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Home My WebLink AboutPermit D16-0154 - BOEING #9-99 - FOUNDATION PADB O E I N G#9-99 9725 E MARG I NAL VI/AY S B L D G 9-099 EXP/RED 05/07/17 D16-0154 � 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 Parcel No: 5624200990 DEVELOPMENT PERMIT Permit Number: D16-0154 Address: 9725 E MARGINAL WAY S BLDG 9-099 Issue Date: 11/8/2016 Permit Expires On: 5/7/2017 Project Name: BOEING #9-99 Owner: Name: DESIMONE TRUST BOEING Address: 1201 THIRD AVE STE #5010 C/0 BNY MELLON NA, SEAITLE, WA, 98101 Contact Person: Name: JOHN S MURDOCH Address: PO BOX 3707 MC 46-88 , SEATTLE, WA, 98124 Phone: (253) 740-0214 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: BOEINGCOMPANYTHE Address: PO BOX 3707 M/C 20-00 PROPERTY TAX DEPT, SEATTLE, WA, 98124 DESCRIPTION OF WORK: PROVIDE FOUNDATION PAD FOR (2) LN2 TANKS. ACTUAL PIPING AND UTILITY WILL BE UNDER SEPARATE PERMITS. NO SPRINKLER CHANGES, THIS FOUNDATION PAD IS OUTSIDE THE 9-99 BUILDING. ALSO A SMALI TRENCH FOR UTILITIES. Project Valuation: $96,800.00 Fees Collected: $2,522.96 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Occupancy per IBC: F-1 Electrical Service Provided by: TUKWILA Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: 2015 National Electrical Code: 2014 International Residential Code Edition: 2015 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2015 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2015 WA State Energy Code: 2015 International Fuel Gas Code: 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 � Permit Center Authorized Signature: 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 f this permit does not presume to give authority to violate or cancel the provisions of any other state or loc I I w egulating construction or the performance of work. I am authorized to sign and obtain this developme rq�it and agree_to the conditions attached to this permit. Signatu . �� /�� t�� Date:lJ�' �`�v�'` c.(/�CJ Print Na e: �� r 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 PERMITCONDITIONS*** 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 inspection of bolts to be installed in concrete prior to and during placement of concrete. 6: 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. 7: 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. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: 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. 11: 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). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: 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. 14: 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. 15: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 18: There are no fire comments on the scope of this permit which is the foundation construction. However the installation of the actual liquid nitrogen tank will require an International Fire Code Cryogenic Fluids tank construction permit per section 105.7.4. The tank must comply with International Fire Code Chapter 55. Tank manufacturers data sheets, installation instructions, etc. will be required for permit review. 16: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 17: 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 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4028 SI-REINF STEEL-WELD CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Surte 100 Tukwila, WA 98188 http://www.TukwilaWA. gov Building Permit Na _I� f �"�1�7 Project No. Date Application Accepted: ��/�o Date Application Expires: _��/o,/(, 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 far. * *Please Print* * SITE LOCATION �� F�'(J '' King Co Assessor's Tax No.: Site Address: 9725 East Marginal Way Tukwila, WA 98108 Suite Number: 9-99 Floor: 1 Tenant Name: T�e Boeing Company New Tenant: ❑.....Yes �..No PROPERTY OWNER Name: �e Boeing Company - John S. Murdoch Address: p,0. Box 3707 M/C 46-88 �'�'' Seattle state: Wp� zip: 98124 CONTACT PERSOI�T — person receiving all project communication Na'r'e: John S. Murdoch - The Boeing Company Address: p.0. Box 3707 M/C 46-88 Ciry: Seattle state: WA zip: 98124 Phone: �253) 740-0214 F�''�� Email: �ohn.s.murdoch@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: �e Boeing Company Address: p O. Box 3707 M1C 46-88 City: Seattle state: WA Z'P� 98124 Phone: �253) 740-0214 F�`�' Contr Reg No.: gOEINC*294ML Exp Date: O1/18/2017 Tukwila Business License No.: H:Wpplicatiom\Forns-AppGcatiom On Lirc�201 I Applicatiore�Pemul Appliwtion Revised - 8-9-I l.docx Revised: August 201 I . bh ARCHITECT OF RECORD Company Name: EISI Ltd. Architect Name: Douglas L. Condit Address: 1900 West Emerson Pl Ciry: Seattle state: WA Z'P� 98119 Phone: (206) 284-1181 F�'�� Email: doug@eisi-engrs.com ENGINEER OF RECORD Company Name: EISI Ltd. Engineer Name: Douglas L. Condit Address: 1900 West Emerson Pl Ciry: Seattle state: Wp� zip: 98119 Phone: �206) 284-1181 F�`�' Email: doug@eisi-engrs.