad Load Vua [Ib] Capacity 0 V. [Ib] Utilization l;v = Vaa/$ V. Status Steel Strength* 424 16282 3 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 1697 128350 2 OK Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = 0.6 Asev futa Vsteel z Vua Variables Ase,v [in 2] 0.33 Calculations Vsa [Ib] 25050 Results ACI 318-14 Eq. (17.5.1.2b) ACI 318-14 Table 17.3.1.1 luta [psi] 125001 Vsa [Ib] 4) steel 25050 0.650 4.2 Pryout Strength ANc Vcpg = kcp [ (A 0) W ec,N W ed,N W c,N W cp,N Nb] 4> Vcpg z Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 hef Vsa [Ib] Vua [Ib] 16282 424 W ec,N W ed,N W cp,N Nb 1 = (1 551.0 3hef =0.7+0.3(Ca,min\ 51.0 her `1.5 = MAX Ca_ min 1.5hef < 1.0 Cac Cac =16X, aVrchej3 ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2b) Variables kcp Fief [in.] ec1,N [in.] ec2,N [in.] Ca,min [in.] 2 12.000 0.000 0.000 ^� W c,N Cac [in.] kc %, a {c [psi] 1.000 16 1.000 4500 Calculations ANC [in.2] ANco [in.2] W ecl,N W ec2,N W ed,N W cp,N 1760.00 1296.00 1.000 1.000 1.000 1.000 Results Vcpg [Ib] 0 concrete 4) seismic 4> nonductile 4, Vcpg [Ib] Vua [Ib] 183358 0.700 1.000 1.000 128350 1697 Nb [Ib] 67509 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -94M Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9-50 Boiler Replacement Page 54 www.hilti.us 114111-T1 Profis Anchor 2.6.6 Company: Specifier: Address: Phone I Fax: E -Mail: CEI Page: 5 HJO Project: 9-50 Boiler Sub -Project 1 Pos. No.: TYP Platform Date: 11/3/2016 5 Combined tension and shear Toads pN (3V i; Utilization 13N,V [°'o] Status 0.118 0.026 5/3 4 OK 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The () factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding ata load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by 510 - Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schwan 9-50 Boiler Replacement Page 55 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: CEI HJO 1■■11`TI Profis Anchor 2.6.6 Page: Project: Sub -Project I Pos. No.: Date: 6 9-50 Boiler TYP Platform 11/3/2016 7 Installation data Anchor plate, steel: ; E = 0 psi; fyk = 35998 psi Profile: Square HSS (AISC); 5.000 x 5.000 x 0.313 in. Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: calculated (0.039 in.) Drilling method: Hammer drilled Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y Anchor type and diameter: Hex Head ASTM F 1554 GR. 105 3/4 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 12.000 in. Minimum thickness of the base material: 13.000 in. _.___ • _-_-- 1.500 5.500 O 3 Q 4 0 0 o op - 0 0 0 ui 01 02 1.500 • 1.500 4.000 1.500 c.x c+x c -y c„y 1 -2.000 -4.000 2 2.000 -4.000 3 -2.000 4.000 4 2.000 4.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan x 9-50 Boiler Replacement Page 56 www.hilti.us 1■■1116T1 Profis Anchor 2.6.6 Company: Specifier: Address: Phone I Fax: E -Mail: CEI Page: 7 HJO Project: 9-50 Boiler Sub -Project I Pos. No.: TYP Platform Date: 11/3/2016 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9-50 Boiler Replacement Page 57 S)7 (k Sttc. LJf O \A/"K 25 k('io') - Iwo* sos ` 04/ 1 `1,25 SEC: Adc& rAkt U is SA; 9 6,38 4 3 vz 0.1e (21 at -id F k GuYE ) Sp4ck5 704t, tiEv S V: F(go) -b F= 2V 2010111 : gL1,9(2 i 401 �C �t Tv LIRA/mu/lb 5 DESIGN KO. -g„ ' 2- @ Amit-foemit p9� RA CL () + 3e. of Au) (3/k) ' U 2 ►_ 142 AC�FFMAN N G I N E E R S sheet n Poled a laden dant chedeed date 9-50 Boiler Replacement sEm,n. Page 58 SLACK Li/ND LOAc V- 110 MPtA EXPOsO E. C 11,0 p 4BovE 6idtADt; /05) k r) AsscE 4 -to' 2-9,S ~ O'T+EQ 51 -kw -IRE Kt,.:•. (row CrAB,e kht = trc) k' - 0.2S (rAbu 114 - 12/f (,o q/ = (1,04)(0.7)(110)1 3o.G�sF r),1 - 2' T,6 11. t 3 (e O b' CtIG19.;-() 6 fist - E-FFEGr FA( tom: -4 nUoLL. Sr7tk I N Rd .A.- `I1? t?u-C vi rte" PC'Raby • A %opic 2r1 c ST ,t 0,b35o' (PM t s Maxi) po_.1/25 p= q 6 Cr ` 31, G,Lf 0. es*. ' ZO.g psR '- use 2s est C N ?FFMANINEERS Proint by tootion date sheet no. dot chided 9-50 Boller Replacement SEM8,9W Page.59 ASr1& Sr' 4 2ott l;: (F k !2(!