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Home My WebLink AboutPermit D15-0287 - BOEING #9-99 - LN2 TANK FOUNDATIONBOEING #9-99 LN2 TANK FOUNDATION 9725 E MARGINAL WAY S EXPIRED 06101116 D15-0287 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.Rov Parcel No: 5624200990 DEVELOPMENT PERMIT Permit Number: D15-0287 Address: 9725 E MARGINAL WAYS BLDG 9-099 Issue Date: 12/4/2015 Permit Expires On: 6/1/2016 Project Name: BOEING #9-99 - LN2 TANK FOUNDATION Owner: Name: DESIMONE TRUST BOEING Address: 1201 THIRD AVE STE #5010 C/O BNY MELLON NA, SEATTLE, WA, 98101 Contact Person: Name: JOHN S MURDOCH Phone: (253) 657-0868 Address: PO BOX 3707 M/C 89-14 , SEATTLE, WA, 98124 Contractor: Name: BOEING COMPANY, THE Phone: (312) 544-2535 Address: 100 N RIVERSIDE, M/C 5003-4027 , CHICAGO, IL, 60606-1596 License No: BOEINC*294ML Expiration Date: 1/18/2017 Lender: Name: BOEING COMPANY THE Address: PO BOX 3707 M/C 20-00 PROPERTY TAX DEPT, SEATTLE, WA, 98124 DESCRIPTION OF WORK: OUTDOOR FOUNDATION PERMIT ONLY. PROVIDE FOUNDATION AND SUPPORT FOR TWO LN2 STORAGE TANKS OUTSIDE THE 9-989 BUILDING. MECHANICAL AND/OR FIRE WILL BE FILED UNDER SEPARATE PERMITS Project Valuation: $42,400.00 Fees Collected: $1,493.36 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: VB Occupancy per IBC: U Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No 11� I Permit Center Authorized Signature: UA Date:�� 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 lo^aws regulating construction or the performance of work. I am authorized to sign and obtain this clevelopmInt,bermit @nd agree to the conditions attached to this permit. Sign Prirr Date: 0%t/ l/W/Jr 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: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: 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. 8: 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. 9: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: 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. 12: 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). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: Preparation before concrete placement: Water shall be removed from place of deposit before 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. 15: 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. 16: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: The fire department has no concerns as this permit covers the installation of the foundation only. THE TANK INSTALLATION MUST COMPLY WITH CGA P-18 per IFC chapter 55. 17: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 18: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0201 FOOTING 4037 S I -CAST -I N-P LACE 4000 SI-CONCRETE CONST 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4004 SI-WELDING CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hqp://www.Tuk,AilaWA.P-ov Building Permit No. Project No. Date Application Accepted: Date Application Expires: 15- use 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 King Co Assessor's Tax No.: Site Address: 9725 East Marginal Way So. Suite Number: 9-99 Floor: N/A Tenant Name: The Boeing Company New Tenant: ❑ .....Yes m ..No PROPERTY OWNER Name: The Boeing Company - John S Murdoch Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 CONTACT PERSON — person receiving all project communication Name: John S Murdoch - The Boeing Company Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 Phone: (253) 740-0214 Fax: Email: john.s.murdoch@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: The Boeing Company Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 Phone: (253) 740-0214 Fax: (253) 657-0858 Contr Reg No.: BOEINC*294ML Exp Date: 01/18/2017 Tukwila Business License No.: KkApplicationsTonns-Applications On Line120I I ApplicationsTemM Application Revised - 8-9-11.docx Revised: August 2011 bh ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGPt1EER OF RECORD Company Name: EISI Ltd. Engineer Name: Douglas L. Condit Address: 1900 West Emerson PL Suite 200 City: Seattle State: WA Zip: 98119 Phone: (206) 284-1181 Fax. Email: doug@eisi-engrs.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: -The Boeing Company Address; P.O. Box 3707 M/C 46-88 rC�'7-Seattle State: WA Zip: 98124 Pagel of 4 BUILDING PERMIT INFORMATION — 206-431.3670 Valuation of Project (contractor's bid price): $ 42,400 Existing Building Valuation: $ 0 Describe the scope of work (please provide detailed information): OUTDOOR FOUNDATION PERMIT ONLY. Provide Foundation & Supports for two LN2 Tanks outside the 9-99 Building. Mechanical and or Fire will be filed under separate Permits. Will there be new rack storage? ❑..... Yes JZ.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I" Floor 3,200 2 Floor 3 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? El ....... Yes 21....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS; ❑....... Sprinklers ❑....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or haiardous materials in the building? El ....... Yes Z .......No If "yes, attach list of materials and storage locations o"h a separate 8-112 "x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ ....... On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Fom -Applications On Lire12011 ApplioationsTenmt Application Revised - 8-9-1 l.docx Revisod: August 2011 Page 2 of 4 bh 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 EkAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OkPERJUaY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING W�� Date: 1.1/10/2015 Print NanY John S. Murdoch The Boeing Company Day Telephone: (253) 740-0214 Mailing Address: P.O. Box 3707 M/C 46-88 ___ Seattle WA 98124 City state Zip H:\ApplicationsTonts-Applications On L'uno1201 l ApplicetionsTerntit Application Revised - 8-9.11.doex Revised: August 2011 bh Page 4 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Does Not Apply. Call before you Dig.; 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila El ... Water District #125 ❑ .. Highline ❑ . Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑... Valley View ❑ . Renton El.. Seattle ❑ ...Sewer Use Certificate El ... Sewer Availability Provided Septic System: ❑ 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) ❑ .. Geotechnical Report ❑... Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance El.. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank El.. Curb Cut ❑ .. Pavement Cut El.. Looped Fire Line ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size............ WO # El .. Sewer Main Extension .............Public ❑ Private ❑ ❑ ...Water Main Extension ............. Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line _ ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Mailing ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑... Deduct Water Meter Size " Number of Public Fire Hydrant(s) _ ❑ ...Sewage Treatment Day Telephone: City Water Meter Ref indBilling: Name: Day Telephone: Mailing Address: - --City HAApplicationsTonns-Applications On Line12011 ApplieotionslPmmit Application Revised - 8-9.1 l.docx - Revised: August 2011 bh State Zip State Zip Page 3 of 4 DESCRIPTIONS• PermitTRAK QUANTITY PAID $1,493.36 D15-0287 Address: 9725 E MARGINAL WAY S BLDG 9-099 Apn: 5624200990 $1,493.36 DEVELOPMENT $1,449.57 PERMIT FEE R000.322.100.00.00 0.00 $875.80 PLAN CHECK FEE R000.345.830.00.00 0.00 $569.27 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 TECHNOLOGY FEE $43.79 TECHNOLOGY FEE TOTAL'T: R6623 R000.322.900.04.00 0.00 $43.79 $1,493.36 Date Paid: Thursday, November 12, 2015 Paid By: JOHN S MURDOCH Pay Method: CREDIT CARD 093558 Printed: Thursday, November 12, 2015 1:18 PM 1 of 1 IPWSYSiEMS 4 A ' € LN2 TANK FOUNDATION CALCULATIONS FOR BOEING 9-99 TUKWILLA, WASHINGTON FOR BOEING r.. BY: EISI Ltd. CONSULTING ENGINEERS 1900 WEST EMERSON PL. SUITE 200 SEATTLE, WA. 98119 (206) 284-1181 JOB NO. 14-142q 4-Nov-15 REV WED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION 12, 1, ;k 1 consulting engineers 1900 W Emerson Place #200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 Job No. (-� Sheet , Of Client: h;ekA6 Project: pJ19ty. eq —,rill Subject: L0 2' �"A tG Date: _ I IN II I - 1 I TRENCH W/ HS20 RATED N CONCRETE LID i o 1'-0. 3 -0' 1''1 F.D. C E HIGH FENCE -,==---I1 I I - - I I I I I I POSTS ® 8'-0. $ I SPACING No c 2'-0' I m � 77^ TALL BARRIER RAIL II I I5 SECTIONS®B�30" STORMDRAIN -0") N 11 j i I N.L BARRIER II I 1 I 6'-0" HIGH FENCE �i I i 8". FIRE MAIM 10x2 "-4 3/4" _-_-_- CONf. FOOTING -_-- Li fj o 18'-0" 3 SFCTION a ►� L Al pesign Maps Summary Report f Design Maps Summary Report User —Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.5161N, 122.3031W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III JEF Zoomed View F Wide Area Location USGS-Provided Output S5= 1.518g Sr,s= 1.518g S,,= 1.012g S, = 0.575 g S,Y = 0.862 g . So, = 0.575 g Page 1 of 1 T For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCE,k Response Spectrum i,"T U) Cl 68 9. 0 -.l. 9, T t.l�a UPI :i_2Q '...+ill GU -.'. PC' :.00 0 i.RO 1 GID i 20 2.00 Period, P f'sec) Design Response Spectrum S .10 , 44 r to C11 �_.._..�,p.�..,._ r,.er, 0.20 0.10 0.5,.I C S. 1 UO 1_''_0 z 40 L60 1.$0 :.00 Period, T f sac) For PGA,,, T,, CR„ and C�, values, please view the detailed report. Alttunigh this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. httn_//ehn2-earthquake.wr.usgs.govldesi gnmans/us/summarv.nhn?temnlate=minimal&latit_.. 