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Nan'e: The Boeing Company - John S. Murdoch Address: p,0. Box 3707 M/C 46-88 Ciry: Seattle State: WA zip: 98124 Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 96,800 Existing Building Valuation: $ 10,000,000 Describe the scope of work (please provide detailed information): Provide Foundation Pad for (2) LN2 Tanks. Actual Piping and Utility will be under separate Permits. No Sprinkler Changes, this Foundation Pad is Outside the 9-99 Building. Also a small Trench for Utilities. Will there be new rack storage? ❑.....Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Addition to Type of Type of Existing Construction per Occupancy per Existin Interior Remodel Structure New IBC IBC t�' Floor II - N B/F-2 2 Floor 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 3,200 OutSiCle PLANNING DNISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than ] 8 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 use7 ❑....... Yes m....... 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 hazardous materials in the building7 ❑....... Yes �.......No If "yes', attach list of materials and storage locations on a separate 8-1/2 " x 11 " paper including quanti[ies 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:\Applicatiore\Foms-Applicntiom On Lirc�201 I Applicatio�ssss�Pcrtnit Applicetion Revisod - 8-9-1 l.doca x��ua: n�� 2ou Page 2 of 4 bh PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): D.N.A. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District # 125 ❑ .. Highline ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ... Valley View ❑ .. Renton ❑...Sewer Use Certificate ❑... Sewer Availability Provided ❑ .: Renton ❑ .. Seattle Seatic Svstem• ❑ 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 Aaalication (mark boxes which aaplvl: ❑...Civil Plans (Maximum Paper Size — 22" x 34") ❑...Technical Information Report (Storm Drainage) ❑.. Geotechnical Report ❑... Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) Pr000sed Activities fmark boxes that annlvl: ❑...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 Distwbance ❑.. 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 ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size... " WO # ❑ ...Temporary Water Meter Size .. " WO # ❑ ...Water Only Meter Size............ " WO # ❑ ...Sewer Main Extension .............Public ❑ Private ❑ ❑...WaterMainExtension .............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Monthlv Service Billin¢ to: Name: Day Telephone: Mailing Address: City Water Meter Refund/Billin¢: Name: Day Telephone: Mailing Address: c�ry H:\Applicatio�\Foma-Applicatiom On Lire�201 I Applicatio��Pernvt ApplicMion Re��sed - S-9-I l.docx Revised: August 2011 bh State 7.ip Stete 7.ip Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction —1n 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 eaztension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 Intemational Building Code (current edition). I HEREBY C�1�TIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF ER�IURY $j�%I'HE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Print Name: �ohn S. M�frdoch - The Boeing Mailing Address: P•O. Box 3707 M/C 46-88 �� vate: 06f�/2016 H:�Applicntio�\Forns-AppGcetiom On Lirc1201 I Appl�ntiom�Pernrit Applicntion Revised - 8•9-] l.docx ��a: aU�n zoi i bh Day Telephone: (253) 740-0214 Seattle WA 98124 c��y sre,� z�P Page 4 of 4 Date Paid: Friday, June 10, 2016 Paid By: JOHN S MURDOCH Pay Method: CREDIT CARD 055987 Printed: Friday, June 10, 2016 2:47 PM 1 of 1 �� SY57EM5 e w LN2 TANK FOUNDATIONS CALCULATIONS FOR BOEING 9-99 TUKWILLA, WASHINGTON FOR BOEING BY : EISI Ltd. CONSULTING ENGINEERS 1900 WEST EMERSON PL. SUITE 200 SEATTLE, WA. 98119 (206) 284-1181 JOB NO. 14-142Q 18-May-16 �. ��ETs t 7� -��- � RE-- VIE�p FOR ,OD� �QMP Ep CE A�p�� JUN 2 4 2016 ;. " Ci �Tukwila , �UtLD�NG D NISION , ��'�� RECEIVED CITY OF TUKWILA JUN 10 2016 PERMtT C•ENTEFt � 0 . consulting engineers 1900 W Emerson Place #200 Seatile, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 Job Na. (� �� Sheet � Of Client: �1�,(� Pro ject: �J1.�%(s a —�'4 �1 Sub ject: �.•� 2' �� G By. Date: . a sir:nnN � �� --�-- - - Design Maps Sur�unary Report . � ! �� Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (ti�hich utilizes USGS hazard data availabie in 20o8) Site Coordinates 47.516°N, 122.303°W SiCe Soil Ciassification Site Class D-"Stiff Soil" Risk Category I/II/III � Zoomed View � Wide Area Location USGS-Provided Output S5= 1.518g S„S= 1.518g SoS= 1.012g S3 = 0.575 g S„„ = 0.862 g Sol = 0.575 g Page 1 of 1 �.J For (nformation on how the SS and 51 values above have been caiculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, piease return to the application and select the "2009 NEHRP" building code reference document. � ie u'I �+iC�� Resp�nsa.Spectrum 6':00 �3.