-4 61a1) vtip ) = tilt) E6f(14 6,�z } -� (FLuc Alf Ac,6,ut,-whot LOQ) 304 psi PER Ste .4) (MEA414 ,LONG 1-19At 4 0, 6 !, 0,6 ('.o') , 2 c t• --o,20 (ru 1-1) v,2n 3 I� 0,21 k� C, o,fs (st=y / '4, � f (0) (ASCI a) w (1) = a,e (30,6 or) l2�1) .. 23,S of 6,6(olu)) Mu Z31 P /1101 102, 72 -n wa (z. 3 601("91-1" (los (t+ 6,6(0,1.11)-i) c Col 23,509/ 3,/pw 2( p9f 2$ p9f ASGe "i -'(b ftovt -,a tH pc/ CC�FFMAN N G I N E E R S Med by Imam dile sheeted cleat checked deb 9-50 Boller Replacement Page 60 ASME STS -1-2011 MANDATORY APPENDIX I STRUCTURAL DESIGN Gust Effect Factor Calculation The gust effect factor is given by 1+1.712 JgQ2Q2+gR2R2 Gf=0.925 1+1.7IZg„ where R, the resonant response factor, is given by R = 1 R„RhRB (0.53 + 0.47Rd) Rn 7.47N1 = (1 + 10.3N1)5/3 N niLZ = 1 Vz 1 1 R7 - 2 7 (1 - e-zn) for 77 > 0 1 for , =0 (1 = h, B, d) = Rh setting, 27 = 4.6n1h/VVz = RB setting, n = 4.6n1B%V2 Rd setting, 77 = 15.4n1d/Vz = damping ratio VZ - b (33) V �15} where b and a are listed in Table 1-1. gR = .j21oge(3,600n1) + 0.577 J2 loge(3,600n1) 35 The factors gQ and gp may be taken equal to 3.4. V is the 3 -sec gust speed in exposure C at the reference height (obtained from Figs. I-1 and I -la through I -lc). where = 1-z = Q = 2 _ r2 = c 1f33\116 Z given in Table I-1 the intensity of turbulence at height 2 the background response the equivalent height of the structure (0.6h but not less than z,I,;,,) listed for each exposure in Table I-1 Q is given by Q 1 (B�h)o 1 +0.63 63 where B = stack diameter h = stack height Lz = the integral length scale of turbulence at the equivalent height 1.2 _ 42/33) - in which 1 and - are as listed in Table I-1. 9-50 Boiler Replacement Page 61 ASME STS -1-2011 Fig. 1-2 Topographic Factor, K (Cont'd) Equations: Kn = (1 + KI K3 K3)2 Kr determined from table below K2 = (1 - WLih K3 = e r=Rh Parameters for Speed -Up Over Hills and Escarpments Hill Shape Kr/(N/L,,) Exposure Upwind Downwind 8 C D y of Crest of Crest Two-dimensional ridges [or valleys 1.30 1.45 135 3 1.5 15 with negative F/ in Kr/(H/Lh)] Two-dimensional escarpments 0.75 0.85 0.95 2.5 1.5 4 Three-dimensional axisymmetrical hill 0.95 1.05 1.15 4 1.5 1.5 Table 1-1 Terrain Exposure Constants Zmin gt) Exposure a Z9 (ft) a b & b c 1 (ft) - ]Note (1)] A 5.0 1500 1/5 0.64 1/3.0 0.30 0.45 180 1/2.0 60 8 7.0 1200 1/7 0.84 1/4.0 0.45 0.30 320 1/3.0 30 C 9.5 900 1/9.5 1.00 1/6.5 0.65 0.20 500 1/5.0 15 D 11.5 700 1/11.5 1.07 1/9.0 0.80 0.15 650 1/8.0 7 NOTE: (1) 4,,, = minimum height used to ensure that the equivalent height 2 is greater of 0.6h or Zm;n. For stacks with h < Z, ,,, 2 shall be taken at Zm;,,. 42 9-50 Boiler Replacement Page 62 ?Id 93:41.£ 81.0Z/tt/l :080cON 0 LL -1 N 4 w w U r) CD -j oiO 0 5 J_ co co 0 w oo Z CI O 1 REPLACEMENT U In N O LC) O 9 -50 -6130D -F1 REFERENCE DWG. ca m d coa M. -,9l .Vi o-. i Z(t 6-.£ .l-,IZ ,9-,9 l 'T .- lN --n '- l VERIFY SIDE & DEPTH NEW GRADE BEAM 8'-0' _ m J J_ 11� -1/ I � -,•-] J .Z/l £,.1 - J W m 0 <�) U 0 Q .6-.9 0 .l-,IZ ,9-,9 1 1 1 1 1 1 • 1 1 1 1 1 R -E -n i E (0 A►` il. j kEPA( w/ I' r Fissti GR 55 AutioA.. Auer ck-r 1, 01) (Al coil CikKl- t14 ,'In, jM (0. 'LJ' ow-- INF Itt RFrAIVE tkl, REVI fiUq 4. P,o10ER 900r aEAM (Iv) w&ic CRS(,_. ( *4 6" of SVT, DRELI fPb)Y Yr' rim) lkVi) (u PRS. CSP C ORJ3 t.. SECTION 1, —f t ► l ! MIJ 4c/ Gt, pc/ bk41. aPvXv " MIN RfrV (0 Pitt cAP (E) +'►LECAR \,n fFFMAN G I N E E R S Fr.. 9- S by HT() location date sheet no. client IUEI xi4 checked date ono. 