9/21/2015 ek consulting engineers 1900 W Emerson Place #200 Seattle, WA 98119 Phone (206) 284-1181 * FAX (206) 284-1236 Job No, l Sheet Of Client: Pro ject: Subject: 8y. Date: z -te t 0 t =Ilfro (tip , � -)4 \2>)) 4 6 _ c5-,A lot O •lr C eisi CONSULTING ENGINEERS CONCRETE ULTIMATE STRENGTH - FLEXURAL ver.5/5/05 PROJECT: BOEING 9-99 JOB # 14-142Q ITEM: LN TANK - Foundation 26-Oct-15 CRITERIA: Design Mu = 36.8 ft-kips Ro min @ Mu*1.33 = 48.94 ft-kips Design Vu = 7.9 kips Reinforcing #7 STIRRUPS As = 0.60 sq. in. As 0 sq. in. fc = 4 ksi fy = 60 ksi fy = 60 ksi fct = ksi fct/6.7 < _ (f'c)^.5 E = 29000 ksi B1 = 0.85 (reduce by .05 for every 1000 psi over 4000 osi) t = 18 in S = 12 in d = 14.5 in d = 20.5 in b = 12 in b = 12 in FLEXURAL STRENGTH: SHEAR STRENGTH IN CONCRETE: a = 0.88 in Vc = 31.12 kips eq (11-3) Mn = 506.12 in -kips Vs = 0.00 kips eq (11-15) or 42.18 ft-kips No Av Required .91VIn = 37.96 ft-kips O.K. .75Vn = 23.34 kips O.K. Ro = 0.0034 Avmin = 50*b*s/fy = 0.12 sq. in. Ro min = 0.0033 As = 0.58 sq. in. rho max=.85B1*f'c/fy*(87000/(87000+fy))*.75 = 0.021 SLAB TEMP. REINFORCEMENT: As = 0.002 *b*t = 0.43 sq. in./ft USE: #7 .9Mn = 37.96 ft-kips SHEAR: .85Vn = 23.34 kips FLEXURAL 1r f consulting engineers 1900 W Emerson Place #200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 T wl 4f- I,v !L �,, 4 1,A W sirs Job No*A'�SQ Sheet Vi Of Client: Project: Subject: By. Date: . I ;? A �ht 47, j5ri �, - ? 22 , 3,�5,3 r consulting engineers 1900 W Emerson Place #200 Seattle, WA 98119 Phone (206) 284-1181 0 FAX (206) 284-1236 ell WILU,. ,00 ( -' x 24 x I'-L ca -r— , (po2 C7 0( 6" k' Job No. A -4 Sheet _ Of Client: Project: Subject: 8y. Date:.. 0 SEISMIC: NON BUILDING STRUCTURE ver 3/5/14 PROJECT: Boeing ITEM: LN Tank - Nitrogen eisi CONSULTING ENGINEERS 29-Sep-15 PAGE 1 JOB NO. 14-142 CRITERIA: 2012 IBC Ss = 1.518 Figure 1613.3.1(1), pg 368 S1 = 0.575 Fa = 1 Table 1613.3.3(1), pg 366 Fv = 1.5 Design Cat. D Table 11.6-1 pg 67 Use Group II Table 1.5-1, pg 2 Site Class D Table 11.8-1, pg 68 Vibration Isolation 1 Sms =Fa*Ss 1.52 11.4.1, pg 65 Sml =Fv*S1 0.86 Sds =2/3*Sms 1.017 11.4-3, pg 65 Shc=2/3*Sml 0.58 R = 3 pg. 141 Omega, 1) _ 2 Cd = 3 Importance le = 1 Sec 15.4.1.1, Table 1.5-2 Contents W = 92000 Ibs W = 31000 Ibs Total Weight, Wp= —Ibs Rigid Structure: ASCE 15.4.2, pg 144 V=.3*Sds*W*I = eq 15.4.5 37530 Ibs V/1.4 = 26807 Ibs (WS) Cs = 0.305 W 0.86 eq. 12.4-4 Ev (Vp) = .2*Sds*W = 25020 Ibs VP = 17871 Ibs (WS) Period: eq. 12.8-6 . Ta=Ct*hnAX = 0.077 sec. TI = 16 pg 224 Ct = 0.020 table 12.8-2, pg 90 x = 0.750 Hn = 6.000 ft, height eq. 15.4-1, min. Cs =.044*Sds*le = 0.045 pg. 140 eq 15.4-2. Min if S1>.6 Cs=.85*S1/(R/le)= 0.164 Cs max = Sd1/(T*(R/I)) = 2.512 eq 12.8-3, eq. 12.8-2, pg 89 Cs = Sds/(R/1) = 0.339 USE: Cs := 0.339 eq. 12.8-2, pg 89 V = Cs*W = 41697 USE : 41697 Ibs W/S, V/1.4 = 29784 Ibs 0.242 SEISMICEQUIP12non building SEISMIC: NON BUILDING STRUCTURE ver 3/5/14 PROJECT: Boeing ITEM: LN Tank - Nitrogen MAX A. ti. I tN51UN LUAU (Strength) CG, x = 88 in b = 81 1= No of Anchors(Legs), N = 4 No. of Bolts/Anchor, n = 2 Mo = (Fp*x)+Vp*b/2 = 4682633 in.-Ibs Added Mo = 0 Ibb = Angle = 0.306 radians or 17.56 degrees III = Arm = 268.51 in Tb=Mo*b/2/Ibb*cos= TI=Mo*1/2/III*sin= LC 7 Diagonal Tension, Tu = Mo/Arm - .9*Wp/N +Vp/N = -3981 Ibs OR LC 7 Orthogonal Ten., Tu = Mo/b/(N/2)-.9* Wp/N+Vp/N = 7485 Ibs Shear, Vu = 10424 Ibs .41 29-Sep-15 PAGE JOB NO. 256 in. in.-Ibs 6561 65536 27559 Ibs 2759 Ibs NO TENSION TENSION 2 14-142 SEISMICEQUIP12non building ANCHOR BOLTS (ACI 318 2011, Appendix D) PROJECT: BOEING 9-99 ITEM LN Tank - Transverse LOADS: Shear, Vu = Tension Nu = or phi per phi,tension, steel = ESR reports phi, shear steel = Concrete seismic mode .75, eisi CONSULTING ENGINEERS ver.9/16/13 PAGE 1/4 DATE 13-Oct-15 JOB NO. 14-142R 10.40 kips 7.50 kips 0.65 D4.3, pg 434 Conc. Mode phi = 0.7 0.6 D4.3 Conc. Mode phi = 0.7 0.75 D3.3.4,4 pg 426 Inv. Omega or Brittle = 0.4 D3.3.4.3-d, pg. 426 Anchor bolt: Grade ASTM F593 futa = 85 ksi (not to exceed 125ksi or 1.9*Fy) Fy = 45 ksi 85.5 ksi (1.9*Fy) Size, dia., da = 1.5 in, Ase = 1.37 inA2 Ase = 3.14/4*(do-.9743/nt)^2 Embed., hef = 15 in ha min =3/2*hef = 22.5 in., per D8.5, pg 462 for expansion Abrg = 2.617 inA2 (bearing area of head) No. Shear AB, n = 2 No. Tension AB, n = 2 Anchor Spacing, s1 = 0 in s2 = 3.75 in (s2 in direction of load) smin = 4*da or 6*da for torque or post installed smin, see D8.1, pg 462 Post -Installed cmin = 6*da,undercut 12 cmin = 8*da,torqued controlled = 15 cmin = 10*da,displacement controlled Edge dist., cac = 12 in. critical cac, see D8.6, pg 463 (4*hef except undercut anchors) post -installed (see tested data): undercut, cacmin =2.5*hef torque -controlled, cacmin = 4*hef Per D8.3, pg 462 cast in: non torqued, min edge distance = min cover per ACI, Section 7.7 adhesive, cac = 2*da ha = 22.5 D8.5, pg 462, hamin =1.5*hef = 22.5 in. camin = 15 in. cmin = 3.75 in. for D5.2 cal (in direction of shear) = 18 in. for D6.2 18 in. D5.2 ca2 (in orthogonal Direction) = 12 in., other ca2 = 12 in (1.5*hef)max D6.2 ca2 (in orthogonal Direction) = 12 in., other ca2.1 = 12 in (1.5*Ca1)max eN (tension eccentricity) = 0 in. eV(shear eccentricity) = 0 in. 22.5 27.00 Appendix D 0-A ANCHOR BOLTS PROJECT: BOEING 9-99 kc = Concrete strength , fc' = Modification Factors: wec,N LU1=1/(1+2*eN/3/hef) _ wed,N w2 =.7+.3*camin/1.5/hef = Wc,N w3 = Wcp, N w4 = Wc, p W= wec,V LU5 = 1/(1+2*ev/(3*cal)) =< 1.0 wed,V Lu6 = .7+.3*ca2/1.5/call = wc.V W7 = 4Ph,V 4J8 =(1.5*Cal/ha)^.5 Nominal Bolt Tensile Strength: (D5.1) Nsa = n*Ase*futa = Concrete Breakout Strength: (D5.2) call = Anco=9*hef^2 = Anc =(cal+sl+1.5*hef)*(2*1.5*hef+s2) = Anc =(2*Call)*(2*Ca2) = Anc =(cal +s2+1.5*hef)*(ca2.1 +ca2+sl) = Not to Exceed Nb = kc*(fc)^.5*hef^1.5 = for 11 <hef<25, Nb = 16*(fc)^.5*hef^1.67 = Nb = Ncb = Anc/Anco*LP2*W3*W4*Nb = Ncgb = Anc/Anco*w1*W2*w3*w4*Nb = Use Nn = y eisi CONSULTING ENGINEERS DATE 13-Oct-15 PAG E 2/4 LN Tank - Transverse JOB NO. 14-142R 17 D.5.2.2 (24 for cast in & 17 for post installed), pg 438 4000 psi 1.00 eq. D-8, pg 440 0.90 eq. D-10, pg 441 if camin<1.5*hef, otherwise 1, 4)2 = 0.90 1.25 D.5.2.5, pg 441 (1.25 for cast -in & 1.4 for post -installed) (1.00 per ESR) 1.00 D-12, D.5.2.7, pg 442 (1.0 max.) w4=1.0 if camin=>cac eq D-11, pg 442 1.00 w4=camin/cac => 1.5*hef/cac if camin<cac eq D-12 1.88 1.00 D.5.3.6, pg 444 (1.4 for no cracking, otherwise 1) 1.00 D-36, D.6.2.5, pg 456 Use 1.00 0.83 eq D-38, D.6.2.6, pg 457 or 1 if ca2=> 1.5*cal Use 0.83 1.20 D6.2.7, pg 457 ( use 1.4 for no cracking) (1.2 w/ #4 rebar @ edge) 1.10 D6.2.7,pg 458 232.90 kips eq. D-2, pg 436 (verify hef if ca < 1.5*hef on 3 sides), D5.2.3, pg 439 18 in (1.5 hef max.) 2025 inA2 eq. D-5, pg 437 1974 in^2 (verify with bolt layout) pg 438 864 inA2 Narrow wall Use: Anc = 1974 (Group) 1062 inA2 Near edge: 62.46 kips eq. D-6, pg 438 (single anchor) 103.86 kips eq. D-7, pg 439 (single anchor) 62.46 kips 68.50 kips eq. D-3, pg 437 68.50 kips eq. D-4, pg 437 68.50 kips Nn = 68.50 Appendix D Q ANCHOR BOLTS PROJECT: BOEING 9-99 Concrete Pullout Strength: (135.3) Single Anchor Not to exceed, Npn=wcp*Np = (headed stud) Np max =Abrg*8*fc' = Use Np/bolt = Group Np = Hooked anchor see pg 427 Concrete Side Face Tension: (D5.4) for hef<2.5*Cal = Nsb = 160*cal*(Abrg)^.5*(fc)^.5 = If ca2<3*cal, Nsb*(1+ca2/cal)/4 (up to 3*cal max.)= Group, Nsbg = (1+s/(6*cal))*Nsb = Steel Shear Strength: (136.1) eisi CONSULTING ENGINEERS DATE 13-Oct-15 PAGE 3/4 LN Tank - Transverse JOB NO. 14-142R (for post -installed see test results) 83.74 kips eq D-13, pg 443 83.74 kips eq. D-14, pg 444 Pull-out = 9.145 kips, from Table 83.74 kips ( NpnExp. Anchor) =Lucp*Np = 11.57 kips 167.48 kips Nn =. 68.50 cal = 18 ca2 = 12 45.00 in., then not applicable 294.66 kips eq. D-16, pg 444 122.78 kips D.5.4.1, pg 444 122.78 kips eq. D-17, pg 445 s = 12 in.( Distance to edge) (See ACI 355.2 for post installed anchors) Use Nsb = 110.50 Use Nsbg = 125.23 grout base, g = 1 (if grout w/ cast -in headed bolt use .8, otherwise 1.0) Non headed bolts or post -installed' p = 1 (use p = 1,sleeves not in shear plane use .6) Vsa=.6*(n*Ase,v*futa*p)*g= 139.74 kips eq. D-29, pg 450 Vn = 139.74 Concrete Breakout Strength in Shear: (D6.2) Cal = 18 Ca2 = 1.5*Cal = 27 Use: 1.10 D-39, pg 458 (not less than 1) Shear Parallel to edge (2 otherwise 1) 1 D6.2.1c, pg 451 Avco = 4.5*ca112 = 1458 inA2 eq. D-32, pg 451 Avc = ha*(1.5*(cal+s2)*2+sl )= 1468 inA2 (verify with bolt configuration) If Ca2< 1.5*Cal, ha = 1.5*Cal otherwise 1.5*Cal max Near edge: Avc=h2*(1.5(cal+s2)+(ca2.1+sl))= 1004 inA2 Ca2.1 = 12 lemax =8*do= 12.00 Use le = 12 see D6.2.2 or le = 2*do for torque controled Exp. Anchors Vb=7*(I/do)^.2*do^.5*fc'^.5*ca1^1.5= 83.36 kips eq. D-33, pg 454 Use Avc = 1468 Vcb=(Avc/Avco)*W6*LU7*LU8*Vb= 91.95 kips eq. D-30, pg 451 Group, Vcbg=(Avc/Avco)*w5*W6*LP7*LP8*Vb= 91.95 kips eq. D-31, pg 451 Use V = 91.95 kips Vn 91.95 Appendix D O eisi . CONSULTING ENGINEERS ANCHOR BOLTS DATE 13-Oct-15 , PAGE 4/4 PROJECT: BOEING 9-99 LN Tank - Transverse JOB NO. 14-142R Concrete Pryout Strength: (D6.3) kcp = 2 D.6.3.1 (kcp =1 for hef < 2.5, otherwise 2.0) single Vcp = kcp*Ncb = 137.00 kips eq. D-40, pg 460 (from D5.2) group Vcp = kcp*Ncbg = 137.00 kips eq. D-41, pg 461 Vn = 91.95 Interaction: (D7) Vua/bolt = 5.20 kips . Vn = 91.95 kips Nua/bolt = 3.75 kips Nn = 68.50 kips phi*Vn = 41.38 kips D4.1.2, pg 416 Vua= 10.40 kips OK phi*Nn = 