�0 �:.d�J �.�0 :.S�J '_..iJ77 �_20 .i..i1l ?.SO :.3!] 2.t1? X�:2YIUd`r I�'A'5E''Cy' Desi�n: R�sp�.rrse 5��e�rurn �.ia= a.sa- a.es `. t,T; ' �fT �.I:a �. � U.$a ' a.31 ' �.33 • �,� !�, i l �?.UG � _ 'Q . _. e . __- _. � y,,. :,,�. _. ,.i-'.`o.til_.'. .'�_� ' 0_a�rf U.Z�L R.°.� 9�.ufl 0:�^J Y:9G I_�G Y.dU E.50 e,SO- �.O�J N£:CAfTC�`e r yS�Cp� For PGA��, Tw CaS, and CR, values, please view the detailed report. Although this informaCion is a product of the U.S. Geologicai Survey, we provide no �varran[y, expressed or• lmpiled, as to the accuracy of the data containecl therein. This tooi is not a substitute for technicat subject-mafter knowiedge. ;. http://ehp2-eai�thquake.wr.usgs. gov/design�naps/us/summary.php?template=mini�nal&latit... 9/23/2015 � . consultinq engineers 1900 W Emerson Place #200 Seattle, WA 98119 Phone (206) 284-1181 • FAX (206) 284-1236 Job No. �� Sheet _�_Of Client: Pro ject: Sub ject: By. Date: . ��►��. �� l, L �- � ,�� , � �= � t� % �y� �1� � . �,2�a �- / �o,c2� y��2 Co�3� � �� ZR-'� � `� ,� �� @ � �� '� t �.___. _ l ��v� �' � �� .. �, la � � �� r �°ol �� 4�`�� .��t� 2�� °� � � ��.� t l`� t. �, � �^ � l� 1°�� C� c� � � \2�� ✓ = v �1 f� �� y ��'� � �� /� �� --P � `��''iL�� .� '�aG,� � G'L �..� L 3 ,�i.C, � � � �,� � 1'`t�'�� + 5x2��•4 �'� (�ox2ti� `� y L . C2�"'o �� G J� �t��' C��,.Po,�, ��Z.� �c 2`t% �� - �j(,-,,g�� ,�2 Ci��,��2 z 7,� � ?�� , � �� 0 a � eisi CONSULTING ENG/NEERS_ 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. f c= 4 ksi fy = 60 ksi fy = 60 ksi fct = ksi fctl6.7 <_(f'c)^:5 E = 29000 ksi B1 = 0.85 (reduce by .05 for every 1000 psi over 4000 osi) t= 18in S= 12in d= 14.5 in d= 20,5 in b= 12 in b= 12 in FLEXURAL STRENGTH: SHEAR STRENGTN 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 .9Mn = 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*(870001(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 consultinq engineers 1900 W Emerson Place #200 Seattie, WA 98119 Phone (206) 284-1181 • FAX (2061 294-1236 l Job No. '''_-�� Sheet � Client: Pro ject: Sub ject: Rv Ilntp• � 21- ��' �� ( Of . . ° ' � �'.:as� a � _., c� , _ _ __. .. _ `��..� � � �. __ .. ,� � Iti� �� z� �� i _ . �F�l��;4GR �� . l.5( n �, �� t,� ' �?,7�� -122 3... � � � __. % 4 '� r'� � �' � `f � 1.. � � � � � � Z � a �(.a x. :'��r !o ;�+'� � � � y---�--,✓ `��- -- �!� (�, F . .. i.li ,� ` '`�„" r9 % , ....d.� _._ _ . ._ _ . _.. ._��.._. _.__. . __....... _ _ . ,"�° �, � �� .�-v- � ' ,�;�dY�Z� ' �� c i '�ad�1 �U 1 � �i c� tti �� W f�.� � 2�� ,�� :.� yj�.��, �� 2 � vl, � �i�(7 •� 2j� ._ �. � . � L Gir � <, �.. ,; : � � : � . `:'' I . consulting engineers 1900 W Emerson Piace #200 Seotile, WA 98119 Phone (2061 284-1181 • FAX 1206) 284-1236 Job No. �,'"1 ��Sheet �_Of CI ien t: Pro ject: Sub ject: Rv' (lntp• �. �� , . �� . . �l/� 2.- �� ., ' "�"� ��Vt �� f._...� t � ^ ��, � ��:� � IC i '� �4 2`.i�0� �" ' _ . _-.4 :� �'%. � �(�, . � .. f R 2� �y U ._--� � � � � �� _ � _, . �� -- . _�., •r� ¢ ��.(0...�/�.. _ ... ` � � i �, � � �-- c a, ��j �: ,� � , � T+ . � '�� Lf%L4'�' � �� — •�� ti: � � �c � � � . ��K� -- -�L -��i��1 � � �l � �� ,� � ,�� a��'� � � 2� y�? F��. C ♦ � SEISMtC: 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: 2072 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 Sd1 =2/3*Sm1 0.58 R = 3 pg. 141 Omega, S� = 2 Cd = 3 Importance le = 1 Sec 15.4.1.1, 7able 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"hn^x = 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/l) = 0.339 USE: Cs =, 0.339 eq. 12.8-2, pg 89 V= Cs*W = 41697 USE : 41697 Ibs W/S, Vl1.4 = 29784 Ibs 0.242 SEISMICEQUIP12non building /,: \ `.J SEISMIC: NON BUILDING STRUCTURE 29-Sep-15 ver 3/5/14 PAGE 2 PROJECT: Boeing JOB NO. 14-142 ITEM: LN Tank - Nitrogen MAX A. ti. I tN51UN LUAU (Strenqtll) CG, x= 88 in b= 81 I= 256 in. No of Anchors(Legs), N= 4 No. of Bolts/Anchor, n= 2 Mo =(Fp*x)+Vp*b/2 = 4682633 in.-Ibs Added Mo = 0: in.-Ibs Ibb = 6561 Angle = 0.306 radians or 17.56 degrees Ill = 65536 Arm = 268.51 in Tb =Mo*b/2/Ibb*cos= 27559 Ibs TI =Mo*I/2/III*sin= 2759 Ibs LC 7 Diagonal Tension, Tu = Mo/Arm -.9*Wp/N +Vp/N = -3981 Ibs NO TENSION OR LC 7 Orthogonal Ten., Tu = Mo/b/(N/2)-.9* Wp/N+Vp/N = 7485 Ibs TENSION Shear, Vu = 10424 ibs LOf�TGL"tUF7If-�tLL - �� 2 �� '��l2 �- 2dp � •Gj �u �� 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, Anchor bolt: for: D5.2 D5.2 D62 ver. 9/16/13 eisi CONSULTING ENGINEERS 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 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 = 'f .37 in^2 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 in^2 (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 controAed = 15 cmin = 10*da,displacement controfled 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. ca1(in direction of shear) = 18 in. for D6.2 18 in. ca2 (in orthogonal Direction) = 12 in., other ca2 = 12 in (1.5*heflmax 22.5 ca2 {in orthogonal Direction) = 12 in., other ca2.1 = 12 in (1.5'`Ca1)max 27.00 eN (tension eccentricity) = 0 in. eV(shear eccentricity) = 0 in. Appendix D r � ANCHOR BOLTS PROJECT: BOEING 9-99 kc = Concrete strength , fc' _ Modification Factors: U�ec,N U�1=1/(1+2*eN/3/hefl = U�ed,N W2 =.7+.3"camin/1.5/hef = wc,N U�3 = U�cp,N w4 = wc,p W= Wec,V �5 = 1/(1+2*ev/(3*ca1)) =<.1.0 wed,V W6 = .7+.3''ca2/1.5/ca1 = �c.V U�7 = 4�h,V 4�8 =(1.5*Ca1/ha)^.5 Nominal Bolt Tensile Strength: (D5.1) Nsa = n"Ase*futa = Concrete Breakout Strength: (D5.2) ca1 = Anco =9*hef"2 = Anc =(ca1+s1+1.5*hef)"`(2"1.5*hef+s2) _ Anc =(2*Ca9 )"(2"Ca2) _ Anc =(ca1+s2+1.5"`hef)*(ca2.1+ca2+s1) _ 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*4�2*�3*W4*Nb = Ncgb = Anc/Anco*w1*w2*�u3"4�4*Nb = Use Nn = eisi CONSULTING ENGINEERS DATE PAGE LN Tank - Transverse JOB NO. 17 D.5.2.2 (24 for cast in & 17 for post installed), pg 438 4000 psi _ 13-Oct-15 : 2/4 14-142R 1.00 eq. D-8, pg 440 0.90 eq. D-10, pg 441 if camin<1.5"hef, otherwise 1, �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, �.5.2.7, pg 442 (1.0 max.) �4=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�8, D.6.2.6, pg 457 or 1 if ca2=> 1.5*ca1 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 2025 in^2 1974 in^2 864 in"2 1062 in^2 62.46 kips 103.86 kips 62.46 kips 68.50 kips 68.50 kips 68.50 kips (1.5 hef max.) eq. D-5, pg 437 (verify with bolt layout) Narrow wall Near edge: eq. D-6, pg 438 eq. D-7, pg 439 eq. D-3, pg 437 eq. D-4, pg 437 Appendix D pg 438 Use: Anc = 1974 (single anchor) (single anchor) Nn = 68.50 (Group) 0 �Q ANCHOR BOLTS PROJECT: BOEING 9-99 Concrete Pullout Strength: (D5.3) Single Anchor Not to exceed, Npn =wcp`Np = (headed stud) Np max =Abrg*8*fc' _ Use Np/boli = Group Np = Hooked anchor see pg 427 Concrete Side Face Tension: (D5.4) for hef<2.5'`Ca1 = Nsb = 160"ca1*(Abrg)^.5`(fc)^.5 = If ca2<3*ca1, Nsb*(1+ca2/ca1)/4 (up to 3'ca1 max.)= Group, Nsbg = (1+s1(6*ca1))"Nsb = Steel Shear Strength: (D6.1) grout base, g = Non headed bo�ts or post-installed' p= Vsa =.6*(n*Ase,v"futa''p)'`g= Concrete Breakout Strength in Shear: (D6.2) LN Tank - Transverse eisi CONSULTING ENGINEERS DATE 13-Oct-15 PAG E 3/4 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) =U�cp"Np = 11.57 kips 167.48 kips Nn = 68.50 ca1 = 18 ca2 = 12 s= 12 in.( Distance to edge) 45.00 in., then not applicable 294.66 kips eq. D-16, pg 444 (See ACI 355.2 for post installed anchors) 122.78 kips D.5.4,1, pg 444 Use Nsb = 110.50 122.78 kips eq. D-17, pg 445 Use Nsbg = 125.23 1(if grout w/ cast-in. headed bolt use .8, otherwise 1.0) 1(use p= 1,sleeves not in shear plane use .6) 139.74 kips eq. D-29, pg 450 Vn = 139.74 Ca1 = 18 Ca2 = 1.5*Ca1 = 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'`ca1^2 = 1458 in^2 eq. D-32, pg 451 Avc = ha'`(1.5*(ca1+s2)*2+s1)= 1468 in^2 (verify with bolt configuration) If Ca2< 1.5"Ca1, ha = 1.5*Ca1 otherwise 1.5'`Ca1 max Near edge: Avc=ha*(1.5(ca1+s2)+(ca2.1+s1))= 1004 in^2 Ca2.i = 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`W7*U�8"Vb= 91.95 kips eq. D-30, pg 451 Group, Vcbg=(Avc/Avco)*W5*w6*U�7*�8*Vb= 91.95 kips eq. D-31, pg 451 Use V= 91.95 kips Un = 91.95 Appendix D � ANCHOR BOLTS PROJECT: BOEING 9-99 Concrete Pryout Strength: (D6.3) LN Tank -'i'ransverse eisi CONSULTING EIVGINEERS DATE 13-Oct-15 PAGE 4/4 JOB NO. 'f4-142R . 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 = Nua/bolt = 3.75 kips Nn = phii`Vn = 41.38 kips D4.7.2, pg 415 Vua= phi"Nn = 35.96 kips D4.1.2 . Nua = For No Combination Required If Vua<.2*phi"1/n = 5 kips b.7.4, 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 Nominal Bolt Tensile Strength: (D5.1) Nn = 232.9� kips 0.65 151.39 Concrete Breakout Strength: (D5.2) Nn = 68.50 kips 0.65 44.53 Concrete Pullout Strength: (D5.3) Nn = 167.48 kips 0.65 108.86 Concrete Side Face Tension: (D5.4) * Nn = 125.23 kips 0.65 81.40 Stee! Shear Strength: (D6.1) Vn = 139.74 kips 0.6 83.84 Concrete Breakout Strength in Shear: (D6.2) " Vn = 91.95. kips 0.6 55.17 Concrete Pryout Strength:,(D6.3) Vn = 137.00 kips 0.6 82.20 Vu = 10.4 Nu = 7.50 ' *NA if not near slab edge Vn = i6.55 Nn = 13.36 Combine = VuNn +Nu/Nn = 1.19 OK <= 1.2 eq D-42, pg 461 Allowable Va = 11.82 . kips Allowable Ta = 9.54 Appendix D 91.95 68.50 10.40 7.50 kips kips kips kips �•� - -------� � � � Formula Seismic Brittle D-3 151.39 D-4/5 33.39 13.36 D-14 81.65 32.66 D-18 61.05 24.42 D-19l20 83.84 D-21/22 41.38 16.55 D-30/31 61.65 24.66 kips FS = 1.4 c.T� ANCHOR BOLTS (P,CI 318 2011, Appendix D) PROJECT: BOEING 9-99 ITEM LOADS: or phi per ESR reports Anchor bolt: for D5.2 D5.2 D6.2 LN2 Tank - Longitudinal Shear, Vu = Tension Nu = phi,tension, steel = phi, shear steel = Concrete seismic mode _75, ver. .9/16/13 eisi CONSULTING ENGINEERS PAGE • DA7E JOB NO. 1/4 4-Nov-15 14-142Q 20.80 kips 0.00 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 --�_.. . i . 