'bo 533 Page 64 HOOK DEV LENGTH FOR TIE BEYOND STM NODAL ZONE t kt-nuwL AWAtIt kEPA(k w/ Hp( ( R 55 A"N(MoR. pot-r°.T 1-p (u} C,v (� Rpm. E 20 KIP FACTORED LOAD TOTAL, DESIGNED FOR 20 KIP PER FOOT ON CORBEL APPROXIMATE STM NODAL ZONE DOWEL RESISTS SHEAR, 20 KIP PER FT • COMPRESSION STRUT • ACFMAN N G I N E E R S me, 9- so location by Mry date cbent boot u6 checked 1 1 1 1 1 1 1 • 1 1 1 1 1 1 1 NAS -f\ (o S EL 5LI\ = I LI 200* I'`I(Pi2c 1_ / 00 sT cit- 4 MI 2•s TV 4 D fvv h° 2(2Alit s ott '24 4 'TtE R.E1rt1r: O,vs (eft .1 VSG It 01. —t 0 � CaFFMARN N G f NEES Protect nr began date sheet no. gent dieeked date Win. Page 66 • • P ,,✓ 25 6 h an?, 6Aersoo .06KS rOtt W 1141141 ! rrt ,66k1 (1 ,649( D t.V oh '• ►r? -1S 61' ta - 1' �r tt 3J0 psi0 Cf, 4 l'4 't use 2,5 + :6,Sao psd (N1 (Ab 3y 1£e *, a w� (cr,tom. boort, I.o(%)(o 0\6 26 d DEV LE r4 t -r `f 15 1W Mc cam' ktv th 9ah' 60ii,c 4. )f 1-oi Sv u )d f saa 6.2S �-6v +4ov1k ACOFFMAN N G I N E E R S protect by location date checked date sheet n0. Jab n0. Page 67 1 1 1 1 1 1 1 • 1 1 1 1 1 Trt kt\/U-HokML't RC:- 0.s`` L P4P1; eisciA P W/ 10 61-90) , u t,t 6 c)L iµ9 ,, (Xlwtt ANGt4oPPAC V A z -O' ei PQ.tr1 `"/ ovtOul t t {, ACOFFMAN N G I N E E R S Protect by tocatton date sheet no. client checked date job no. Page 68 t.1 _U EE H Z W U U w 2 0 c Z 0 c 0 H o WQ J0 J r- • . r. r L r-, L_/ r • L J Page 69 ` • CAA NWaYq 4,1". Tt� T Act! Pie' �3 Ate C Tt,' �/3t d a �.4s p 1 ?t, 2 -t 30" 2.) ; 1146 Ac \ 3' 0(-'j If �2D (h i tti � 1/30w < S2 fU6 4 T�: D,R-(52(``) ` 3 9 " THROVPULO rot8fdki > 3 ''4 br Prof by location date client checked job no. www.hilti.us 1■■III:11"I Profis Anchor 2.6.6 Company: CEI Specifier: hjo Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 9-50 1/24/2018 Specifiers comments: 1 Input data Anchor type and diameter: HIT -RE 500 V3 + Rebar A615 Gr.60 #4 Effective embedment depth: hef,act = 10.000 in. (hef,limlt = - in.) Material: ASTM A 615 Gr.6O Evaluation Service Report: ESR -3814 Issued I Valid: 6/1/20161 1/1/2017 Proof: Design method ACI 318-08 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, fc' = 3000 psi; h = 36.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] z 8 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 71 r-, . L. L i r. L J . r r �. rl L! www.hilti.us 1-1161-ir Profis Anchor 2.6.6 Company: CEI Page: Specifier: hjo Project: Address: Sub -Project I Pos. No.: Phone I Fax: 1 Date: E -Mail: 2 9-50 1/24/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 8500 0 0 0 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load Nua [Ib] Capacity 4 N„ [Ib] Utilization 13N = Nua/4 Nn Status Steel Strength* 8500 11700 73 OK Bond Strength** 8500 9534 90 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 8500 9088 94 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value 4) Nsa > Nua Variables Ase,N [in•2] 0.20 Calculations Nsa [ib] 18000 Results Nsa [lb] 18000 refer to ICC -ES ESR -3814 ACI 318-08 Eq. (D-1) futa [psi] 60000 W steel 0.650 4) Nsa [lb] Nua [lb] 11700 8500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 72 www.hilti.us 1■■III�TI Profis Anchor 2.6.6 Company: CEI Page: Specifier: hjo Project: Address: Sub -Project 1 Pos. No.: Phone I Fax: 1 Date: E -Mail: 3 9-50 1/24/2018 3.2 Bond Strength ANa Na = (AN o) W ed,Na W cp,Na Nba Na 2 Nua ANa = see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) ANO = (2 CNa)2 CNa = 10 da T uncr 1100 1 Wec,Na=(1eN')<_1.0 CNa W ed,Na = 0.7 + 0.3 (Ca =min) 5 1.0 \CNa / a,min CCNa W cp,Na = MAX CCac — _ 1.0 a Nba =X a' T k,cn' dc a' het ACI 318-11 Eq. (0-18) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-20) ACI 318-11 Eq. (D-21) ACI 318-11 Eq. (D-23) ACI 318-11 Eq. (D-25) ACI 318-11 Eq. (D-27) ACI 318-11 Eq. (D-22) Variables T k,c,uncr [PSI] da [in.] hef [in] Ca,min [in] T k,c [psi] 1821 0.500 10.000 3.500 0 ec1,N [in.] ec2,N [in.] Cac [in] X a 0.000 0.000 16.768 1.000 Calculations CNa [in.] ANa [in 2] ANaO [in 2] W ed,Na 6.404 126.86 164.07 0.864 W ec1,Na W ec2,Na W cp,Na Nba [lb] 1.000 1.000 1.000 21955 Results Na [Ib] bond Na [lb] Nua [Ib] 14667 0.650 9534 8500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schwan Page 73 www.hilti.us 1■■111.1119 Profis Anchor 2.6.6 Company: Specifier: Address: • ? Phone I Fax: E -Mail: 1 CEI hjo Page: Project: Sub -Project I Pos. No.: Date: 4 9-50 1/24/2018 3.3 Concrete Breakout Strength ANc Nth \ANco)Wed,NW c,NW cp,N Nb Ncb z Nue ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) 2 ANcO -9hef 1 ec,N ( 2 e'N ) 5 1.0 3 hef W ed,N = 0.7 + 0.3 \ Ca.mihnef / c 1.0 1.5 W cp,N = MAX Ca,min 1.5hef c 1.0 Cac Cac Nb =kcR h1T5 Variables hof [in.] 10.000 ec1,N [in.] ec2,N [in.] ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Ca,min [in.] 0.000 Cac [In.] kc 0.000 16.768 17 Calculations ANc [in.2] 555.00 Results Ncb [Ib] 13981 ANco [in 2] W ecl,N 900.00 concrete 1.000 Ncb [lb] 0.650 9088 3.500 ( [psi] 3000 W ec2,N 1.000 N. [Ib] 8500 W c,N 1.000 W ed,N 0.770 cp,N 1.000 Nb [Ib] 29445 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 74 www.hilti.us Profis Anchor 2.6.6 Company: CEI Page: Specifier: hjo Project: Address: Sub -Project I Pos. No.: Phone I Fax: I Date: E -Mail: 5 9-50 1/24/2018 4 Shear Toad Load V. [Ib] Capacity 4) Vin [Ib] Utilization (v = VUe/j V. Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength controls)* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The cD factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 75 www.hilti.us Profis Anchor 2.6.6 Company: Specifier: Address: Phone I Fax: E -Mail: CEI hjo Page: Project: Sub -Project I Pos. No.: Date: 6 9-50 1/24/2018 6 Installation data Anchor plate, steel: - Profile: - Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: Hammer drilled Cleaning: Compressed air cleaning 6.1 Recommended accessories Anchor type and diameter: HIT -RE 500 V3 + Rebar A615 Gr.60 #4 Installation torque: - Hole diameter in the base material: 0.625 in. Hole depth in the base material: 10.000 in. Minimum thickness of the base material: 11.250 in. of the drilled hole according to instructions for use is required Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor in. Anchor x 1 0.000 0.000 3.500 • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush c+x c -r c+y • Dispenser including cassette and mixer • For deep installations, a piston plug is necessary • Torque wrench 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 76 www.hilti.us 1-11`T1 Profis Anchor 2.6.6 Company: Specifier: Address: Phone I Fax: E -Mail: CEI hjo Page: Project: Sub -Project I Pos. No.: Date: 9-50 1/24/2018 Specifiers comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.lb] HIT -RE 500 V3 + Rebar A615 Gr.60 #6 hef,act = 6.000 in. (hef,limit = - in.) ASTM A 615 Gr.60 ESR -3814 6/1/201611/1/2017 Design method ACI 318-08 / Chem - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 36.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no eo Z v Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -94981 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 77 www.hilti.us 10111167r Profis Anchor 2.6.6 Company: CEI Specifier: hjo Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 9-50 1/24/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 10000 10000 0 max. concrete compressive strain: - [%u] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Load Nua [Ib] Capacity $ Nn [Ib] Utilization it = Nua/4 Nn Status Steel Strength* N/A N/A N/A N/A Bond Strength** N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 78 www.hilti.us 1-11`TI Profis Anchor 2.6.6 Company: CEI Page: Specifier: hjo Project: Address: Sub -Project 1 Pos. No.: Phone I Fax: 1 Date: E -Mail: 3 9-50 1/24/2018 4 Shear Toad Load Vua [Ib] Capacity $ Vn [Ib] Utilization !fiv = Vu./4,V,, Status Steel Strength* 10000 14256 71 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Concrete Breakout 10000 19159 53 OK Strength controls)** Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value 4> Vsteel a Vua Variables Ase,v [in•2] refer to ICC -ES ESR -3814 ACI 318-08 Eq. (D-2) futa [psi] 0.44 Calculations Vsa [Ib] 23760 Results Vsa [Ib] 23760 60000 4) steel 0.600 4> Vsa [Ib] Vua [Ib] 14256 10000 4.2 Pryout Strength (Concrete Breakout Strength controls) _ ANc Vcp — kcp L ANco/ W ed,N W c,N V cp,N Nb] Vcp > Vua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 .1!f Wec,N= 1+2eN 51.0 3 heft W ed,N = 0.7 + 0.3 (1.5Ca,minh) 5 1.0 ef W cp.N = MAX(Ca,min 1.5hef1 c 1.0 Cec Cec f Nb = kc R chef5 Variables kcp 2 hef [in.] ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec1,N [in.] ec2,N [in.] Ca,min [in.] 6.000 0.000 0.000 10.000 c.N Cac [in.] kc % fc [psi] 1.000 8.969 17 1 3000 Calculations ANc [in.2] ANco [In.2] V ec1,N W ec2,N W ed,N 324.00 324.00 1.000 1.000 1.000 Results Vg, [Ib] 4) concrete 4) Vcp [Ib] Vua [Ib] 27369 0.700 19159 10000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan V cp,N 1.000 Nb [lb] 13685 Page 79 1 www.hilti.us 1411eIr 1 Profis Anchor 2.6.6 Company: CEI Specifier: hjo Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 4 9-50 1/24/2018 5 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The cp factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 80 www.hilti.us Profis Anchor 2.6.6 Company: Specifier: Address: Phone I Fax: E -Mail: CEI hjo Page: Project: Sub -Project I Pos. No.: Date: 5 9-50 1/24/2018 6 Installation data Anchor plate, steel: - Profile: - Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: Hammer drilled Cleaning: Compressed air cleaning 6.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor in. Anchor type and diameter: HIT -RE 500 V3 + Rebar A615 Gr.60 #6 Installation torque: - Hole diameter in the base material: 0.875 in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 7.750 in. of the drilled hole according to instructions for use is required Cleaning Setting Anchor x 1 0.000 0.000 10.000 C+x • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush c -y C+y • Dispenser including cassette and mixer • For deep installations, a piston plug is necessary • Torque wrench 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 81 MAYES TESTING ENGINEERS, INC October 29, 2018 City of Tukwila Building Department 6200 Southcenter Blvd Tukwila, WA 98188 Attention: Building Official Re: Boeing Tukwila Bldg 9-50 Boiler 1 Replacement Tukwila, WA Project No. M7171664 A irerracan COMPANY Final Letter Permit No: D17-0011 D18-0096 This is to advise you that special inspections are complete for the referenced project. The following inspections were required: • 4000 — Concrete Construction • 4004 — Welding • 4025 — Steel Construction • 4028 — Reinforcing Steel -Welding • 4034 — Metal Plate Connected Wood Trusses > 60 feet • 4035 — Soils (performed by others) • 4037 — Cast in Place Deep Foundations • 4046 — Epoxy/Expansion Concrete Anchor Bolts Seattle Office 20225 Cedar Valey Road are 110 Ly i snood, WA 93036 ph 425.7429363 fax425.745.1737 Tacoma Office 10029S. Tacoma Way Sure E-2 Tacoma, WA 92499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Dive Sure 190 Portland, OR 97211 ph 503281.7515 fax 503.281.7579 Special inspections were performed for the following activities and copies of reports have been sent to you: • 4000 — Concrete Construction • 4004 — Welding • 4025 — Steel Construction • 4028 — Reinforcing Steel -Welding • 4034 — Metal Plate Connected Wood Trusses • 4037 — Cast in Place Deep Foundations • 4046 — Epoxy/Expansion Concrete Anchor Bolts To the best of our knowledge, all work inspected conformed to City of Tukwila approved drawings or engineer approved changes. Sincerely, MAYES TESTING ENGINEERS, INC. Timothy G. Beckerle, P.E. Principal MAYES TESTING ENGINEERS, INC. AirefraCen COMPANY October 24, 2018 City of Tukwila Building Department 6200 Southcenter Blvd Tukwila, WA 98188 Attention: Building Official Re: Boeing Tukwila Bldg 9-50 Final Letter Boiler 1 Replacement Permit No. D17-0011 Tukwila, WA D18-0096 Project No. M7171664 Sea office 20225Cedar V 1eyRoad Suite 110 Lynrmood, WA 98036 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Pcdand office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281.7515 fax 