35.96 kips D4.1.2 Nua = 7.50 kips OK For No Combination Required If Vua<.2*phi*Vn = 5 kips D.7.1, pg 461 Combine If Nua<.2*phi*Nn = 4.68 kips D.7.2, pg 461 Combine USE: 1.5" dia. ATR "ASTM 593" Anchors w/ 15 in. emb. Summary phi Capacity Formula Seismic Brittle Nominal Bolt Tensile Strength: (D5.1) Nn = 232.90 kips 0.65 151.39 D-3 151.39 Concrete Breakout Strength: (D5.2) Nn = 68.50 kips 0.65 44.53 D-4/5 33.39 13.36 Concrete Pullout Strength: (D5.3) Nn = 167.48 kips 0.65 108.86 D-14 81.65 32.66 Concrete Side Face Tension: (D5.4) * Nn = 125.23 kips 0.65 81.40 D-18 61.05 24.42 Steel Shear Strength: (D6.1) Vn = 139.74 kips 0.6 83.84 D-19/20 83.84 Concrete Breakout Strength in Shear: (D6.2) * Vn = 91.95 kips 0.6 55.17 D-21/22 41.38 16.55 Concrete Pryout Strength: (D6.3) Vn = 137.00 kips 0.6 82.20 D-30/31 61.65 24.66 Vu = 10.4 Nu = 7.50 *NA if not near slab edge Vn = 16.55 Nn - 13.36 Combine = VuIVn +Nu/Nn = 1.19 OK <= 1.2 eq D-42, pg 461 Allowable Va = 11.82 kips Allowable Ta = 9.54 kips FS = 1.4 Appendix D r eisi CONSULTING ENGINEERS ANCHOR BOLTS ver.9/16/13 PAGE 1/4 (ACI 318 2011, Appendix D) DATE 4-Nov-15 PROJECT: BOEING 9-99 JOB NO. 14-142Q ITEM LN2 Tank - Longitudinal LOADS: Shear, Vu = 20.80 kips Tension Nu = 0.00 kips or phi per phi,tension, steel = 0.65 D4.3, pg 434 Cone. Mode phi = 0.7 ESR reports phi, shear steel = 0.6 D4.3 Cone. Mode phi = 0.7 Concrete seismic mode .75, 0.75 D3.3.4,4 pg 426 Inv. Omega or Brittle = 0.4. D3.3.4.3-d, pg. 426 Anchor bolt: Grade ASTM F593 futa = 85 ksi (not to exceed 125ksi or 1.9*Fy) Fy = 45 ksi 85.5 ksi (1.9*Fy) Size, dia., da = 1.5 in, Ase = 1.37 inA2 Ase = 3.14/4*(do-.9743/nt)^2 Embed., hef = 15 in ha min =3/2*hef = 22.5 in., per D8.5, pg 462 for expansion Abrg = 2.617 inA2 (bearing area of head) No. Shear AB, n = 2 No. Tension AB, n = 2 Anchor Spacing, s1 = 18 in . s2 = 21.5 in (s2 in direction of load) smin = 4*da or 6*da for torque or post installed smin, see D8.1, pg 462 Post -Installed cmin = 6*da,undercut 12 cmin = 8*da,torqued controlled = 15 cmin = 10*da,displacement controlled Edge dist., cac = 6 in. critical cac, see D8.6, pg 463 (4*hef except undercut anchors) post -installed (see tested data): undercut, cacmin =2.5*hef torque -controlled, cacmin = 4*hef Per D8.3, pg 462 cast in: non torqued, min edge distance = min cover. per ACI, Section 7.7 adhesive, cac = 2*da ha = 18 D8.5, pg 462, hamin =1.5*hef = 22.5 in. camin = 2 in. cmin = 3.75 in. for D5.2 cal (in direction of shear) = 2 in. for D6.2 22.5 in. D5.2 ca2 (in orthogonal Direction) = 22.5 in., other ca2 = 3.5 in (1.5*hef)max 22.5 D6.2 ca2 (in orthogonal Direction) = 33.75 in., other ca2.1 = 3 in (1.5*Ca1)max 33.75 eN (tension eccentricity) = 0 in. eV(shear eccentricity) = 0 in. Appendix D GD ANCHOR BOLTS PROJECT: BOEING 9-99 kc = Concrete strength , fc' = Modification Factors: wec,N 4)1=1/0+2*eN/3/hef) _ wed,N w2 =.7+.3*camin/1.5/hef = wc,N w3 = wcp,N w4 = wc,p w= wec,V w5 = 1/(1+2*ev/(3*cal)) =< 1.0 wed,V w6 = .7+.3*ca2/1.5/cal = wc.V w7 = 4Vh,V W =(1.5*Cal/ha)".5 Nominal Bolt Tensile Strength: (135.1) Nsa = n*Ase*futa = Concrete Breakout Strength: (D5.2) eisi CONSULTING ENGINEERS DATE 4-Nov-15 PAGE 2/4 LN2 Tank - Longitudinal JOB NO. 14-142Q 17 D.5.2.2 (24 for cast in & 17 for post installed), pg 438. 4000 psi 1.00 eq. D-8, pg 440 0.73 eq. D-10, pg 441 if camin<1.5*hef, otherwise 1, w2 = 0.73 1.25 D.5.2.5, pg 441 (1.25 for cast -in & 1.4 for post -installed) (1.00 per ESR) 1.00 D-12, D.5.2.7, pg 442 (1.0 max.) w4=1.0 if camin=>cac eq D-11, pg 442 0.33 w4=camin/cac => 1.5*hef/cac if camin<cac eq D-12 0.33 1.00 D.5.3.6, pg 444 (1.4 for no cracking, otherwise 1) 1.00 D-36, D.6.2.5, pg.456 Use 1.00 2.95 eq D-38, D.6.2.6, pg 457 or 1 if ca2=> 1.5*cal Use 1.00 1.20 D6.2.7, pg 457 ( use 1.4 for no cracking) (1.2 w/ #4 rebar @ edge) 0.41 D6.2.7,pg 458 232.90 kips eq. D-2, pg 436 (verify hef if ca < 1.5*hef on 3 sides), D5.2.3, pg 439 cal = 2 in (1.5 hef max.) Anco=9*hef^2 = 2025 in^2 eq. D-5, pg 437 Anc =(cal +sl +1.5*hef)*(2*1.5*hef+s2) = 2826 inA2 (verify with bolt layout) Anc =(2*Cal)*(2*Ca2) = 104 inA2 Narrow wall Anc=(c21+s2+1.5*hef)*(c22.1+ca2+s1) = 2024 inA2 Near edge: Not to Exceed Nb = kc*(fc)^.5*hef^1.5 = 62.46 kips eq. D-6, pg 438 for 11 <hef<25, Nb = 16*(fc)^.5*hef^1.67 = 103.86 kips eq. D-7, pg 439 Nb = 62.46 kips Ncb = Anc/Anco*4)2*w3*w4*Nb = 79.18 kips eq. D-3, pg 437 Ncgb = Anc/Anco*w1*4)2*w3*w4*Nb = 79.18 kips eq. D-4, pg 437 Use Nn = 79.18 kips Appendix,D pg 438 Use: Anc = 2826 (single anchor) (single anchor) Nn = 79.18 (Group) ANCHOR BOLTS PROJECT: BOEING 9-99 Concrete Pullout Strength: (135.3) Single Anchor Not to exceed, Npn=Wcp*Np = (headed stud) Np max =Abrg*8*fc' = Use Np/bolt = Group Np = Hooked anchor see pg 427 Concrete Side Face Tension: (D5.4) for hef<2.5*Cal = Nsb = 160*cal*(Abrg)^.5*(fc)^.5 = If ca2<3*cal, Nsb*(1+ca2/cal)/4 (up to 3*cal max.)= Group, Nsbg = (1+s/(6*ca1))*Nsb = Steel Shear Strength: (136.1) s " eisi CONSULTING ENGINEERS DATE 4-Nov-15 PAGE 3/4 LN2 Tank - Longitudinal JOB NO. 14-142Q (for post -installed see test results) 83.74 kips eq D-13, pg 443 83.74 kips eq. D-14, pg 444 Pull-out = 9.145 kips, from Table 83.74 kips ( NpnExp. Anchor)=wcp*Np = 11.57 kips 167.48 kips Nn = 79.18 cal = 2 ca2 = 3.5 5.00 in., then not applicable 32.74 kips eq. D-16, pg 444 100.27 kips D.5.4.1, pg 444 200.54 kips eq. D-17, pg 445 s = 12 in.( Distance to edge) (See ACI 355.2 for post installed anchors) Use Nsb = 100.27 Use Nsbg = 200.54 grout base, g = 1 (if grout w/ cast -in headed bolt use .8, otherwise 1.0) Non headed bolts or post -installed' p = 1 (use p = 1,sleeves not in shear plane use .6) Vsa=.6*(n*Ase,v*futa*p)*g= 139.74 kips eq. D-29, pg 450 Vn = 139.74 Concrete Breakout Strength in Shear: (136.2) Cal = 22.5 Ca2 = 1.5*Cal = 33.75 Use: 1.00 D-39, pg 458 (not less than 1) Shear Parallel to edge (2 otherwise 1) 1 D6.2.1c, pg 451 Avco = 4.5*ca1^2 = 2278 in^2 eq. D-32, pg 451 Avc = ha*(1.5*(cal+s2)*2+sl)= 2700 in^2 (verify with bolt configuration) If Ca2< 1.5*Cal, ha = 1.5*Cal otherwise 1.5*Cal max Nearedge: Avc=ha*(1.5(cal+s2)+(ca2.1+sl))= 1566 in^2 Ca2.1 = 3 lemax =8*do= 12.00 Use le = 12 see D6.2.2 or le = 2*do for torque controled Exp. Anchors Vb=7*(I/do)1.2*do^.5*fc'^.5*ca1^1.5= 93.63 kips eq. D-33, pg 454 Use Avc = 2700 Vcb=(Avc/Avco)*W6*w7*w8*Vb= 133.16 kips eq. D-30, pg 451 Group, Vcbg=(Avc/Avco)*w5*W6*LV7*LP8*Vb= 133.16 kips eq. D-31, pg 461 Use V = 133.16 kips Vn = 133.16 Appendix D eisi CONSULTING ENGINEERS ANCHOR BOLTS DATE 4-Nov-15 R PAGE 4/4 PROJECT: BOEING 9-99 LN2 Tank -Longitudinal JOB NO. 14-142Q Concrete Pryout Strength: (D6.3) kcp = 2 D.6.3.1 (kcp =1 for hef < 2.5, otherwise 2.0) single Vcp = kcp*Ncb = 158.35 kips eq. D-40, pg 460 (from 135.2) group Vcp = kcp*Ncbg = 158.35 kips eq. D-41, pg 461 Vn = 133.16 Interaction: (D7) Vua/bolt = 10.40 kips Vn = 133.16 kips Nua/bolt = 0.00 kips Nn = 79.18 kips phi*Vn = 59.92 kips D4.1.2, pg 415 Vua= 20.80 kips OK phi*Nn = 41.57 kips D4.1.2 Nua = 0.00 kips OK For No Combination Required If Vua<.2*phi*Vn = 7 kips D.7.1, pg 461 Combine If Nua<.2*phi*Nn = 5.40 kips D.7.2, pg 461 O.K. USE: 1 1/2" dia. ATR "ASTM 593" Anchors w/ 15 in. emb. Summary phi Capacity Formula Seismic Brittle Nominal Bolt Tensile Strength: (D5.1) Nn = 232.90 kips 0.65 151.39 D-3 151.39 Concrete Breakout Strength: (D5.2) Nn = 79.18 kips 0.65 51.47 D-4/5 38.60 15.44 Concrete Pullout Strength: (D5.3) Nn = 167.48 kips 0.65 108.86 D-14 81.65 32.66 Concrete Side Face Tension: (D5.4) *, cast in A. B. Nn = 200.54 kips 0.65 130.35 D-18 97.76 39.11 Steel Shear Strength: (136.1) Vn = 139.74 kips 0.6 . 83.84 D-19/20 83.84 Concrete Breakout Strength in Shear: (D6.2) * Vn = 133.16 kips 0.6 79.90 D-21/22 59.92 23.97 Concrete Pryout Strength: (D6.3) Vn = 158.35 kips 0.6 95.01 D-30/31 71.26 28.50 Vu = 20.8 Nu = 0.00 *NA if not near slab edge Vn = 23.97 Nn = 15.44 Combine = VuIVn +Nu/Nn = 0.87 OK <= 1.2 eq D-42, pg 461 Allowable Va = 17.12 kips Allowable Ta = 11.03 kips FS = 1.4 Appendix D FOUNDATION PROJECT: Boeing ITEM: LN Tank - Nitrogen SP Allow = 1500 psf Ftg Width = 8 ft Thickness, t = 18 Ftg Length = 14 ft Ftg Weight = 40 kips Ftg D+L = 101.5 kips SP(D+L) = . 906 psf OK Hx = 9 ft. to CG Lateral, Fp = 29.78 kips Mo = Fp`Hx= 279 ft-kips Mr = 711 ft-lips X = 4.25 ft OTM SP = 1988 pst OK eisi CONSULTING ENGINEERS PAGE JOB NO. 14-142 in t w [a SEISMICEQUIP12non building consulting engineers 1900 W Emerson Place #200 Seattle, WA 98119 I U11r. LVU) Lu-r- i ivi inn kLuuI zu r- i L./u Job No. �'1�'2� Sheet Of Client: Project: Subject: u M SEISMIC: NON BUILDING STRUCTURE ver 3/5/14 PROJECT: Boeing ITEM: Microbulk Tank eisi CONSULTING ENGINEERS 12-Oct-15 PAGE 1 JOB NO. 14-142 CRITERIA: 2012 IBC Ss = 1.518 Figure 1613.3.1(1), pg 368 S1 = 0.575 Fa = 1 Table 1613.3.3(1), pg 366 Fv = 1.5 Design Cat. D Table 11.6-1 pg 67 Use Group II Table 1.5-1, pg 2 Site Class D Table 11.8-1, pg 68 Vibration Isolation 1 Sms =Fa*Ss 1.52 11.4.1, pg 65 Sm1 =Fv*S1 0.86 Sds =2/3*Sms 1.017 11.4-3, pg 65 Shc=2/3*Sml 0.58 R = . 