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 in^2 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 in^2 (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 perACl, 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. ca1(in direction of shear) = 2 in. for D6.2 22.5 in. ca2 (in orthogonal Direction) = 22.5 in., othec ca2 = 3.5 in (1.5*he�max 22.5 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 ANCHOR BOLTS PROJECT: BOEING 9-99 kc = Concrete strength , fc' _ Modification Factors: �uec,N �1=1/(1+2*eN/3/hefl = U�ed,N w2 =.7+.3*camin/1.5/hef = �uc,N w3 = �cp,N W4 = 4�c,P . w= 4�ec,V W5 = 1/(1+2*ev/(3"ca1)) _< 1.0 �ed,V �6 = .7+.3'ca2/1.5/ca1 = 4�c.V W7 = 4�h,V 4�8=(1.5"Ca1/ha)^.5 Nominal Solt Tensile Strength: (D5.1) Nsa = n"`Ase*futa = Concrete Breakout Strength: (D5.2) ca1 = Anco =9*hef^2 = Anc =(ca1+s1+1.5"hef)*(2*1.5"hef+s2) _ Anc =(2*Ca1)*(2*Ca2) _ Anc =(ca1+s2+1.5'`hefj*(ca2.1+ca2+s1) _ 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*w3*w4*Nb = Ncgb = Anc/Anco"�U1*w2*�3*U�4�Nb = Use Nn = 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 8� 17 for post instailed), 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, 4�2 = 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.) 4�4=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"ca1 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 2 in 2025 in^2 2826 in^2 104 in^2 2024 in^2 62.46 kips 103.86 kips 62.46 kips 79.18 kips 79.18 kips 79.18 kips (1.5 hef max.) eq. D-5, pg 437 (verify with bolt layout) Narrow wall Near edge: eq. D-6, pg 438 eq. D-7, p9 �139 eq. D-3, pg 437 eq. D-4, P9 437 Appendix D pg 438 Use: Anc = 2826 (Group) (single anchor) (single anchor) Nn = 79.18. �� ANCHO'R BOLTS PROJECT: BOEING 9-99 Concrete Pyllout Strength: (D5.3) Single Anchor Not to exceed, Npn =�cp*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"Ca1 = Nsb = 160*ca1*(Abrg)^.5*(fc)^.5 = Ifca2<3*ca1,Nsb''(1+ca2/ca1)/4 (upto3*ca1max.)= Group, Nsbg = (1+s/(6*ca1))"Nsb = Steel Shear Strength: (D6.1) grout base, g = Non headed bolts or post-installed' p= Vsa =.6*(n*Ase,v*futa*p)*g= Concrete Breakout Strength in Shear: (D6.2) 0 LN2 Tank - Longitudinal eisi CONSULTING ENGINEERS DATE 4-Nov-15 PAGE 3/4 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'IVp = 14.57 kips 167.48 kips Nn = 79.18 ca1 = 2 ca2 = 3.5 s= 12 in.( Distance to edge) 5.00 in., then not applicable 32.74 kips eq. D-16, pg 444 (See ACI 355.2 for post installed anchors) 100.27 kips D.5.4.1, pg 444 Use Nsb = 100.27 200.54 kips eq. D-17, pg 445 Use Nsbg = 200.54 1(if grout w/ cast-in headed bolt use .8, otherwise 1.0) 1(use p= 1,sleeves not in shear plane use .6) 139.74 kips eq. D-29, pg 450 Vn = 139.74 Ca1 = 22.5 Ca2 = 1.5"'Ca1 = 33.75 Use: 1.00 D�9, 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"(ca1+s2)"2+s1)= 2700 in^2 (verify with bolt configuration) If Ca2< 1.5"Ca1, ha = 1.5*Ca1 otherwise 1.5*Ca1 max Nearedge: Avc=ha""(1.5(ca1+s2)+(ca2.1+s1))= 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)^.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*U�6*w7"U�8*Vb= 133.16 kips eq. D-31, pg 451 Use V= 133.16 kips Vn = 133.16 Appendix D ANCHOR BOLTS PROJECT: BOEING 9-99 L.N2 Tank - Longitudinal eisi CONSULTING ENGINEERS DATE PAGE JOB NO. 4-Nov-15 4/4 14-142Q Concrete P .ryout 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 D5.2) group Vcp = kcp*Ncbg = 158.35 kips eq. D-41, pg 461 Vn = 133.16 Interaction: (D7) Vua/bolt = 10.40 kips Vn = Nua/bolt = 0.00 kips Nn = phi'Vn = 59.92 kips D4.1.2, pg 415 Vua= phi"Nn = 41.57 kips D4.1.2 Nua = 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 Nominal Bolt Tensile Strength: (D5.1) Nn = 232.90 kips �.65 151.39 Concrete Breakout Strength: (D5.2) Nn = 79.18 kips 0.65 51.47 Concrete Pullout Strength: (D5.3) Nn = 167.48 kips 0.65 108.86 Concrete Side Face Tension: (D5.4) *, cast in A. B. Nn = 200.54 kips 0.65 130.35 Steel Shear Strength: (D6.1) Vn = 139.74 kips 0.6 83.84 Concrete Breakout Strength in Shear: (D6.2) * Vn = 133.16 kips 0.6 79.90 Concrete Pryout Strength: (D6.3) Vn = 158.35 kips 0.6 95.01 Vu = 20.8 Nu = 0.00 ' *NA if not nesr slab edge Vn = 23.97 Nn = 15.44 Combine = VuNn +Nu/Nn = 0.87 OK <= 1.2 eq D-42, pg 461 Allowable Va = 17.12 kips Allowable Ta = 11.03 Appendix D 133.16 79.18 20.80 0.00 kips kips kips kips OK OK Formula Seismic Brittle D-3 151.39 D-4/5 38.60 15.44 D-14 81.65 32.66 D-18 97.76 39.11 D-19/20 83.84 D-21/22 59.92 23.97 D-30/31 71.26 28.50 kips FS = 1.4 � FOUNDATION � PROJECT: Boeing � ITEM: LN Tank - Nitrogen SP Allow = 1500 psf Ftg Width = 8 ft Thickness, t= 18 in , 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 j Lateral, Fp = 29.78 kips I Mo = Fp*Hx= 279 ft-kips � Mr = 711 ft-lips X = 4.25 ft OTM 5P = 19$8 psf OK e►s� CONSULTING ENGINEERS PAGE JOB NO. 14-142 t w SEISMICEQUIP12non building. � consulting engineers 1900 W Emerson Ploce �200 Seattle, WA 98119 Phone (206) 284-1181 e FAX (206) 284-1236 �f f z q'•�� Job No. � `�'��'� Sheet �_Of Client: Project: subje�t: �IIG�D�J�,.