503281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Structural Steel Erection • Structural Steel Fabrication • Reinforced Concrete • Proprietary Anchors To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust this provides you with the information that you require. Should you have any questions please call us at 425-742-9360. Sincerely, Mayes Testing Engineers, Inc. Timothy G. Beckerle, P.E. Principal October 24, 2018 Mr. Kevin Rambaldini Construction Manager The Boeing Company Tukwila, WA Mechanical • Electrical • Civil CorrosiDn Control, • PM/CM Project: 9-50 Boiler #1 Replacement Subject: Review of Final Installation Dear Mr. Rambaldini: On March 6"', 2018 Coffman Engineers, Inc. ("Coffman"), through its representatives, completed its punch list walkthrough of the Boiler #1 installation in Building 9-50. Coffman representatives reviewed the construction work with representatives from Skanska, Auburn Mechanical, and Boeing Engineering. Coffinan's review of the construction work was limited to a walkthrough of the site and visual observation of the construction work. Coffman submitted a Field Observation Report listing remaining items that were addressed and documented by all parties in the construction meeting minutes in the weeks after. Based on this information and Coffman's walkthrough of the site, Coffman did not observe any significant deviation from the design document. Please contact me directly at (206) 521-0748 if you have any question. Sincerely, COFFMAN ENGINEERS, INC. Michel Sotura, P.E. Principal SEATTLE 1 1101 2"Ave., Ste.400 1 Seattle,WA 98101-2923 1 206.623.0717 LASTING creativity 1 results 1 relationships www.coffman.com April 05, 2018 • N City of Tukwila Department of Community Development MARTIN PROBST PO BOX 3707; M/C: 46-208 SEATTLE, WA 98124 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0096 BOEING #9-050 - BOILER - 9725 E MARGINAL WAY S BLDG 9-050 Dear MARTIN PROBST, 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 INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of24x36; all sheets shall be the same size. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "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). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Engineer shall require the "Date" of signature with the stamp and signature on all engineer's plan sheets. See General Note above. Note: Contingent on response to these corrections, further plan review may request for additional corrections. 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. Sincerely, ..?4;k0 Bill Rambo Permit Technician File No. D18-0096 6300 Snuthcenter Rnulevnrd ,Shite -1 nn • Tulrwiln Wnchinot,m OR 1 RR . Ah.,..,', 1/1K_A 2/ 247/1 c , lnh 121 2,-.-c PERMIT COORD COPY' PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0096 DATE: 04/18/18 PROJECT NAME: BOEING #9-50 - BOILER SITE ADDRESS: 9725 E MARGINAL WAY S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: IOC 14448 Division 1111 Fire Prevention Public Works n Structural n Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 04/19/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 05/15/18 Approved Corrections Required n Approved with Conditions nDenied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPV PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0096 PROJECT NAME: BOEING #9-050 - BOILER DATE: 04/02/18 SITE ADDRESS: 9725 E MARGINAL WAY S BLDG 9-050 X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: �s Qw(g. Building Division IF d\s J/ - Public Works Fire Prevention Structural Hay 3 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/03/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/01/18 Approved ❑ Approved with Conditions ❑ Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only �. j� CORRECTION LETTER MAILED: ` -S 6 Departments issued corrections: Bldg L Fire ❑ Ping 0 PW 0 Staff Initials: w✓� 