3 pg. 141 Omega, C = 2 Cd = 3 Importance le = 1 Sec 15.4.1.1, Table 1.5-2 Contents W = 2651 Ibs W = 2692 Ibs Total Weight, Wp = Ibs Rigid Structure: ASCE 15.4.2, pg 144 V=.3*Sds*W*I = eq 15.4.5 1630 Ibs V/1.4 = 1164 Ibs (WS) Cs = 0.305 W 0.43 eq. 12.4-4 Ev ( Vp) = .2*Sds*W = 1087 Ibs VP = 776 Ibs (WS) Period: eq. 12.8-6 Ta=Ct*hn^x = 0.091 sec. TI = 16 pg 224 Ct = 0.020 table 12.8-2, pg 90 x = 0.750 Hn = 7.500 ft, height eq. 15.4-1, min. Cs =.044*Sds*le = 0.045 pg. 140 eq 15.4-2. Min if S1>.6 Cs=.85*S1/(R/le)= 0.164 Cs max = Sd1/(T*(R/1)) = 2.125 eq 12.8-3, I eq. 12.8-2, pg 89 Cs = Sds/(R/I) = 0.339 USE: Cs = 0.339 eq. 12.8-2, pg 89 V = Cs*W = 1811 USE : 1811 Ibs W/S, V/1.4 = 1294 Ibs 0.242 SEISMICEQUIP12non building SEISMIC: NON BUILDING STRUCTURE 12-Oct-15 ver 3/5/14 PAGE PROJECT: Boeing JOB NO. ITEM: Microbulk Tank MAX A. B. TENSION LOAD (Strength) CG, x = 46 in b = 48 1= 48 in. No of Anchors(Legs), N = 4 No. of Bolts/Anchor, n = 1 Mo = (Fp*x)+Vp*b/2 = 109403 in.-Ibs Added Mo = 0 inAbs I Ibb = 2304 Angle = 0.785 radians or 45.00 degrees III =. 2304 Arm = 67.88 in Tb=Mo*b/2/Ibb*cos= 806 Ibs TI=Mo*1/2/III*sin= 806 Ibs LC 7 Diagonal Tension, Tu = Mo/Arm - .9*Wp/N +Vp/N = 681 Ibs TENSION OR LC 7 Orthogonal Ten., Tu = Mo/b/(N/2)-.9* Wp/N+Vp/N = 209 Ibs TENSION Shear, Vu = 453 Ibs OTM: ASD (for equipment) Fp = 1294 Ibs Fpv = .2*Sds*Wp/1.4 776 Ibs Mo = Fp*x + Fpv'b/2 .61VIr = (.6*Wp-Fpv)" b/2 F.S. _ .6*Mr/Mo Orthogonal UPL = (Mo-.6*Mr)/b/2+Fpv/N = THRUST, Rh = (Mo)/(b/2)+Wp/N +Fpv/N= Diagonal UPL = (Mo-.6*Mr)/arm+Fpv/N = THRUST, Rh = (Mo)/arm/2+Wp/N +Fpv/N= 78145 inAbs 58308 in.-Ibs 0.75 < 1.0, ADD HOLD-DOWN ANCHORS 1021 Ibs Uplift/Leg 3158 Ibs/Leg 486 Ibs Uplift/Leg 2105 Ibs/Leg lac 2 14-142 SEISMICEQUIP12non building eisi CONSULTING ENGINEERS ANCHOR BOLTS ver.9/16/13 PAGE 1/4 ' (ACI 318 2011, Appendix D) DATE 4-Nov-15 PROJECT: BOEING 9-99 JOB NO. 14-142Q ITEM Microbulk Tank LOADS: Shear, Vu = 0.45 kips Tension Nu = 0.68 kips or phi per phi,tension, steel = 0.65 D4.3, pg 434 Conc. Mode phi = 0.7 ESR reports phi, shear steel = 0.6 134.3 Conc. Mode phi = 0.7 Concrete seismic mode .75, 0.75 D3.3.4,4 pg 426 Inv. Omega or Brittle = 0.4 D3.3.4.3-d, pg. 426 Anchor bolt: Grade KB-TZ futa = 106 ksi (not to exceed 125ksi or 1.9*Fy) Fy = 84.8 ksi 161.12 ksi (1.9*Fy) Size, dia., da = 0.625 in, Ase = 0.162 inA2 Ase = 3.14/4*(do-.9743/nt)^2 Embed., hef = 4 in ha min =3/2*hef = 6 in., per D8.5, pg 462 for expansion Abrg = 0 inA2 (bearing area of head) No. Shear AB, n = 1 No. Tension AB, n = 1 Anchor Spacing, s1 = 0 in s2 = 0 in (s2 in direction of load) smin = 4*da or 6*da for torque or post installed smin, see D8.1, pg 462 Post -Installed cmin = 6*da,undercut 5 cmin = 8*da,torqued controlled = 6.25 cmin = 10*da,displacement controlled Edge dist., cac = 6 in. critical cac, see D8.6, pg 463 (4*hef except undercut anchors) post -installed (see tested data): undercut, cacmin =2.5*hef torque -controlled, cacmin = 4*hef Per D8.3, pg 462 cast in: non torqued, min edge distance = min cover per ACI, Section 7.7 adhesive, cac = 2*da ha = 18 D8.5, pg 462, hamin =1.5*hef = 6 in. camin = 6 in. cmin = 4.75 in. for D5.2 cal (in direction of shear) = 6 in. for D6.2 6 in. D5.2 ca2 (in orthogonal Direction) = 6 in., other ca2 = 6 in (1.5*hef)max. 6 D6.2 ca2 (in orthogonal Direction) = 9 in., other ca2.1 = 9 in (1.5*Ca1)max 9.00 eN (tension eccentricity) = 0 in. eV(shear eccentricity) = 0 in. O Appendix D ANCHOR BOLTS PROJECT: BOEING 9-99 kc = Concrete strength , fc' = Modification Factors: Wec,N W 1 = 1 /(1 +2*eN/3/hef) _ Wed,N W2 =.7+.3*camin/1.5/hef = Wc,N W3 = Wcp,N W4 = Wc,p W= Wec,V W5 = 1/(1+2*ev/(3*cal)) =< 1.0 Wed,V W6 = .7+.3*ca2/1.5/cal = Wc.V W7 = 4Ph,V 4J8 =(1.5*Cal/ha)1.5 Nominal Bolt Tensile Strength: (D5.1) Nsa = n*Ase*futa = Concrete Breakout Strength: (D5.2) cal = Anco =9*hef^2 = Anc =(cal+sl+1.5*hef)*(2*1.5*hef+s2) = Anc =(2*Cal)*(2*Ca2) = Anc =(cal+s2+1.5*hef)*(ca2.1+ca2+sl) = Not to Exceed Nb = kc*(fc)^.5*hef^1.5 = for 11 <hef<25, Nb = 16*(fc)1*1.5*hef^1.67 = Nb = Ncb = Anc/Anco*W2*W3*W4*Nb = Ncgb = Anc/Anco*W1*W2*W3*W4*Nb = Use Nn = eisi CONSULTING ENGINEERS DATE 4-Nov-15 PAGE 2/4 Microbulk Tank JOB NO. 14-142Q 17 D.5.2.2 (24 for cast in & 17 for post installed), pg 438 4000 psi 1.00 eq. D-8, pg 440 1.00 eq. D-10, pg 441 if camin<1.5*hef, otherwise 1; W2 = 1.00 1.00 D.5.2.5, pg 441 (1.25 for cast -in & 1.4 for post -installed) (1.00 per ESR) 1.00 D-12, D.5.2.7, pg 442 (1.0 max.) W4=1.0 if camin=>cac eq D-11, pg 442 1.00 W4=camin/cac => 1.5*hef/cac if camin<cac eq D-12 1.00 1.00 D.5.3.6, pg 444 (1.4 for no cracking, otherwise 1) 1.00 D-36, D.6.2.5, pg 456 Use 1.00 0.90 eq D-38, D.6.2.6, pg 457 or 1 .if cat=> 1.5*c21 Use 1.00 1.00 D6.2.7, pg 457 ( use 1.4 for no cracking) (1.2 w/ #4 rebar @ edge) 0.71 D6.2.7,pg 458 17.17 kips eq. D-2, pg 436 (verify hef if ca < 1.5*hef on 3 sides), D5.2.3, pg 439 6 in (1.5 hef max.) 144 in^2 eq. D-5, pg 437 144 in^2 (verify with bolt layout) 144 in^2 Narrow wall 144 in^2 Near edge: 8.60 kips eq. D-6, pg 438 11.47 kips eq. D-7, pg 439 8.60 kips 8.60 kips eq. D-3, pg 437 8.60 kips eq. D-4, pg 437 8.60 kips Appendix D pg 438 Use: Anc = 144 (Group) (single anchor) (single anchor) Nn = 8.60 0 ANCHOR BOLTS PROJECT: BOEING 9-99 Concrete Pullout Strength: (D5.3) Single Anchor Not to exceed, Npn=LPcp*Np = (headed stud) Np max =Abrg*8*fc' = Use Np/bolt = Group Np = Hooked anchor see pg 427 Concrete Side Face Tension: (D5.4) for hef<2.5*Cal = Nsb = 160*cal*(Abrg)A.5*(fc)^.5 = If ca2<3*cal, Nsb*(1+ca2/cal)/4 (up to 3*cal max.)= Group, Nsbg = (1+s/(6*cal))*Nsb = Steel Shear Strength: (D6.1) eisi CONSULTING ENGINEERS DATE 4-Nov-15 PAGE 3/4 Microbulk Tank JOB NO. 14-142Q (for post -installed see test results) 0.00 kips eq D-13, pg 443 0.00 kips eq. D-14, pg 444 Pull-out = 9.145 kips, from Table 11.57 kips ( NpnExp. Anchor)=wcp*Np = 11.57 kips 11.57 kips Nn = 8.60 cal = 6 ca2 = 6 15.00 in., then not applicable 0.00 kips eq. D-16, pg 444 0.00 kips D.5.4.1, pg 444 15.43 kips eq. D-17, pg 445 s = 12 in.( Distance to edge) (See ACI 355.2 for post installed anchors) Use Nsb = 11.57 Use Nsbg = 15.43 grout base, g = 1 (if grout w/ cast -in headed bolt use .8, otherwise,1.0) Non headed bolts or post -installed' p = 1 (use p = 1,sleeves not in shear plane use .6) Vsa=.6*(n*Ase,v*futa" p)*g= 10.30 kips eq. D-29, pg 450 Vn = 10.30 Concrete Breakout Strength in Shear: (136.2) Cal = 6 Ca2 = 1.5*Cal = 9 Use: 1.00 D-39, pg 458 (not less than 1) Shear Parallel to edge (2 otherwise 1) 2 D6.2.1c, pg 451 Avco = 4.5*ca1A2 = 162 inA2 eq. D-32, pg 451 Avc = ha*(1.5*(cal+s2)*2+sl)= 324 inA2 (verify with bolt configuration) If Ca2< 1.5*Cal, ha = 1.5*Cal otherwise 1.5*Ca1 max Near edge: Avc=ha*(1.5(cal +s2)+(ca2.1 +sl))= 324 inA2 Ca2.1 = 9 . lemax =8*do= 5.00 Use le = 4 see D6.2.2 or le = 2*do for torque controled Exp. Anchors Vb=7*(I/do)^.2*do^.5*fc'^.5*ca1^1.5= 7.46 kips eq. D-33, pg 454 Use Avc = 324 Vcb=(Avc/Avco)*Lu6*LP7*Lu8*Vb= 29.83 kips eq. D-30, pg 451 Group, Vcbg=(Avc/Avco)*LP5*w6*w7*Lu8*Vb= 29.83 kips eq. D-31, pg 451 Use V = 29.83 kips Vn = 10.30 Appendix D ANCHOR BOLTS PROJECT: BOEING 9-99 Microbulk Tank eisi CONSULTING ENGINEERS DATE PAGE JOB NO Concrete Pryout Strength: (D6.3) kcp = 2 D.6.3.1 (kcp =1 for hef < 2.5, otherwise 2.0) single Vcp = kcp*Ncb = 17.20 kips eq. D-40, pg 460 (from D5.2) group Vcp = kcp*Ncbg = 17.20 kips eq. D-41, pg 461 Vn = Interaction: (D7) Vua/bolt = 0.45 kips Vn = Nua/bolt = 0.68 kips Nn = phi*Vn = 4.64 kips D4.1.2, pg 415 Vua= phi*Nn = 4.52 kips D4.1.2 Nua = For No Combination Required If Vua<.2*phi*Vn = 1 kips D.7.1, pg 461 O.K. If Nua<.2*phi*Nn = 0.59 kips D.7.2, pg 461 Combine USE: 5/8" dia. Hilti "KB-TZ" Anchors w/ 4 in. emb. Summary phi Capacity Nominal Bolt Tensile Strength: (D5.1) Nn = 17.17 kips 0.65 11.16 Concrete Breakout Strength: (D5.2) Nn = 8.60 kips 0.65 5.59 Concrete Pullout Strength: (D5.3) Nn = 11.57 kips 0.65 7.52 Concrete Side Face Tension: (D5.4) *, cast in A. B. Nn = 15.43 kips 0.65 10.03 Steel Shear Strength: (D6.1) Vn = 10.30 kips 0.6 6.18 Concrete Breakout Strength in Shear: (D6.2) * Vn = 29.83 kips 0.6 17.90 Concrete Pryout Strength: (D6.3) Vn = 17.20 kips 0.6 10.32 Vu = 0.453 Nu = 0.68 *NA if not near slab edge Vn = 3.10 Nn = 1.68 Combine = Vu1Vn +Nu/Nn = 0.55 OK <= 1.2 eq D-42, pg 461 Allowable Va = 2.21 kips Allowable Ta = 1.20 Appendix D 10.30 8.60 0.45 0.68 4-Nov-15 4/4 14-142Q 10.30 kips kips kips OK kips OK Formula Seismic Brittle D-3 11.16 D-4/5 4.19 1.68 D-14 5.64 2.26 D-18 7.52 3.01 D-19/20 6.18 D-21 /22 13.42 5.37 D-30/31 7.74 3.10 kips FS = 1.4 Footing Overturning Check EISI, Ltd. CONSULTING ENGINEERS PROJECT: Boeing 9-99 JOB # 14-142Q Item: Microbulk Tank 12-Oct-15 Page F. S. = 1.5 Lateral load: Fp = 1.29 kips OTM = 6.47 ft-kips Vertical Load: Quanitity kips DL 1 2.692 2.692 kips LL 1 2.651 2.651 kips L, ft W, ft T, ft Wt. Footing, ft 8 x 8 x 1.00 x 0.145 kcf = 9.28 kips Total Vertical Load Wt = kips 14.62 CG = 4.00 ft Center of Gravity = 5.00 ft from bot. of ftg. Fp = 1.29 kips Seismic OTM = 6.47 ft-kips Mr = .6*Wt*W/2 = 35 ft-kips FS = 5.42 OK Soils Pressure: Allow S. P. = 1500 psf EQ Soil Pressure: x=(.6*Mr-Mo)/W = 1.00 ft SP = P/A+or-Mc/1 = 304 psf or 153 psf OK if in first 1/3 1222 psf OK D + L Soil Pressure: SP = 228 psf OK OTM RvI-1 ,P.1 �v-Y �A PB I \ sz 51B TYP ae s d "00D so— SAFETY I r 1® VEM 2tt116 `qt�-t -1< Pics V-1 r� VIEW A -A SCALE 114 SCHEMATIC DESIGN SPECIFICATION ITEM INNER VESSEL CODE _ ASME SEC. Vl11. DIV 1 RELIEF SETTING MAWP 350 PSI / 2C 13 BAR IMP & HP) 500 PSI / 34.47 BAR IVHP) GROSS VOLUME 1,550 LITERS /d09 GALLONS NET VOLUME 1.455 LITERS .' 