�l�� °�9�4�'�t—° B y. ----_ D a te: . � � �� -- c� 1� SEISMIC: NON BUILDING STRUCTURE ver 3/5/14 PROJECT: 8oeing ITEM: Microbulk Tank � eisi CONSULTING ENGINEERS 12-Oct-15 PAGE 1 J08 N0. 14-142 CRITERIA: 20�2 IBC Ss = 1.518 Figure 1613.3.1(1), pg 368 S 1 = 0.575 Fa = 1 Table 1613.3.3(1), pg 366 Fv = 1.5 Design Cat. D Table 11.6-1 pg 67 � Us.e Group II Table 1.5-1, pg 2 S'ite 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 Sd9 =2/3*Sm1 0.58 R = 3 pg. 141 Omega, � = 2 Cd = 3 Importance !e = 1 Sec 15.4.1.1, Table 1.5-2 Contents W = 2651 Ibs W = 2692 Ib5 Total V1/eight, Wp = 5�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. 92.8=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/I)) = 2.125 eq 12.8-3, � eq. 12.8-2, pg 89 . Cs = Sds/(R/l) = 0.339 USE: Cs = A.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 ver 3/5/14 PROJECT: Boeing ITEM: Microbulk Tank MAX A. B. TENSION LOAD (Strenqth) CG, x= 46 in b= 48 � !_ No of Anchors(Legs), N= 4 No. of Bolts/Anchor, n= 1 Mo =(Fp*x)+Vp""b/2 = 909403 in.-ibs Added Mo = 0 Ibb = Angle = 0.785 radians or 45.00 degrees III = Arm = 67.88 in Tb =Mo*b/2/fbb*cos= T1=Mo*I/2/lll"sin= LC 7 Diagonal Tension, Tu = Mo/Arm -.9*Wp/N +Vp/N = 681 Ibs OR LC 7 Orthogonal Ten., Tu = Mo/b/(N/2)-.9'' Wp/N+Vp/N = 209 Ibs Shear, Vu = 453 Ibs OTM: ASD (for equipment) Fp = Fpv = .2'Sds'Wp/1.4 Mo = Fp"x + Fpv'b/2 .6Mr = (.6"Wp-Fpv)"b/2 F.S. = .6"Mr/Mo Orthogonal . UPL = (Mo-.6xMr)Ib/2+Fpv/N = THRUST, Rh = (Mo)/(b/2)+Wp/N +�pv/N= Diagonal UPL = (Mo-.6"Mr)/arm+Fpv/N = THRUST, Rh = (Mo)/arml2+Wp/N +i=pv/N= 1294 Ibs 776 lbs 12-Oct-15 PAGE 2 JOB NO. 14-142 48 in. in.-Ibs 2304 2304 806 Ibs 806 Ibs TENSION TENSION 78145 in.-Ibs 58308 in.-Ibs 0.75 < 1.0, ADD HOLD-DOWN ANCHORS 1021 Ibs UpIifULeg 3158 Ibs/Leg 486 Ibs UpIifULeg 2105 IbslLeg SEISMICEQUIP12non building ANCHOR BOLTS (ACI 318 2011, Appendix D) PROJECT: BOEING 9-99 ITEM IVlicrobulk Tank LOADS: Shear, Vu = Tension Nu = or phi per phi,tension, steel = ESR reports phi, shear steel = Concrete seismic mode .75, Anchor bolt: for D5.2 D5.2 D6.2 ver. 9/16/13 eisi CONSULTING ENGINEERS PAGE 1/4 DATE 4-Nov-15 JOB NO. 14-142Q 0.45 kips 0.68 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 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 in^2 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 in^2 (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. ca1(in direction of shear) = 6 in. for D6.2 6 in. ca2 (in orthogonal Direction) = 6 in., other ca2 = 6 in (1.5*heflmax 6 ca2 (in orthogonal Direction) = 9 in., other ca2.1 = 9 in (1.5'*Ca1)max 9.00 eN (tension eccentricity) = o in. eV(shear eccentricity) = o in. Appendix D 0 � r ANCHOR BOLTS PROJECT: BOEING 9-99 kc = Concrete strength , fc' _ Modification Factors: U�ec,N U�1=1/(1+2"eN/3/hefl = Wed,N W2 =.7+.3"camin/1.5/hef = wc,N w3 = Wcp,N W4 = �c,p �_ wec,V w5 = 1/(1+2*ev/(3*ca1)) _< 1.0 U�ed,V w6 = .7+.3*ca2/1.5/ca1 = wc.V w7 = 4�h,V W8 =(1.5*Ca1/ha)^.5 Nominal Bolt Tensile Strength: (D5.1) Nsa = n*Ase*futa = Concrete Breakout Strength: (D5.2) . ca1 = Anco =9*hef^2 = Anc =(ca1+s1+1.5`hef)'"(2*1.5'hef+s2) = Anc =(2*Ca1)"(2"Ca2) _ Anc =(ca1+s2+1.5"he�*(ca2.1+ca2+s1) _ Not to Exceed Nb = kc*(fc)^.5*hef^1.5 = for 11<hefQ5, Nb = 16"(fc)".5*hef^1.67 = Nb = Ncb = Anc/Anco''w2'`w3"4�4*Nb = Ncgb = Anc/Anco*�1*w2*�3*�4*Nb = Use Nn = ■ . e�s� CONSULTING ENG/NEERS DATE 4-Nov-15 PAGE 2/4 Microbulk Tank JOB NO. 14-142Q 17 D.5.2.2 (24 ior cast in 8 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.) �4=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.�, 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 ca2=> 1.5*ca1 Use 1.00 1.00 D6.2.7, pg. 457 ( use 1.4 for no cracking): (12 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), D52.3, pg 439 6 in 144 in^2 144 in^2 144 in^2 144 in^2 8.60 kips 11.47 kips 8.60 kips 8.60 kips 8.60 kips 8.60 kips (1.5 hef max.) eq. D-5, pg 437 (verify with bolt layout) Narrow wall Near edge: eq. D-6, pg 438 eq. D-7, pg 439 eq. D-3, pg 437 eq. D-4, pg 437 Appendix D pg 438 Use: Anc = 144 (Group) (single anchor) {single anchor) Nn = 8.60 I + I � ; ANCHOR BOLTS PROJECT: BOEING 9-99 Microbuik Tank eisi CONSULTING ENGlNEERS Concrete Puilout Strength: (D5.3) (for post-installed see test results) Single Anchor Not to exceed, Npn =Wcp"Np = 0.00 kips eq D-13, pg 443 (headed stud) Np max =Abrg"8*fc' = 0.00 kips eq. D-74, pg 444 Pull-out = Use Np/bolt = 11.57 kips ( NpnExp. Anchor) =�cp'Np = Group Np = 11.57 kips Hooked anchor see pg 427 Concrete Side Face Tension: (D5.4) ca1 = 6 ca2 = 6 s= for hef<2.5"Ca1 = 15.00 in., then not applicable DATE 4-Nov-15 . PAG E 3/4 JOB NO. 14-142Q 9.145 kips, from Table 11.57 kips Nn = 8.60 12 in.( Distance to edge) Nsb = 160*ca1'(Abrg)".5"`(fc)^.5 = 0.00 kips eq. D-16, pg 444 (See ACI 355.2 for post installed anchors) If ca2�3"ca1, Nsb*(1+ca2/ca1)/4 (up to 3*ca1 max.)