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: April 18, 2018 Plan Check/Permit Number: D 18-0096 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-50 - Boiler Project Address: 9725 E Marginal Way S Contact Person: Louie Baweja Phone Number: 206-521-0760 Summary of Revision: The revision includes written dates of the signatures from all Professional Engineer wet stamps. RECEIVED CITY OF TUKWILA APR 18 2018 PERMIT CENTER GO, G1, 1 Al OR, 1A01, 1A10, RFA160, A506, S2A, S2B, S2C, 1S6OR, RFS450R, 1S60, Sheet Number(s): RFS3, 15455, RFS450, S533, S534, S535 "Cloud" or highlight all areas of revision including date of revision c C Received at the City of Tukwila Permit Center by: a—Entered in TRAKiT on 14-1 e l C \ Users \bill-r\Desktop Revision Submittal Form doc Revised August 2015 C:11 Washington State Department of Labor & Industries BOEING; COMPANY, THE Owner or tradesperson LOHR, MICHAEL Principals LOHR, MICFIAEL, SECRETARY Horne Espanol Contact Safety & Health Claims & Insurance Search L&I J A -Z Index Help My L&I Workplace Rights Trades & Licensing MCNERNEY', W (JAMES), PRESIDENT (End: 01/13/2017) WOLTER, CHRISTOPHER, TREASURER (End: 01/16/2015) READ, PAUL, SECRETARY (End: 02/07'/2013) SHRONTZ, 1= A, SECRETARY (End: 02/07/2013) GIVAN, B E, SECRETARY (End: 02/07/2013) KING, C G, SECRETARY (End: 02/07/2013) BEIGHLE, D P, TREASURER (End: 02/07/2013) COLLINS, T J, TREASURER (End: 02/07/2013) BUDINICH, Y M, TREASURER (End: 02/07/2013) WOODARD, R B, TREASURER (End: 02/07/2013) CRUZE, D D, TREASURER (End: 02/07/2013) CONDIT, P M, TREASURER (End: 02/07/2013) 100 N RIVERSIDE M/C 5003-4027 CHICAGO, IL 60606-1596 312-544-2535 WA UBI No. Business type 178 005 030 Corporation 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. BOEINC*294ML Effective — expiration 07/13/1971— 01/18/2019 Bond Help us improve FEDERAL INS CO Bond account no. 81312466 $12,000.00 Received by L&I Effective date 01/14/2002 0110112002 Expiration date Until Canceled Insurance Ace American Insurance Company Policy no. HDOG27870442 $10,000,000.00 Received by L&I Effective date 10/06/2017 10/01/2017 Expiration date 10/01/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 700,216-00 Doing business as BOEING COMPANY THE Estimated workers reported N/A L&I account contact (360)902-4817 Track this contractor Self Insured. This business is certified to cover its own workers' comp costs. No premiums due. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 02/27/2018 Inspection no. 317948012 Location 3003 W Casino Rd Everett, WA 98203 No violations Help us improve Inspection results date 07/31/2017 Inspection no. 317945013 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 07/07/2017 Inspection no. 317945444 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 05/10/2017 Inspection no. 317944514 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 04/21/2017 Inspection no. 317944148 Location 737 Logan Ave. N. Renton, WA 98055 Inspection results date 03/14/2017 Inspection no. 317943931 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 10/13/2016 Inspection no. 317940860 Location 7755 E. Marginal Way Seattle, WA 98108 Inspection results date 10/04/2016 Inspection no. 317942065 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date No violations No violations No violations Violations Violations No violations Violations Help us improve 09/09/2016 Inspection no. 317941079 Location 2400 Perimeter Rd Auburn, WA 98001 Inspection results date 06/01/2016 Inspection no. 317940136 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 03/25/2016 Inspection no. 317939415 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 03/07/2016 Inspection no. 317939171 Location 2400 Perimeter Rd Auburn, WA 98001 Inspection results date 02/24/2016 Inspection no. 317938546 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 12/16/2015 Inspection no. 317937871 Location 701 1st Avenue North Algona, WA 