384 GALLONS TARE WEIGH7 3,0801bs 1 1.397 kg MP/HP 3,3501bs i 1.519 kg VHP NORMAL EVAPORATION RATE 1%PER DAY NITROGEN & OXYGEN .6235 PER DAY ARGON .3% PER DAY CARBON DIOXIDE MATERIAL TYPE 304 STAINLESS STEEL PALLET BASE POWDER COATED CS A36 GASEOUS EQUIVALENT AT 1 ATM AND 70° F/ 1 ATM AND 01C NITROGEN 35,790 SCF/ 1,013 Nm] OXYGEN d4.220 SCF! 1,250 Nm] ARGON 43.220 SCF/ 1,723 Nm' CARBON DIOXID 129,3405CF 1830 Nm] GAS DELIVERY RATE HP NITROGEN 1,350 SCFM / 35.4 NmM, OXYGEN 1,350 SCFM/35.4 NW/h ARGON 1.350 SCFM / 35.4 Nm]/h CARBON DIOXIDE 4W SClH / 12.7 Nm]/h GAS DELIVERY RATE VHP NITROGEN 1.350 SCFM 135.4 N.Vh OXYGEN 1,350 F. 135.4 N.Yh ARGON 1,350 SCFM! 35.4 N.1/h CARBON DIOXIDE 1450 SCFM! 12.7 Nm]Ih n, rc Pr4r xoasBMl rvm Rccw]ronuol wrPTq.w iWRP1 Rvn RVBR91rMPT15RPS WgHq � I I]651 t1 Rv]Bp P91a Ao-TIVRq OOI „]:qSW RPB ]Z]PSI IrzuPI RUNE Wn.]tq ]EE DE]CRA pu OSaB CHM INC. MAT v—¢9.a1FL'II' WITCH. GE 331.E PARTS`IS' SPEC DWG PERM � 1500 OPT 02 F1MSH PM ; ��:.,`,' D-14698219 ".J PERMA-CYL. ON -SITE STORAGE SYSTEM - MICROBULK SOLUTIONS Our technical and customer service teams are staffed with trained specialists that are highly qualified to answer technical questions, order spare parts and provide training at custorer sites. All r.rnriak can be configured to vour needs- Choose vour tank size, relief valve pressure, operatinq pressure, application configuration, gas service and gauge option. SPECIFICATIONS: DESCRIPTION 230L C 230L C 230L C 230L C 265L 300L 450L 450L 450L 450L 700L 1000L 1000E 1500E 1500E 2000E MP, LLCM MP,LCCM HPLCCM HPLCCM MP MP HP MP HP VHP HP HP VHP VHP VHP Sq Base Rnd Base Sq Base Rnd Base Sq Base Plate Plate Plate Plate Plate Plate Plate' Plate Pallet Pallet Pallet -CAPACITY w/Casters w/Casters (Liters) 240 240 w/Casters wiCasters 240 240 w/Casters 216 Base 330 Base 450 Base 450 Base 450 Base 450 Base 688 Base 1,056 Base 1,056 Base 1,55 Base �5, Base Gross Net 230 230 230 230 265 300 420 420 420 420 645 950 950 1,45 psig 235 235 350 350 235 300 350 250 350 500 350 350 500 350 500 500 bar 16.2 16.2 24.1 24.1 16.2 20.7 24.1 17.2 24.1 34.5 24.1 24,1 34.5 24.1 34.5 34.5 iMAXIMUM PRE-5ETOPERATING 125 PRESSURE 300 300 125 250 300 125 300 450 300 300 450 300 450 450 psig 125 bar 8.6 8.6 20.7 20.7 8.6 17.2 20.7 8.6 20.7 31.0 20.7 20.7 31.0 20.7 31.0 31.0 ► DOT DOT DOT DOT ASME DOT ASME ASME ASME ASME ASME ASME ASME ASME ASME DOT STORAGE Nitrogen 5CF 5,024 5,024 4,734 4,734 5,769 7,380 8,875 10,332 10,332 10,332 15,860 24,350 24,350 35,790 35,790 47,847 Nm' 142 142 134 134 152 193 271 272 272 272 449 689 689 1,013 1,013 1,257 Oxygen SCF 6,244 6,244 5,930 5,930 7,186 9,100 11,124 12,760 12,760 12,760 19,600 30,070 30,070 44,220 44,220 59,089 Nm3 1 177 177 168 168 189 184 315 336 336 336 554 850 850 1,250 1,250 1,553 Argon SCF 6,073 6,073 5,763 5,763 6,982 8,850 10,812 12,478 12,478 12,478 19,160 29,400 29,400 43,220 43,220 57,786 Nm' 172 172 163 163 183 234 306 328 328 328 542 832 832 1,223 1,223 1,519 CO, SCF N/A N/A 4,500 4,500 N/A N/A 8,312 N/A 8,200 8,200 12,608 19,960 19,960 29,340 29,340 38,048 Nm' N/A N/A 118 118 N/A N/A 235 N/A 232 232 357 564 564 830 830 1,000 THERMALPERFO r. 1.8°/a 2% 1.2°hr 1.9% 1.6°/n 1.6% 1.6% 1% 1 % 1% 1% 1% 1% N, 1.8% 1.8% 1.80/0 0; Ar 1.12% 1.12% 1.12% 1.12% 1.4% .74% 1.2% 1°l0 1% 1% .62% .62% 1 62% .62% .62% .62% CO, ► .6% 400 .6% 400 .6% • 400 .6% 400 N/A 400 .4% 500 .6% 575 .5% 575 .5% 575 .5°m' 575 .3% 660 .3% 960 .3% 960 .3% 1,350 .3% 1,350 .3% 2,000f 5CF/H Nm'h 1 10.5 10.5 1 10.5 10.5 10.5 14.1 15.1 15.1 15.1 15.1 18.6 25.2 25.2 35.4 1 35.4 52.4 GAS ►(CO,) SCF/H N/A N/A 133 133 N/A N/A 192 192 192 192 220 320 320 450 450 667 Nmsh N/A N/A 3.8 3.8 N/A N/A 5A 5.4 5.4 5.4 6.2 9.0 9.0 12.7 12.7 17.5 'DIMENSIONS Diameter in 26 26 26 26 26 26 30 30 30 30 42 42 42 48 48 48 mm 660 660 660 660 660 660 762 762 762 762 1,067 1,067 1,067 1,219 1,219 1,219 Height in 54.8 52.9 54.8 52.9 62 68 68 68 68 68 60 81 81 91 91 117 mm 1,392 1 1344 J 1392 1 1,344 1 1575 1 1,727 1 1727 1 1,727 1 1,727 1 1727 1,524 2,058 2,058 2,311 2,311 2,970 are Weight Ibs [136 300 300 1 340 1 340 340 1 450 1 688 605 688 812 1,065 1,750 2,080 2,692 3,200 3,860 kg 136 154 154 154 204 312 274 312 368 483 794 945 1,221 1,451 1,751 All specifications are subject to change Without prior ......y 1) Values are based on net capacity at 0 psig (0 bar) for ASME vessels. CO, vessels are based on net capacity at 300 psi (20.7 bar). DOT vessels are per code. 2) Values are based on gross capacity. 3) Optional3,500 SCF/H (92 Nm'h) model available. Your Local Representative � Chart Industries, Inc. U.S.:1-800-400-4683 Worldwide:1-952-882-5000 hmavation. ixpenclicc. Pe,Joimmnce` www.chart-ind.com Copyright (c) 2005 Chart Industries PN 11000938 -EIA91 consulting engineers 1900 W Emerson Place #200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (2061) 284-1236 Job No. ��-�`r Sheet 2I Of Client: tl-�Mt1. Project: t - 9 - W 11 Subject: C By. r1c.G Dote: IK �♦ M eisi CONSULTING ENGINEERS POLE FOOTING 26-Oct-15 PAGE JOB: Boeing 99-9 JOB NO. 14-142Q IBC 2009 P NONCONSTRAINED: LN2 - Anchors ( IBC FORMULA 18-1, pg 398 ) ALLOW SOIL PRESSURE = 2000 PSF per Table 1806.2, pg 392 ALLOWABLE INCREASE = 1.33 per Sec.1806.3.3, pg 392 TRY D = 10 FEET ALLOW. LATERAL SP = 250 PSF per Table 1806.2, pg 392 FOOTING DIAMETER, B = 1.5 FEET H LATERAL LOAD, P = 6000 LB.S EQ. HEIGHT, H = 1.41 FEET S1 = 1108 PSF Mo = 8460 FT-LBS A=2.34*P/(S1 *B) 8.45 D = A/2*0+0+4.36*H/A)^.5) 9.77 FEET O.K. CONSTRAINED: (UBC FORMULA 18-2, pg 398 ) ALLOWABLE INCREASE _ TRY D = S3 = D A 2 =4.25*P*H/S3/B D = 1.33 4 FEET 1330 PSF 4.25 FEET DEPTH N. POLEFTG IBC 09 ANCHOR BOLTS (ACI 318 2011, Appendix D) PROJECT: BOEING 9-99 ITEM LOADS or phi per ESR reports Anchor bolt: for D5.2 D5.2 D6.2 LN Tank - Barrier Shear, Vu = Tension Nu = phi,tension, steel = phi, shear steel = Concrete seismic mode .75, eist CONSULTING ENGINEERS ver.9/16/13 PAGE 1/4 DATE 26-Oct-15 JOB NO. 14-142R 6.00 kips 12.00 kips 0.65 D4.3, pg 434 Conc. Mode phi = 0.7 0.6 D4.3 Conc. Mode phi = 0.7 1 D3.3.4,4 pg 426 Inv. Omega or Brittle = 1 D3.3.4.3-d, pg. 426 Grade ASTM F593 futa = 85 ksi (not to exceed 125ksi or 1.9*Fy) Fy = 45 ksi 85.5 ksi (1.9*Fy) Size, dia., da = 0.625 in, Ase = 0.162 in^2 Ase = 3.14/4*(do-.9743/nt)^2 Embed., hef = 5 in ha min =3/2*hef = 7.5 in., per D8.5, pg 462 for expansion Abrg = 0 inA2 (bearing area of head) . No. Shear AB, n = 4 No. Tension AB, n = 2 Anchor Spacing, s1 = 7 in s2 = 7 in (s2 in direction of load) smin = 4*da or 6*da for torque or post installed smin, see D8.1, pg 462 Post -Installed cmin = 6*da,undercut 5 cmin = 8*da,torqued controlled = 6.25 cmin = 10*da,displacement controlled Edge dist., cac = 6.75 in. critical cac, see D8.6, pg 463 (4*hef except undercut anchors) post -installed (see tested data): undercut, cacmin =2.5*hef torque -controlled, cacmin = 4*hef Per D8.3, pg 462 cast in: non torqued, min edge distance = min cover per ACI, Section 7.7 adhesive, cac = 2*da ha = 18 D8.5, pg 462, hamin =1.5*hef = 7.5 in. camin = 8 in. cmin = 3.625 in. ca1(in direction of shear) = 8 in. for D6.2 8 in. ca2 (in orthogonal Direction) = 8 in., other ca2 = 8 in (1:5*hef)max 7.5 ca2 (in orthogonal Direction) = 8 in., other ca2.1 = 8 in (1.5*Ca1)max 12.00 eN (tension eccentricity) = 0 in. eV(shear eccentricity) = 0 in. Appendix D eisi CONSULTING ENGINEERS ANCHOR BOLTS DATE PAGE PROJECT: BOEING 9-99 LN Tank - Barrier JOB NO kc = 17 D.5.2.2 (24 for cast in & 17 for post installed), pg 438 Concrete strength , fc' = 4000 psi Modification Factors: Wec,N w1=1/0+2*eN/3/hef) _ 4ued,N W2 =.7+.3*camin/1.5/hef = wc,N W3 = wcp,N W4 = wc,p w= wec,V LP5 = 1/(1+2*ev/(3*cal)) =< 1.0 Wed,V Lu6 = .7+.3*ca2/1.5/cal = wc.V W7 = Wh,V W=(1.5*Ca1/ha)^.5 Nominal Bolt Tensile Strength: (D5.1) Nsa = n*Ase*futa = Concrete Breakout Strength: (135.2) cal = Anco=9*hef^2 = Anc=(ca1+s1+1.5*hef)*(2*1.5*hef+s2) = Anc =(2*Cal)*(2*Ca2) = Anc =(cal+s2+1.5*hef)*(ca2.1+ca2+sl) = Not to Exceed Nb = kc*(fc)".5*hef^1.5 = for 11<hef<25, Nb = 16*(fc)^.5*hef^1.67 = Nb = Ncb = Anc/Anco*W2*Lu3*LP4*Nb = Ncgb = Anc/Anco*w1 *w2*w3*w4*Nb = Use Nn = 26-Oct-15 2/4 14-142R 1.00 eq. D-8, pg 440 1.02 eq. D-10, pg 441 if camin<1.5*hef, otherwise 1, 4V2 1.00 1.00 D.5.2.5, pg 441 (1.25 for cast -in & 1.4 for post -installed) (1.00 per ESR) 1.00 D-12, D.5.2.7, pg 442 (1.0 max.) LP4=1.0 if camin=>cac eq D-11, pg 442. 1.00 w4=camin/cac => 1.5*hef/cac if camin<cac eq 13-12 1.11 1.00 D.5.3.6, pg 444 (1.4 for no cracking, otherwise 1) 1.00 D-36, D.6.2.5, pg 456 Use 1.00 0.90 eq D-38, D.6.2.6, pg 457 or 1 if cat=> 1.5*cal Use 0.90 1.00 D6.2.7, pg 457 ( use 1.4 for no cracking) (1.2 w/ #4 rebar @ edge) 0.82 D6.2.7,pg 458 27.54 kips eq. D-2, pg 436 (verify hef if ca < 1.5*hef on 3 sides), D5.2.3, pg 439 8 in (1.5 hef max.) 225 inA2 eq. D-5, pg 437 495 inA2 (verify with bolt layout) pg 438 256 inA2 Narrow wall Use: Anc = 495 (Group) 518 inA2 Near edge: 12.02 kips eq. D-6, pg 438 (single anchor) 16.64 kips eq. D-7, pg 439 (single anchor) 12.02 kips 26.44 kips eq. D-3, pg 437 26.44 kips eq. D-4, pg 437 26.44 kips Nn = 26.44 Appendix D Ge ANCHOR BOLTS PROJECT: BOEING 9-99 Concrete Pullout Strength: (D5.3) Single Anchor Not to exceed, Npn=Lucp*Np = (headed stud) Np max =Abrg*8*fc' = Use Np/bolt = Group Np = Hooked anchor see pg 427 Concrete Side Face Tension: (D5.4) for hef<2.5*Cal = Nsb = 160*cal*(Abrg)^.5*(fc)".5 = If ca2<3*cal, Nsb*(1+ca2/cal)/4 (up to 3*cal max.)= Group, Nsbg = (1+s/(6*cal))*Nsb = Steel Shear Strength: (D6.1) eisi CONSULTING ENGINEERS DATE 26-Oct-15 PAGE 3/4 LN Tank - Barrier JOB NO. 14-142R (for post -installed see test Iresults) 0.00 kips eq D-13, pg 443 0.00 kips eq. D-14, pg 444 Pull-out = 9.145 kips, from Table 11.57 kips ( NpnExp. Anchor)=LPcp*Np = 11.57 kips 23.14 kips Nn = 23.14 cal = 8 ca2 = 8 20.00 in., then not applicable 0.00 kips eq. D-16, pg 444 0.00 kips D.5.4.1, pg 444 14.46 kips eq. D-17, pg 445 s = 12 in.