= 0.00 kips D.5.4.1, pg 444 Use Nsb = 11.57 Group, Nsbg =(1+s/(6*ca1))*Nsb = 15.43 kips eq. D-17, pg 445 Use Nsbg = 15.43 Steel Shear Strength: (D6.1) 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 = Concrete Breakout Strength in Shear: (D6.2) Ca1 = 6 Ca2 = 1.5"Ca1 = 9 Use: 1.00 D-39, pg Shear Parallel to edge (2 otherwise 1) 2 Avco = 4.5*ca1^2 = 162 in^2 Avc = ha*(1.5"(ca1+s2)*2+s1)= 324 in^2 If Ca2< 1.5*Ca1, ha = 1.5�Ca1 otherwise 1.5'`Ca1 max Near edge: Avc=ha*(1.5(ca1+s2)+(ca2.1+s1))= 324 in^2 lemax =8"do= 5.D0 Use le = Vb=7`(I/do)^.2*do^.5"fc'^.5*ca1^1.5= 7.46 kips Vcb=(Avc/Avco)"�6'�W7*�u8*Vb= 29.83 kips Group, Vcbg=(Avc/Avco)*w5*�6*4�7*w8*Vb= 29.83 kips Use V = - 29.83 kips 458 (not less than 1) D6.2.1c, pg 451 eq. D-32, pg 451 (verify with bolt configuration) 10.30 Ca2.1 = 9 4 see D6.2.2 or le = 2*do for torque controled Exp. Anchors eq. D-33, pg 454 Use Avc = 324 eq. D-30, pg 451 eq.. D-31, pg 451 Appendix D Vn = 10.30 0 � � d O d` 'd' Z �t � � � � Z � QQ O W o a- -� W Z Z �LI C9 Z � �y � .� Z W O U Y C H Y � � 0 U � rn rn i/� o� ,J Z O W m � m � � ~ = U U � � Z o a a � � � � � o � (O N O M � m r- N M Ln M Y Y OO U � � � � � � � � � O '4 � d' � f� CO � f� � N N N y Q. Q. Q. Q :n �`1 .Y .Y �G � (p O N � � �� O � 'ct (O E M � � � T N M N � � •� �� ao 0 0 �p �❑�� - N -Y � o � � II 11 �� d� V� p� N M� � N � VN C c 3 7 .fl Q� Q.. r��j' � O�p I` p N 4-. ui > Z] z � N.- � � � '`� r� OU •� U . ` � u 0 uo r, � Q c`"o c"'o � c`"o o �o �d �° � �� Q. �� o 0 0 0 0 �� .Y � �' r e- � � N vaa `t �� c�.o o � Q' a Q o n c�i Q � � � N N ., � G � M�C e=� � N Z Z � � ti o.. � n. Q n n Q 0 a�i aai � 0 0 0 �� Y �� a�i N r �� 7 �l; M 0�0 N tMf� � II � N Vf y tq v7 V1 cA tA �� N � � m Y Q aa naan. aa ` �C ..Y Y Y.Y �G �C SC � � Y � N N d' CO � � � � ►� f� OO�f d' O L �� II II 11 II II II II 11 N.- � � s N N � Z Z Z Z> >>>� o N _ II II II II II II II "a II II � II II Q. ��'''' "' C C� C C� C� C@ U U.� O O�Z'��Z N Z� Y z U �.� � � ;x Q N * Z N(� � L N L L � * Z.p Y V" � Z �� Q. n, � � � j �, f4 Y � N N N � C O �� °��Y � � z �- �� _ �Q >� �>z'+-� � :.; � > > ��- �.- �ri c:� v, d u M � _ � � M � � � C V �� ca� o z c� c� r� c-� t� E � � � � o � � o y � � i C"'' V/ �= r-�.+ U � v� � c a�i �� c o� L � °� � + � � N ;� � N � � p w ro c p� m o � o � � af°i � � � a�°i ° �`o a .y � _ � m � � ` � �' � m a. tn � Ca 0. c d g N�' .°,; °�,' °«,' r°.3 � o L :% = G.' C L L V � L L�.� � � � � �� o .°�' � o 0 0 0,°�' o o z V c � Z U U V tn U U x � x � C N ❑. Q �,J , Footing Overturning Check EISI, Ltd. ; . CONSULTING ENGlNEERS I PROJECT: Boeing 9-99 JOB # 14-142Q � Item: Microbufk Tank 12-Oct-15 � Page F. S. = 1.5 � � Lateral load: Fp = 1.29 kips OTM = 6.47 ft-kips i 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 = 14.62 kips I CG = 4.00 ft Center of Gravity = 5.00 ft from bot. of ftg. Fp = 1.29 kips � Seismic OTM = 6.47 ft-kips I � 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)/V1! = 1.00 ft SP = P/A+or-Mc/I = 304 psf or 153 psf OK if x in first 1/3 1222 psf OK D + L Soil Pressure: SP = 228 psf OK OTM $ d�a z U Q X � 1 F � a yz Z e0 X W 0¢ a p O a �� U '� a � � a w(9zz '� �� E f E a� E E p Q.¢ Q¢� 4U' i p O m N Psp � Z zQ z E_� 2 Z E> p Z=� � 0 0$ m Y q t�4 i d Z o tZi Z� � W � J O� Z> V Q � •� m Q t� t� [� V- d a ��" w A P, Q w '� � ¢oa � w � � � � m ¢ d � oi � n � w � pQo m f- ii > LL � F �. LL z E � w n �� e� y a g�¢� u�i �i o> run uUi LL(J u W (� [� tLLa u�. �1 tJ � N % N z Q � g � � S � �N°a a � ¢ $ � � p � " � N _ '?'� � a � � S < � o `��- "��' ^ $ o � � � 90, N ' N � j � � ¢ � � o � p w a z � g O ox p W o O � y > 'o z o 0 � u��i > 3 W � <a'J uTl � Z o w z Z � Z z E O WW O F ¢ 2p � � d O a � j U' ¢ � T� m �� ¢ � Z ~ Z � 2 O� U Z O¢ V 2 O G� �� r� �Q U H Q � W 2 U � � � � 2� � PE 1� 11/1A-Cl�!_� . ON-SITE STORAGE SYSTEM - MICROBULK- SOLUTIONS � . . . . ._ . . . � - _ _. _ . ... . . . __ Our technlcal and customer service teams are staffed with trafned specialists that are highiy qualified [o answer technical questions, order spare partsand provide training at customersftes. All models can be configured to your needs - Choose your tank slze, reliefvalve pressure,operating pressure,application configuration, gas service and gauge option. � � � ,� ', DESCRIPTION 230L C 23dC C� 230L C 230L � 265L 300L 450L 450L 450L 450L 7001 1.00OL - 1000L 750QL 1500L �2000L � i MP,ICCM MP,LCCM HP,I.C.CM HV,LCCM MP MP HP' MP - HP VHP HP HP VHP : VHP VHP � i� � Sq Basr. Rnd Dase Sq Oase Pnd Base � Sq Base Plule Plnte Plate Plate � Wate Piate Plate � Mate J Pallei . Pa(let . Papet . w/CaS�ers w/Cascers w/Casters w/Caste�s w/Casters Base Base Base . Base Basr Base Base Base Base_.' Base Base. .. i.:' .. .. . .. j Gross Z40 240 240 240 276 330 450 450 450 450 688 i,056 1,D56 1,550 . 1,SSD . 2,04Z � Net 23D �30 230 230 265 300_ 420 4�0 420 4Z0 645 950 950 1,455 1,455 1,945 � i psig 235 235 350 350 235 30U 350 250 350. 