98001 Inspection results date 07/30/2015 Inspection no. 317936638 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 07/27/2015 Inspection no. No violations No violations No violations No violations Violations No violations No violations No violations Help us improve 317936709 Location 700 15th St SW Auburn, WA 98002 Inspection results date 07/01/2015 Inspection no. 317936252 Location 18001 Canyon Road E Puyallup, WA 98371 Inspection results date 06/15/2015 Inspection no. 317935564 Location 18001 Canyon Rd E Puyallup, WA 98373 Inspection results date 03/17/2015 Inspection no. 317613784 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 01/29/2015 Inspection no. 317615136 Location 17-06 Bldg. Auburn, WA 98001 Inspection results date 12/24/2014 Inspection no. 317583854 Location 2400 Perimeter Rd Auburn, WA 98001 Inspection results date 12/05/2014 Inspection no. 317607786 Location 800 N. 6th St Renton, WA 98055 Inspection results date 11/19/2014 Inspection no. 317382018 Location No violations No violations No violations No violations No violations Violations Violations Help us improve 3003 W Casino Rd Everett, WA 98203 Inspection results date 11/13/2014 Inspection no. 317606580 Location 7742 East Marginal Way S Seattle, WA 98108 Inspection results date 11/06/2014 Inspection no. 317385177 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 09/10/2014 Inspection no. 317385409 Location 18001 Canyon Rd E Puyallup, WA 98375 Inspection results date 08/20/2014 Inspection no. 317400943 Location 2400 Perimeter Rd Auburn, WA 98001 Inspection results date 08/04/2014 Inspection no. 317319127 Location 18001 Canyon Road E Puyallup, WA 98371 Inspection results date 07/15/2014 Inspection no. 317381622 Location Park Avenue, Bldg 41 2 Renton, WA 98055 Inspection results date 06/24/2014 Inspection no. 317298792 Location 3003 W Casino Rd Everett, WA 98203 No violations Violations No violations Violations No violations No violations Violations Help us improve Inspection results date 06/12/2014 Inspection no. 316964311 Location 3003 West Casino Road Everett, WA 98203-1910 Inspection results date 06/12/2014 Inspection no. 316973932 Location 3003 West Casino Road Everett, WA 98203-1910 Inspection results date 01/09/2014 Inspection no. 316895937 Location 2400 Perimeter Rd Auburn, WA 98002 Inspection results date 10/25/2013 Inspection no. 316848662 Location Park Avenue, Bldg 41.2. Renton, WA 98055 Inspection results date 10/08/2013 Inspection no. 316854975 Location 3003 West Casino Road Everett, WA 98203-1910 Inspection results date 07/03/2013 Inspection no. 316776152 Location 3003 W Casino Rd Everett, WA 98204 Inspection results date 07/01/2013 Inspection no. 316580729 Location Fabrication Division Auburn, WA 98002 No violations No violations Violations Violations Violations Violations Violations Help us improve Inspection results date 06/1412013 Inspection no. 316576222 Location N Boeing Field PS Paint Hanger Seattle, WA 98124 Inspection results date 05/13/2013 Inspection no. 316739846 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 03/04/2013 Inspection no. 316581305 Location 2400 Perimeter Rd Auburn, WA 98001 Inspection results date 01/31/2013 Inspection no. 316554260 Location 800 Logan Ave N Bldg 21 Renton, WA 98055 Inspection results date 12/11/2012 Inspection no. 316537158 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 12107/2012 Inspection no. 316535459 Location 700 15th St SW Auburn, WA 98002 Inspection results date 09/12/2012 Inspection no. 315954719 Location 3003 West Casino Road Everett, WA 98204-1910 Inspection results date Violations No violations No violations No violations Violations No violations Violations Help us improve 07/06/2012 Inspection no. 315789933 Location 3003 West Casino Road Everett, WA 98204-1910 Violations / \ Washington State Dept. of Labor & Industries. 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