( Distance to edge) (See ACI 355.2 for post installed anchors) Use Nsb = 11.57 Use Nsbg = 14.46 grout base, g = 1 (if grout w/ cast -in headed bolt use .8, otherwise 1.0) Non headed bolts or post -installed' p = 1 (use p = 1,sleeves not in shear plane use .6) Vsa=.6*(n*Ase,v*futa*p)*g= 33.05 kips eq. D-29, pg 450 Vn = 33.05 Concrete Breakout Strength in Shear: (136.2) Cal = 8 Ca2 = 1.5*Cal = 8 Use: 1.00 D-39, pg 458 (not less than 1) Shear Parallel to edge (2 otherwise 1) 1 136.2.1c, pg 451 Avco = 4.5*ca1 12 = 288 inA2 eq. D-32, pg 451 Avc = ha*(1.5*(ca1+s2)*2+s1)= 936 inA2 (verify with bolt configuration) If Ca2< 1.5*Cal, ha = 1.5*Cal otherwise 1.5*Cal max Near edge: Avc=ha*(1.5(cal +s2)+(ca2.1 +sl))= 675 in^2 Ca2.1 = 8 lemax =8*do= 5.00 Use le = 5 see D6.2.2 or le = 2*do for torque controled Exp. Anchors Vb=7*(I/do)^.2*do^.5*fc'^.5*caJAI .5= 30.82 kips eq. D-33, pg 454 Use Avc = 936 Vcb=(Avc/Avco)*w6*4u7*LP8*Vb= 90.15 kips eq. D-30, pg 451 Group, Vcbg=(Avc/Avco)*w5*w6*LP7*w8*Vb= 90.15 kips eq. D-31, pg 451 Use V = 90.15 kips Vn = 33.05 Appendix D ■ eist CONSULTING ENGINEERS ANCHOR BOLTS DATE 26-Oct-15 PAGE 4/4 PROJECT: BOEING 9-99 LN Tank - Barrier JOB NO. 14-142R Concrete Pryout Strength: (D6.3) kcp = 2 D.6.3.1 (kcp =1 for hef < 2.5, otherwise 2.0) single Vcp = kcp*Ncb = 52.89 kips eq. D-40, pg 460 (from D5.2) group Vcp = kcp*Ncbg = 52.89 kips eq. D-41, pg 461 Vn = 33.05 Interaction: (D7) Vua/bolt = 1.50 kips Vn = 33.05 kips Nua/bolt = 3.00 kips Nn = 23.14 kips phi*Vn = 19.83 kips D4.1.2, pg 415 Vua= 6.00 kips OK phi*Nn = 16.20 kips D4.1.2 Nua = 12.00 kips OK For No Combination Required If Vua<.2*phi*Vn = 2 kips D.7.1, pg 461 Combine If Nua<.2*phi*Nn = 2.11 kips D.7.2, pg 461 Combine USE: .625" dia. Hilti SS "KB-TZ" Anchors w/ 5 in. emb. Summary phi Capacity Formula Seismic Brittle Nominal Bolt Tensile Strength: (D5.1) Nn = 27.54 kips 0.65 17.90 D-3 17.90 Concrete Breakout Strength: (135.2) Nn = 26.44 kips 0.65 17.19 D-4/5 17.19 17.19 Concrete Pullout Strength: (1135.3) Nn = 23.14 kips 0.65 15.04 D-14 15.04 15.04 Concrete Side Face Tension: (D5.4) *, cast in A. B. Nn = 14.46 kips 0.65 9.40 D-18 9.40 9.40 Steel Shear Strength: (D6.1) Vn = 33.05 kips 0.6 19.83 D-19/20 19.83 Concrete Breakout Strength in Shear: (D6.2) * Vn = 90.15 kips 0.6 _ 54.09 D-21/22 54.09 54.09 Concrete Pryout Strength: (D6.3) Vn = 52.89 kips 0.6 31.73 D-30/31 31.73 31.73 Vu = 6 Nu = 12.00 *NA if not near slab edge Vn = 19.83 Nn = 15.04 Combine = Vu/Vn +Nu/Nn = 1.10 OK <= 1.2 eq D-42, pg 461 Allowable Va = 14.16 kips Allowable Ta = 10.74 kips FS = 1.4 Appendix D . K. consulting engineers 1900 W Emerson Place #200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 r t� u �e k Job No.141'4Sheet Client: Project: Subject: By. Date: l� r- i 12 �G' 2 Of M" eisi CONSULTING ENGINEERS CONCRETE ULTIMATE STRENGTH - FLEXURAL ver.5/5/05 PROJECT: BOEING 9-99 JOB # 14-142Q ITEM: LN TANK - Trench Lid 4-Nov-15 CRITERIA: Design Mu = 13.9 ft-kips Ro min @ Mu*1.33 = 18.49 ft-kips Design Vu = 16.64 kips Reinforcing #5 As = 0.93 sq. in. As 0 sq. in. fc =. 4 ksi fy = 60 ksi fy = 60 ksi fct = ksi fct/6.7 < = (f'c)".5 E = 29000 ksi B1 = 0.85 (reduce by .05 for every 1000 psi over 4000 osi) t =`. 5.5 in S = 12 in d = 4 in d = 4 in b = 44 in b = 44 in FLEXURAL STRENGTH: SHEAR STRENGTH IN CONCRETE: a = 0.37 in Vc = 22.26 kips eq (11-3) Mn = 212.79 in -kips Vs = 0.00 kips eq (11-15) or 17.73 ft-kips Provide Avmin Except slabs and Footings .9Mn = 15.96 ft-kips O.K. .75Vn = 16.70 kips O.K. Ro = 0.0053 Avmin = 50*b*s/fy = 0.44 sq. in. Ro min = 0.0033 As = 0.59 sq. in. rho max =.85131 *f'c/fy*(87000/(87000+fy))*.75 = 0.021 SLAB TEMP. REINFORCEMENT: As = 0.002 *b*t = 0.13 sq. in./ft USE: #5 .9Mn = 15.96 ft-kips SHEAR: .85Vn = 16.70 kips FLEXURAL eisi CONSULTING ENGINEERS CONCRETE ULTIMATE STRENGTH - FLEXURAL ver.5/5/05 PROJECT. BOEING 9-99 JOB # 14-142Q ITEM: LN TANK - Trench bottom 4-Nov-15 CRITERIA: Design Mu = 0.84 ft-kips Ro min @ Mu*1.33 = 1.12 ft-kips Design Vu = 0.72 kips Reinforcing #4 STIRRUPS As = 0.20 sq. in. As 0 sq. in. f'c = 4 ksi fy = 60 ksi fy = 60 ksi fct = ksi fct/6.7 < = (f'c)^.5 E = 29000 ksi B1 = 0.85 (reduce by .05 for every 1000 psi over 4000 osi) t = 5.5 in S = 12 in d = 2 in d = 4 in b = 12 in b = 12 in FLEXURAL STRENGTH: SHEAR STRENGTH IN CONCRETE: a = 0.29 in Vc = 6.07 kips eq (11-3) Mn = 22.24 in -kips Vs = 0.00 kips eq (11-15). or 1.85 ft-kips No Av Required .91VIn = 1.67 ft-kips O.K. .75Vn = 4.55 kips O.K. Ro = 0.0083 Avmin = 50*b*s/fy = 0.12 sq. in. Ro min = 0.0033 As = 0.08 sq. in. rho max =.85131 *f'c/fy*(87000/(87000+fy))*.75 = 0.021 SLAB TEMP. REINFORCEMENT: As = 0.002 *b*t = 0.13 sq. in./ft USE: #4 .9Mn = 1.67 ft-kips SHEAR: .85Vn = 4.55 kips FLEXURAL City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 5/3/2016 JOHN S MURDOCH PO BOX 3707 M/C 89-14 SEATTLE, WA 98124 RE: Permit No. D15-0287 BOEING #9-99 - LN2 TANK FOUNDATION 9725 E MARGINAL WAY S Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/l/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/1/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: DI5-0287 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0287 DATE: 11/10/15 PROJECT NAME: BOEING #9-99 - LN2 TANK FOUNDATION SITE ADDRESS: 9725 E MARGINAL WAY S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # T ♦ TTA.f TI TTn PO mu ItM Building Division is I -A 3 IS ur cWorks PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Revision # after Permit Issued Am fto b 11-2V-K Fire Prevention IN Structural ❑ V� Np� 11�(y Planning Division Permit Coordinator a DATE: 11/12/15 Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/10/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Pernut Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 BOEING COMPANY, THE Page 1 of 9 Home lnirio en lispanol Contact Safety Washington State Department of Labor & industries BOEING COMPANY, THE A-'Z Index Help My Secure L&-1 Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson 100 N RIVERSIDE MCNERNEY, W (JAMES) M/C 5003-4027 CHICAGO, IL60606-1596 Principals 312-544-2535 MCNERNEY, W (JAMES), PRESIDENT LOHR, MICHAEL, SECRETARY WOLTER, CHRISTOPHER, TREASURER (End: 01/16/2015) READ, PAUL, SECRETARY (End: 02/07/2013) SHRONTZ, F 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, T 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) 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— 01/18/2017 Bond.......... FEDERAL INS CO ow Is $12,000.00 https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=17800503O&LIC=BOEINC*294ML&SAW= 12/4/2015 CODES AND PERMITS VICINITY MAP �;sgry Viz:„' ynM�,�g "�<tk yr :�3�/:. ��etwftx$R,x�fd%Y°!,T:r~h"itY��t;�i'£'>�.. ,,'rj¢e r`r C` Y3i"t��'>a Yu"�y'. :i�, fnR.ib��i�r",.,w �?+ ° {��''��`,�R ry f�'"•.�>. �U j`?t P. a+y�zxfP.;R. ';3"rf} •J*��. (}ii rt�....�iY:� (. { „ii Ki trt tY..�.f `lvsv fl ;��'"TIT � s ".�:�a t� Y3 .:ilaz 'Yi+1.f r5�, "i7�.3�:'. �Y .J,e14 €, ✓,.:s,a c.:Ti, a v t ,a ✓s }1 y..,, R:x+�2 :�, ��y..,i`fts{r,>.:,rf"t(,,r�3:)a�s�ba`��t` tt�r� ., �,r,? lU;� .,re<it �7.�t4�;t U" t`�;s,�. 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R,w,. � r�'""p ,.w:vm�..,; 'aaa:«Rrem:�wre�� M,u+ ��a.,a �tti r �:& �� re:aR:,>»R � �"R+,•x,.u,.w:waw"� �«,ore��se,.r;tm' Y� b BO INC3 D V LC)PM N7AL C N7 PN, 9 7 2 � � " M A R I N A WAYS 0 U T H FUKWIRLA, W/A,-:>H1NC"'.—_._,,'r10N 9810q' CODE SUMMARY TYPE OF APPLICATION: ❑ NEW ❑ ALTERATION ❑ ADDITION IM TENANT IMPROVEMENT PROJECT DESCRIPTION: PROVIDE FOUNDATION AND SUPPORTS FOR TWO OWNER —FURNISHED LN2 TANKS. COORDINATE INSTALLATION WITH TANK SUPPLIER. PROVIDE LN2 PIPING FOR LIQUID AND GASEOUS NITROGEN. TEST ALL TANK/PIPING. PROVIDE MISC. UTILITY CONNECTIONS AND EXISTING UTILITY RELOCATION. ASSIST WITH INITIAL TANK/PIPE FILL. CODES: 2012 INTERNATIONAL BUILDING CODE & WAC 51-50 2012 INTERNATIONAL MECHANICAL CODE & WAC 51-52 2012 INTERNATIONAL FIRE CODE & WAC 51-54 2012 UNIFORM PLUMBING CODE & WAC 51-56 2012 UNIFORM PLUMBING CODE AMENDMENTS A, B & I & WAC 51-57 2014 NATIONAL ELECTRIC CODE, AMENDMENTS A, B & C & WAC 296-4613-010 2012 WASHINGTON STATE ENERGY CODE WAC 51—II CURRENT CITY OF TUKWILA ZONING ORDINANCES CONTRACTOR &STATE NUMBER; THE BOEING COMPANY (BOEINC *294ML 1/18/2017) BOEING PROJECT ENGINEER: PROJECT DES I GNER/ARCH I TEC: DOUGLAS CONDIT/EISI PHONE: 206-284-1181 BOEING CONTACT; JOHN MURDOCH PHONE: 253-740-0214 FAX NUMBER: 253-657-0858 E—MAIL: 'ohn.s.murdoch@boeing.com OCCUPANCY GROUP: GROUP B & GROUP F-2 (OFFICE & FACTORY) CONSTRUCTION TYPE: TYPE II, NON-COMBUSTIBLE ZONING:ALLOWABLE AREA INCREASE: OCCUPANT LOAD: (ALLOWABLE) NO CHANGE (TABLE 10-A) FLOOR AREA: (ACTUAL) NO CHANGE GENERAL NOTES PERMIT SET A CONSTRUCTION SET OF DOCUMENTS, REVIEWED AND STAMPED BY THE CITY OF TUKWILA BUILDING DEPARTMENT MUST BE ON SITE DURING CONSTRUCTION. DO NOT PROCEED WITH CONSTRUCTION WITHOUT ABOVE MENTIONED SET OF DOCUMENTS. 1. THE GENERAL CONTRACTOR SHALL VISIT THE SITE AND VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS WITHIN THE AREA OF WORK BEFORE COMMENCING ANY WORK AND ENSURE THAT THE JOINING OF THE WORK OF VARIOUS TRADES MEETS APPROPRIATELY. THE CONTRACTOR SHALL BRING DISCREPANCIES ON THE DRAWINGS OR SPECIFICATIONS TO THE ATTENTION OF THE BOEING PROJECT CONSTRUCTION MANAGER IMMEDIATELY UPON DISCOVERY ONLY IF THEY REQUIRE DESIGN REVISIONS. 2. COORDINATE THE WORK OF ALL TRADES. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS IN DETAIL FOR COORDINATION OF SPECIFIC TRADE REQUIREMENTS. COORDINATE ALL ROUGH —IN REQUIREMENTS FOR MATERIALS OR EQUIPMENT FURNISHED BY CONTRACTOR OR BY OTHERS FOR THIS PROJECT. 3. ASBESTOS NOTIFICATION: A GOOD FAITH SURVEY OF THE WORK AREA HAS BEEN CONDUCTED AND ASBESTOS CONTAINING MATERIAL WAS NOT DISCOVERED OR WILL BE REMOVED PRIOR TO THE BEGINNING OF THE WORK FOR THIS PROJECT. A COPY OF THE REPORT OF THE SURVEY WILL BE FURNISHED TO THE CONTRACTOR AT THE TIME OF BIDDING OR NEGOTIATIONS. DO NOT REMOVE, DAMAGE OR DISTURB ANY ASBESTOS MATERIAL ADJACENT TO THE WORK AREA. CONTACT BOEING FACILITIES DEPARTMENT IF ASBESTOS CONTAINING MATERIAL IS DISCOVERED OR DAMAGED THAT IS REQUIRED TO BE REMOVED TO SUPPORT THE WORK OF THIS PROJECT. 4. THE GENERAL CONTRACTOR SHALL OBTAIN AND MAINTAIN A FULL SET OF CONSTRUCTION DOCUMENTS ON SITE. THIS SET SHALL BE MARKED UP (RED —LINED) DAILY WITH ANY ACTUAL WORK OR INSTALLATIONS DIFFERING FROM THE CONSTRUCTION DOCUMENTS. SAID SET SHALL BE TURNED OVER TO THE BOEING CONSTRUCTION PROJECT MANAGER AT THE COMPLETION OF THE WORK FOR INCORPORATION INTO BOEING RECORD DOCUMENTS. PROJECT TITLE: INSTALL NEW LN2 TANK JOB NO: W3469099 QUANTITY SUBMITTED: 5 SETS: GENERAL PERMIT (SHELL & CORE) OR STRUCTURAL TENANT IMPROVEMENT ❑ 4 SETS: TENANT IMPROVEMENT (NON-STRUCTURAL) ❑ 3 SETS: FIRE PROTECTION/SPRINKLERS ❑ 2 SETS: TENANT IMPROVEMENT (REVISION) SUBMITTED FOR PERMIT & REVIEW: ❑ BUILDING ❑ GRADING ❑ ELECTRICAL ❑ PLUMBING ❑ LANDSCAPE ❑ FIRE PROTECTION ❑ MECHANICAL ❑ DEMOLITION ❑ CANTILEVER RACKS STRUCTURAL ❑ - ❑ - TO BE REVIEWED UNDER SEPARATE PERMIT WASH_INGTON_STATE NON-RESIDENTIAL ENERGY CODE -APPROACHES COMPLIANCE OPTION ❑ PRESCRIPTIVE ❑ LPA ❑ ANALYSIS N/A SPECIAL INSPECTIONS REQUIRED: ❑ WELD M CONCRETE REBAR IM ANCHOR BOLTS ❑ STRUCTURAL BOLTING ❑ STRUCTURAL OBSERVATION ❑ OTHER CALCULATIONS TYPE: N/A ATTACHED (YES) (NO) DRAWING INDEX ARCHITECTURAL - CIVIL DRAWING NUMBER REV DRAWING TITLE 09-99—AO NEW COVER SHEET 09-99-1Al2 M FLOOR PLAN 09-99—A515 NEW ARCHITECTURAL DETAILS 09-99—A516 NEW SECTIONS AND DETAILS STRUCTURAL DRAWING NUMBER REV DRAWING TITLE 09-99-5599 NEW PLAN 09-99—S600 NEW TANK FOUNDATION PLANS AND DETAILS 09-99-5601 NEW TANK FOUNDATION PLANS AND DETAILS 09-99—S2E NEW STRUCTURAL NOTES \ OFFICES OCC. BLDG GROSS 67,799 SF SQ FT PROJECT - STORAGE OCC. TUNNEL SQ FT WORK °U�gysy LABORATORY OCC , F I RST FLOOR 59,292 SF SQ FT LOCATION CANOPY OCC. 2ND FLOOR 4,082 SF SQ FT CITY OF TUKWILA OTHER OCC, PENTHOUSE 4,425 SF SQ FT , \ \\ — SQ FT ftifi&V IT AGREEMENT NUMBER:• �►�'•! PROJECT AREA 3,200 SF SQ FT 'n � �,�1 Permit ®. 1J I 0�[1�o I r ; "ATE: PE .. ;SIT BUILDING HEIGHT: (ACTUAL) 44 FT j _ire �l t— R:. j rraview approval is subject to errors and omissions. ✓� PJicchanical OXBOW STORIES: 3 MEZZAN I NE ?❑ (YES) 11 (NO) SQ FT 1,. ;royal of construction documents does not authorize ,,� ccctricai PARKING t� <3 violation of n ado d code or ordinance. Receipt , eP,umbing (YES) ❑ (NO) of LppraVorl f:i, ! o itiolls is acknowledged: Gas Piping LOT FIRE PROTECTION; SPRINKLERED THROUGHOUT PER NFPA 13 ? 11 g p g / \ SEPARATION EXTERIOR WALL NON -BEARING HOUR RATING4°'I� / ^</7—\251\ n EXTTER I OR WALL (BEARING) HOUR RATING Dal'' - INTERIOR WALL (NON -BEARING) HOUR RATING,/j��'�'/ INTERIOR WALL (BEARING) HOUR RATING City t,fI'"9r�is3 //,,ffii DEMOUNTABLE PARTITIONS HOUR RATING 131VISIONNft� RE WED FOR STRUCTURAL FRAME HOUR RATING FLOOR/CEILINGS HOUR RATING CODE COMPLIANCE APPROVED ROOF CONSTRUCTION HOUR RATING REVISIONS NOV 2 5 2015 No changes shall be made to the scope NOV SEISMIC DESIGN: ZONE D" of %,,jork without Prior approval of '•^ll'1 I ��i?User 0;vi;ion. DEVELOPMENTAL CENTER N City of Tukwila DESIGN LOADS: (CHAPTER 16) �r'� t �;� '"" �'"! r tta tY .n s�.bmi I ROOF: LIVE (SNOW) (PSF).w�_•_.f!_...:....._..:.`�''c'-_ r."�r="'..:..;�_•...__•I BUILDING DIVISION NO SCALE MTV OFTUKWILA FLOOR: OFFICE (PSF) 0 20�r MECH/STOR (PSF) O;z '1". "Yq STAIRS (PSF) CONCENTRATED: WIND: EXPOSURE 110 MPH, EXPOSURE C PROJECT T I TLE:INSTALL NEW LN2 TANK SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 5 L DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE yp. co ACCEPTABILITY COVER SHEET W3469099 Q R 11.09.15 - ORIGINAL ISSUE W3469099 EISI 11.09.15 �w wask�� rt, THIS DESIGN AND/OR CI D 4� � ` �o r SPECIFICATION IS APPROVED SHEET ® y ROVED BY DEPT. DATE - ENGINEER TITLE INSTALL NEW LN2 TANK AOCHECKE 15620 APPROVED BUILDING 9-99 JOB NO. COMP NO. o °'ORAL�t 1 W3469099 S`�IONAL� APPROVED PERMIT MASTER DEV. CENTER, WAr0. 09-101—AO LEGEND: NON SPECIFIC, NOTE APPLIES TO ROOM SPECIFIC, NOTE APPLIES TO SPECIFC ITEM WALL TO BE PAINTED, SEE DING FLAG NOTE. ON NOTES: REVfEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION AFMW C PTV 04: TIMIVILA 140V 10 2015 PERMIT SET SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE ® L . �ti�a WAs co- qo��, kl�� d a _ENGINEER y � ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED UKAWN EDDIE P. DUARTE UAit SUBTITLE FLOOR PLAN CURRENT REVISION W3469099 SYMBOL M DATE 11.09.15 L ROBOTIC 50 KIP TENSILE TESTER W1238730 ABKJ 09.28.12 F EXTRS: 21-03 R & E STORAGE RELOCATION J#180138-00 MRM 04.07.99 CHECKED SHEET 1Al2 M INSTALL NEW LN2 TANK W3469099 EISI TWH 11.09.15 G EXTRS: 21-03 R & E STORAGE RELOCATION J 180138-00 # MRM 06.03.99 T,HANSON 12.18.96 TITLE INSTALL NEW LN2 TANK BUILDING 9-99.1 ARCHITECTURAL MASTER COL. E-G/1-4 D.C. APPROVED BY DEPT. DATE C B1 B LAB (PERMIT PACKAGE) J#180015-06 GMM 11.03.98 H RELOCATE GRAPHIC DESIGNERS J#130413-00 TWH 11.14.03 CHECKED D B1 B LAB (CONSTRUCTION PACKAGE) J#180015-06 GMM 11.17.98 J WAT LAB J#130433-02 TWH 02.03.04 o 1 s SS ORAL �� APPROVED JOB No. W 1238730 COMP N0. E B1 B LAB PERMIT CONSTRUCTION PACKAGE J 180015-12 ( / ) # GMM 11.25.98 K RELOCATE LOCK & KEY J 8534391 # LMC 04.27.09 APPROVED DWG NO. 9-99-1Al2 cn 01 0 e � n n 1 ( r n 4 —0 SLIDE �— GATE I -17 5 TALL BARRIER, SEE A51d_A5 1'6 i PLAN � SCALE: 1 4 =1 -0 1g12 A516 GENERAL NOTES SEE DRAWING 09-99—A516, FOR TYPICAL FENCE DETAILS. CONSTRUCTION NOTES REPAIR THROUGH -WALL OPENINGS WHERE PIPES AND DUCTS HAVE BEEN REMOVED. COORDINATE WITH MECHANICAL. FLASH AROUND PIPE/DUCT WALL PENETRATIONS SEE MECHANICAL FOR LOCATIONS. INSTALL FENCE FRAMING IN THE INDICATED CONFIGURATION. PROVIDE NEW EXTRUDED & BONDED VINYL COATED CHAINLINK MESH. ® PROVIDE PROTECTIVE BARRIER. REMOVE EXISTING ENCLOSURE. © INSTALL NEW TANK AND FOUNDATION. Al ryry�� t JUN 012016 REV(EWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION ApeeD RGY I ;0 2015 PERMIT SET SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE ppijip�y 0jAAA GO p,5 L • C► o�of W"s�! f 4 �� o �, _ ;A -7 V_ ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED UKAWN UAlt SUBTITLE ARCHITECTURAL DETAILS CURRENT REVISION W3469099 SYMBOL 0 R I DATE 10.14.15 - ORIGINAL ISSUE W3469099 EISI 10.09.15 HECKED SHEET A515 PPROVED BY DEPT. DATE rgmEER Tilu INSTALL NEW LN2 TANK BUILDING 9-99 ARCHITECTURAL MASTER DEV. CENTER, NIA CHEC ED 15620 o L,�� ti ONAL � APPROVED JOB N0. W3469099 COMP N0. APPROVED DWG NO. 09-099—A515 GENERAL NOTES 10'-0" MAX 2 3/8" 0 TOP & 4'-0" 4'-0" BOTTOM MEMBERS ROLLERS LATCH POST TOP RAIL LOOP CAP 4"0 O.D. BRACE RAIL INTERMED POST GATE POSTS 1 5/8" 0 1 7/8" 0 O.D. VERTI, END MEMBERS LLjJ Luj Luj ---FOOTINGS: 16" 0 ROLLER SLIDING MIN. 3'-0" DEEP GATE 9 GA x 2" EXTRUDED & BONDED. GREEN VINYL COATED CHAIN LINK MESH TYP SLIDING GATE ELEVATION /�3 SCALE: NONE TOP RAIL BRACE RAIL 9 GA x 2" EXTRUDED & BONDED, GREEN VINYL COATED CHAIN LINK MESH LOOP CAP 0.•,,- •❖, 1 .❖:•: 9 GA GALV TENSI A515,S599 I A516 POST CAP — TYP 2 1/2" O.D. CORNER/ END POST — TYP TENSION BANDS 12" — TYP TENSION BAR 3/4" x 1 /4"— TYP 0 12" 0 CONC 12" 0 CONC 12" 0 CONC u u u TYP FENCE ELEVATION 4 SCALE: NONE A515,S599 A516 9 GA GALVANIZED TENSION WIRE TRUSS ROD BRACING CORNERS & GATES TYP GATE ELEVATION SCALE: NONE McMASTER CARR POST & BARRIER #60075T __\ (4)-5/8" 0 HILTI SS "KB—TZ" W/ 6" EMB. 2—#4x O p 2" 4—#6 W/ #4x 0 TIES @ 12" - RIER FAJ II a a a a a 2'-0"$ TYP. BARRIER FTG. M SCALE: 1 1/2"=1'—O" A515 A516 L(7 d- i 9 GA x 2" EXTRUDED & BONDED. 3'-0" GATE GREEN VINYL COATED CHAIN LINK MESH TOP OF WALL TYPICAL GATE — 1 1" O.D. WELDED PIPE FRAME, €"N TRUSS RODS, 90' HINGES & PADLOCK LATCH A515,S599 1 A516 5 � Q CONSTRUCTION NOTES REVfEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION AFeelivED 0�ffv017'rl+,9 NRA NOV 10 2015' i F. PERMIT SET S REVISION INSTALL NEW LN2 TANK 6'-0" HIGH FENCE r4-'� S599 A516 Lu►Li10L1L'►W 99' A5S60, 1 2!-0' 5-2 1 /2 17" TALL BARRIER SEE, 2 S599 S600 BY I APPROVED I DATE W34690991 EISI I TWH 1 10.14.15 SYM 0 0 n E gP�� X O�G� ;-55 i ri 30" STORM DRAIN 8" FIRE MAIN l<j PLAN SCALE: 1. REVISION = 1 "-0 N I 0 -P I o T' o POSTS @ 8'-0" c I SPACING m r 17" TALL BARRIER RAIL N (5 SECTIONS @ 8'-0") D z z 6'-0" HIGH FENCE SEE, ---- 10'x27'-4 3/4"- CONC. FOOTING 1 0 18' -0" 3 SECTION @ 6'-0" SEE, (-5 S599 A516 BY I APPROVED 01\100021 10 DATE 1 ssss ssoo )?•S L • C �Cyy OF 1►ASJ�I ��d UKAWN UAIL SUBTITLE ACCEPTABILITY EISI 10.28.15 THIS DESIGN AND/OR CFECKED, SPECIFlCATION IS APPROVED )PROVED BY I DEPT. I DATE ENGINEER - TITLE PLAN INSTALL NEW LN2 TANK BUILDING 9-99.1 COL. E-G/1-4 JUN o 12016 PERMIT SET GENERAL NOTES CONSTRUCTION NOTES REViE ib FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION n n 1Al2 I I I KEY PLAN N SCALE: NONE CURRENT REVISION SYMBOL DATE W3469099 0 R I G 10.14.15 S599 COMP No. W1238730 9-99-1Al2 STRUCTURAL MASTER D.C. FTG. CONSTRUCTION NOTES SYM SLIDING GATE ORIGINAL ISSUE FENCE - GATE TANK FOUNDATION SCALE: 1 /8"=1'-0" PERMIT SET REVISION PLAN .. off BY I APPROVED I DATE I SYM W34690991 EISI 1 1 10.09.15 REVISION 3 3 /4" 3'— 1 1 /4" 3'-1 1 /4" 3 3 /4" FTG. PLAN SCALE: 3/8"=1'-0" S600 BY I APPROVED I DATE 2-1 1 /2" 0 B-7, ATR, SS (ASTM 593) 1v 7� TANK ANCHOR 0 4—# 6x] ° ..a a. BOLT N 8 ii red iii i � c e d v. v d v TT a ° #4 TIES @ 6" TAN" C'Annl 2—#4x 0 @ 2 PL WASHER 3x1/2x0'-9" TANK ANCHORS -SECTION SCALE: 3/4"=1'-0" L Co ACCEPTABILITY kI jj THIS DESIGN AND/OR o SPECIFICATION IS APPROVED APPROVED BY I DEPT. I DATE 16620�: " ssIONAL �� FTG. ELEVATION ?x1/4, HDG SCALE: 3/8"=1'—O" S600 R TANK SADDLE 3/4" CHAMFER #5x L EF, @ 12" 6 #5 @ 12", E.W. � 1 SECTION m S600 SCALE: 3/8"=1'—O" S600 .SUN 012016 SUBTITLE TANK FOUNDATION PLAN AND DETAILS TITLE INSTALL NEW LN2 TANK BUILDING 9-99 W3469099 REVrEVVED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION AMEME'D e,"'w r)c: xs susnrlt A NOV 10 2015 R I O DATE 10.14.15 SHEET S600 JOB NO. COMP NO. W3469099 09-099—S600 It Lo 00 rn N cn STRUCTURAL MASTER DEV. CENTER, WA GENERAL NOTES SYM I ORIGINAL ISSUE S599 S601 I� it I� II l it REVISION TANK SCALE: 1, W3469099 FOUNDATION 4"=1'-0" PLAN BY APPROVED DATE SYM EISI S. CHO 11.09.15 A5991S601 REVISION ASSUMED LOCATION FOR EXISTING 8" FIRE MAIN ASSUMED LOCATION OF EXISTING 30" STORM DRAIN BY APPROVED I DATE a 00 a 5601 MICROBULK SCALE: 1 /2"=1'-0" SECTION SCALE: 1 /2"=1 '-0 4'-0 5/8" 4)-5/8" 0 HILTI ;S "KB-TZ" W/ TANK TANK_ FOUNDATION PLAN MICROBULK TANK FOUNDATION S601 yp,SA- BY ACCEPTABILITY THIS DESIGN AND/OR SPECIFlCATION IS APPROVED APPROVED DEPT. DATE 15820�v` c�156 EO�'1�1. `SjONAL SUBTITLE TANK FOUNDATION PLAN AND DETAILS TITLE INSTALL NEW LN2 TANK BUILDING 9-99 CONSTRUCTION NOTES °SUN 012016 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION PERMIT SET REVISION SYMBOL DATE W3469099 0 R I G 11.09.15 5601 JOB NO. COMP NO. W3469099 d- LO STRUCTURAL MASTER DEV. CENTER, Wq I DWG N0. 09-099-S601 GENERAL NOTES GENERAL THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AT THE SITE. UNLESS SHOWN OR NOTED OTHERWISE, TYPICAL DETAILS AND GENERAL NOTES SHALL BE USED WHEREVER APPLICABLE. ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE CITY OF TUKWILLA BUILDING DEPARTMENT. ALL CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH THE IBC 2012. SPECIAL INSPECTION PER IBC CHAPTER 17, MAJOR ITEMS OF REQUIRED INSPECTION INCLUDE FOUNDATIONS, ANCHOR BOLTS, POST INSTALLED ANCHORS, STEEL ERECTION, REINFORCING STEEL AND CAST -IN -PLACE CONCRETE WORK. ANY DISCREPANCY FOUND AMONG THE DRAWINGS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING & SHORING DURING CONSTRUCTION. DESIGN CRITERIA: IBC 2012 AND ACI 318. LIVE LOADS: FLOOR - 150 PSF SEISMIC - SITE CAT "D", SS = 1.518, S, = .575, R = 2.5 REFERENCES: A. IBC 2012 ACI 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE B. ACI 302 GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION C. AISC STEEL CONSTRUCTION MANUAL, 14TH ED D. ACI 301 SPECIFICATIONS FOR STRUCTURAL CONCRETE SHOP DRAWINGS AND SUBMITTALS THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, MATERIAL COMPLIANCE CERTIFICATES, CATALOG CUTS, AND OTHER ITEMS AS REQUIRED TO COMPLY WITH CONSTRUCTION DOCUMENTS. SUBMITTAL REVIEWS BY THE ENGINEER SHALL NOT RELIEVE THE CONTRACTOR'S RESPONSIBILITY FOR SAFETY, BRACING AND SHORING, MATERIAL QUANTITIES, AND DIMENSIONS. SUBMITTAL ITEMS SHALL INCLUDE BUT NOT BE LIMITED TO: SUBMIT TO: ENGINEER CONCRETE DESIGN MIXES X REINFORCING SHOP DRAWINGS X STRUCTURAL STEEL SHOP DRAWINGS X ACCEPTANCE OF SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR FROM RESPONSIBILITY FOR DEVIATION FROM THE DRAWINGS OR SPECIFICATIONS UNLESS THE CONTRACTOR HAS, IN WRITING, CALLED ATTENTION TO SUCH DEVIATION AT THE TIME OF SHOP DRAWING SUBMISSION, AND SECURED WRITTEN APPROVAL FOR SUCH DEVIATION FROM THE ENGINEER; NOR SHALL IT RELIEVE THE CONTRACTOR FROM RESPONSIBILITY FOR ERRORS OR DELETIONS IN SHOP DRAWINGS OR SCHEDULES. TESTING: ALL TESTING SHALL BE DONE BY AN APPROVED TESTING LABORATORY. A. CONCRETE: THREE COMPRESSIVE STRENGTH SPECIMENS SHALL BE MADE FOR EACH 75 CUBIC YARDS, OR EACH DAY CONCRETE IS POURED. SAMPLING PROCEDURES SHALL CONFORM TO ASTM C172. TEST CYLINDERS SHALL BE MADE AND CURED IN COMPLIANCE WITH ASTM C31. CYLINDER TESTING PROCEDURES SHALL CONFORM TO ASTM C39. TESTS SHALL BE MADE AT 7 DAYS AND 28 DAYS. B. TESTING AND INSPECTION REPORTS SHALL BE SUBMITTED TO THE CONTRACTOR, OWNER AND ENGINEER. FOUNDATIONS BRICK OR POROUS MATERIAL SHALL NOT BE USED TO SUPPORT REINFORCING STEEL OFF GROUND. SOIL BEARING VALUE = 1500 PSF. REINFORCING STEEL: SPLICES IN REINFORCING STEEL SHALL BE 27" FOR #4 BARS, 34" FOR #5 BARS AND 40" FOR #6 BARS. ALL REINFORCEMENT SHALL CONFORM TO ASTM A-615 (LATEST PUBLICATION), DEFORMED BARS OF BILLET STOCK. ALL BARS SHALL BE GRADE 60. REVISION ORIGINAL ISSUE W3469099 BY APPROVED EISI S. CHO DATE SYM 11.09.15 REVISION CONCRETE USE TYPE I OR TYPE II PORTLAND CEMENT CONFORMING TO ASTM C-150 FOR ALL CONCRETE WORK. PROCEDURES FOR FORMWORK ERECTION, REINFORCING STEEL DETAILING AND PLACING, MIXING, PLACING, FINISHING AND CURING CONCRETE SHALL CONFORM TO RESPECTIVE GOVERNING SECTION OF AND ACI 318, "SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACI SP-15 AND AC1 301. CONCRETE SHALL OBTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH 28 DAYS: STRENGTH MAXIMUM MAXIMUM WC AGGREGATE SLUMP RATIO FOUNDATIONS: 4000 1 " 4" .55 GROUT: 5000 - - - SLAB: 4000 3/4" 3 1 /2" .42 PC CONCRETE: 6000 3/4" 3 1 /2" .42 CONCRETE SHALL CONTAIN 5% AIR ENTRAINMENT, AIR ENTRAINMENT ADMIXTURE SHALL CONFORM TO ASTM C260. GROUT SHALL BE MASTERFLOW 100 OR EQUAL. ALL CONCRETE SHALL HAVE A MINIMUM OF 5-1/2 SACK/CY. ANCHOR BOLTS, DOWELS, METAL INSERTS, ETC. SHALL BE SECURELY ANCHORED IN PLACE BEFORE CONCRETE IS POURED. MAIN REINFORCING STEEL SHALL HAVE MINIMUM CONCRETE COVER AS FOLLOWS: CONCRETE POURED AGAINST EARTH: 3" CONCRETE BELOW GRADE AGAINST FORMS: 2" AGGREGATES SHALL CONFORM TO ASTM C33. FLY ASH: FLY ASH SHALL CONFORM TO ASTM C618 CLASS F OR C. MAXIMUM LOSS ON IGNITION TO BE 1 PERCENT. NOT TO EXCEED 20% OF CEMENT CONTENT BY WEIGHT. CALCIUM CHLORIDE IS PROHIBITED. WATER: SHALL MEET THE REQUIREMENTS SET FORTH IN ASTM C94 SECTION 5.1.3 "WATER". CHAMFER ALL EXPOSED CORNERS 3/4". CONCRETE SHALL BE MIXED AND PLACED PER AC1 318, ACI 301 AND ACI 304.. ALL COLD JOINTS SHALL BE CLEANED BY WATER BLASTING BEFORE PLACING NEW CONCRETE. COLD JOINTS MAY BE LOCATED ONLY AS SHOWN ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER. VIBRATORS SHALL BE LARGEST THAT CAN BE OPERATED IN THE PLACEMENT. ADMIXTURES SHALL CONFORM TO: ASTM C494, TYPE A - WATER REDUCING, TYPE D - WATER REDUCING AND RETARDING, TYPE E - WATER REDUCING AND ACCELERATING, OR TYPE F - HIGH RANGE WATER REDUCING. ASTM C1017, FLOWING CONCRETE ADMIXTURES. FINISHING: A. ALL CONCRETE SLABS SHALL BE STEEL TROWEL FINISHED, CLASS 2, B. WALLS SHALL BE SMOOTH FORM FINISH. CURING SHALL BE WITH THE APPLICATION OF SEALER CURING AGENT MASTERKURE 123. BY I APPROVED I DATE 541/9 7L1m___11 STRUCTURAL STEEL STRUCTURAL STEEL W SHAPES SHALL CONFORM TO ASTM A36. STEEL TUBE SHALL CONFORM TO ASTM A500, GRADE B. STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B. 1HE FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL CONFORM TO 1HE PROVISIONS OF THE 14TH ED "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" OF THE A.I.S.C. ALL WELDING SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS. ALL WELDING SHALL BE DONE BY THE SHIELDED ELECTRIC ARC PROCESS IN CONFORMITY WITH THE LATEST EDITION OF THE "STRUCTURAL WELDING CODE, AWS D1.1 OF THE AMERICAN WELDING SOCIETY. ELECTRODES FOR WELDING SHALL BE E-70XX LOW HYDROGEN OR E7XT-X FILLER METAL. MINIMUM WELD SIZE SHALL BE 3/16". BOLTED CONNECTIONS SHALL BE MADE WITH A325 HIGH STRENGTH BOLTS. INSTALL BOLTS SNUG TIGHT. STRUCTURAL STEEL SHALL BE SHOP PAINTED AND TOUCHED UP AFTER ERECTION WITH AN APPROVED PRIMER. DRILLED -IN CONCRETE ANCHORS: DRILLED -IN CONCRETE ANCHORS OF SIZE, NUMBER AND SPACING AS SHOWN ON THE DRAWINGS SHALL BE HILTI-FASTENING SYSTEMS "KB-TZ." ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED RECOMMENDATIONS, AND ESR REPORT #1917, INCLUDING MINIMUM EMBEDMENT LENGTHS AND TIGHTENING. M A I I T I\ 1 /1 PREPARATION OF ALL SURFACES, GENERAL PAINTING, STAIN WORK, CABINETWORK, AND PAINTING OF ELECTRICAL WORK NOT LISTED IN THEIR RESPECTIVE DIVISIONS, STANDARDS OF PRACTICE, WORKMANSHIP AND APPLICATION SHALL COMPLY WITH THE STANDARDS SET FORTH BY THE PAINTING AND DECORATING CONTRACTORS OF AMERICA. MATERIALS: KELLY MOORE COMPANY OR TNEMEC COLOR: PAINT ALL STEEL SAFETY YELLOW METAL (STRUCTURAL STEEL): MATERIALS: TNEMEC PROTECTIVE COATINGS PREP: SSPC-SP10 PRIME: ONE COAT ZINC RICH URETHANE (SERIES 90-97) FINISH: ONE COAT EPDXY (SERIES 66) L. 4) HIV �. ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY I DEPT. I DATE SUBTITLE STRUCTURAL NOTES INSTALL NEW LN2 TANK BUILDING 9-99 GENERAL NOTES CONSTRUCTION NOTES r 'JUR 01 2016 ( RIME" CITY 09: Ts,'KI III A V. 10 2015 $4Pfff l°FY8 CFI~ REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION PERMIT SET REVISION ISYMBOL DATE W3469099 0 R I G 11.09.15 SHEET S2E JOB NO. COMP NO. W3469099 DEV. CENTER, WA Dw No. 09-099-S2E It 15820 Wv �: ORAL t 1 ZONAL STRUCTURAL MASTER