500 350 350 500 350 500 500 ' bar 16.2 16.2 24.1 24.1 16.2 20.7 Z4•1 17.2 24.1 . 34.5 24.1 24.1 345 24J 34.5 34.5 � . ... - - pstg 125 125 300 300 125 250 300 125 300 450 300 300 450 300 450 450 ' ;`� bar 8.6 8.6 �OJ 20J 8.6 17.2 20J 8,6 20J 31.0 20J 20J 31A 20J . 31.0 31.0 � • , � D07 DOT DOT DOT D'OT ASME DOT ASME . ASME -ASME ASME ASME ASME .ASME ASME ASME .• � i f . ! Nitrogen ' SCF 5,024 5,024 4,734 4,734 5,764 7,380 8,875 10,332 10,332 10,332 95,860 24,350 24,350 35,790 35,790 47,847 �. Nm3 142 142 134 134- 152 193 271 272 272 272 449 689 689 1,013 1,013 1,257 I .:, Oxygen . �.. SCF 6,244 6,244' S,930 5,930 7,186 . 9,100 1,1,724 72,76D 12y760 12,760. 19,600 30,070 30,070 44;220 44,220 59,089 j,. Nm' 177 177 ' 1b8 168 189 184 315 336 33b 336 554 850 850 1,250 1,250 7;553 � - Argon. . SCF 6,073 G,073 5,763 5,7G3 G,982 8,850 l0,Ei1� 12,478 12,478 12,475 19,760 29,400 �9,400 43,�20 43,220 57,78G Nm' 772 172 163 163 183 234 306 328 328 328 54� 832 832 7,223 - 1,223 1,519 - • CO, SCF N!A N/A 4,500 4,500 N1A N/A 8,312 N/A 8,200 . 8,200 12,fi08 . t9,960 19,960 29,340 29,340 38,048 Nm3 N/A N/A 118 718 N/A N!A 235 N/A Z32 232 357 564 564 830 830 1,000 ,� �. Nz 1.8°m' 1.8°/n 1.8% 1.8°h 2% 1.2°iG 1.9°/n 1.6°!�i 1.6% 1.6% 1°� 1% 1°/n 1% 1% 1% O� Ar 1.12% 1.12°/a 1.129b 1.7245 1.4% .74°/u 11°/n 1% 1% 1°/u :62°/n .629'0 .62% .62% .62°/a .62% COz .6% .6°k .6% .6% N/A .4'Yo .6% .5�/u .5°h .5°k .3% 3% .3% .3% .3% 3% � � SCf/H 400 400 400 400 400 500 575 . 575 575 575 669 � 960 960. 1,350 1,350 2,000°' Nm'h 10.5 10.5 7D.5 10.5 10.5 74.1 15.1 15.1 15.1 15.1 18.6 25.2 25.2. 35.4 35.4 52.4 � . , SCF/H N/A N/A 133 133 N/A N!A 192 192 192 19� 2�0 . 320 320 450 450 667 � Nm'h N/A N/A 3.8 3.8 N/A N/A 5.4 5.4 5.4 5.4 6.2 4.0 9.0 12.7 1�.7 175 DiameteY in 26 26 26 26 26 � 26 mm 660 660 660 660 660 660 Height .. �'"!' ' • in 54.8 52,9 54.8 52.9 62 GS mm 1392 1,344 1,392 1,344 1,575 1727 are Weight Ibs 300 300 340 340 340 450 kg 13G 136 154 154 154 204 A!I spedficntias nrew6/ect to change wlthouf priarnotice. I J Values are basedon net capaclryat 0 pslg (0 bar) for ASM[ vessels. CO� ve3sefs nip 6ased an net capaclty at 300 ps! (20.7 boi). DOT vessels are per code. 1) Values are based on gross capac(ty. 310ptlonal3,S005CF/H (92 Nm'h) modelavailable. Your Local Representative 30 30 30 30 42 42' ' 42 48 48 48 762 762 762 762 1,067 . 1,067 1,067 1,219 T,219 t,219 6B 68 68 68 60 81 81 91 97 117 72Z 1,727 1,727 1,727 1,524 2,058 2,058 2,311 2,311 2.970 688 , 605 688 812. 1,065 1,750 2,080 2,692 3,200 3,860 31� �'.274 '' 312 368.: 483 . 794 945 1;2Z1 1,451 1,751 Pateiits S,�H),942 • 5,954, J 01 • 5,13G,851 • 6,542,848 - OtherPatenuPendli t , _ .. y (m�m�aiian. lixpni�ncc. t'ufninimia�' Copyright � 2005 Chart Industries CharC Industries, Inc. U.5.:1-600-400-4683 Worldwide: l -952-882-5000 www.chart-ind.com PN 1i000938 consulting engineers 1900 W Emerson Place �200 Seatile, WA 98tt9 Job No. �� Sheet 2`� Of Client: '��'i�1.T(:� Project� 1�'1'�� — �Z Subject: (��LtG�D� eisi CONSULTiNG ENGINEERS ' _ . _ _ __ . . . ... . � POLE FOOTING 26-Oct-15 ' PAGE JOB: Boeing 99-9 JOB N0. 14-142G1 � IBC 2009 P I 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 FOOTlNG DIAMETER, B= 1.5 FEET H LATERAL LOAD, P= 6000 LB.S EQ. HEIGHT, H= 1.41 FEET S1 = 9108 PSF Mo = 8460 FT-LBS A =2.34*P/(S1*B) 8.45 D= A/2"(1+(1+4.36*H/A)^.5) 9.77 FEET O.K. CONSTRAINED: ( UBC FORMULA 18-2, pg 398 ) ALLOWABLE INCREASE _ TRY D = S3 = . D^2 =4.25*P*H/S3/B D = 1.33 4 FEET 1330 PSF 4.25 FEET POLEFTG IBC 09 DEPTH ANCHOR BOLTS (ACI 318 2011, Appendix D) PROJECT: BOEING 9-99 ITEM LN Tank - Barrier 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 6.00 kips 42.00 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 = PAGE 1/4 DAl"E 26-Oct-15. JOB NO. 14-142R 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. = 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 in^2 (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) for D5.2 D5.2 D6.2 post-insfalled (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 =7.5*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*heflmax ca2 (in orth�gonal Direction) = 8 in., other ca2.1 = 8 in (1.5*Ca1)max eN (tension eccenficity) = 0 in. eV(shear eccentricity) = 0 in. Appendix D 7.5 12.00 �� ANCHOR BOLTS PROJECT: BOEING 9-99 kc = Concrete strength , fc' _ Modification Factors: wec,N w1=1/(1+2'`eN/3/hefl = wed,N W2 =.7+.3*caminl1.5/hef = �c,N U�3 = wcp, N w4 = �c,p W= �ec,V w5 = 1/(1+2"`ev/(3�ca1)) =< 1.0 wed,V W6 = .7+.3"ca2/1.5/ca1 = Wc.V �u7 = 4�h,V 4�8 =(1.5*Ca1/ha)^.5 Nominal Bolt Tensile Strength: (D5.1) Nsa = n"Ase'`futa = Concrete Breakout Strength: (D5.2) ca1 = Anco =9`hef^2 = Anc =(ca1+s1+1.5`hefl*(2*1.5*hef+s2) _ Anc =(2"Ca1)*(2`Ca2) _ Anc =(ca1+s2+1.5*hefl*(ca2.1+ca2+s1) _ 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"�3*w4'Nb = Ncgb = Anc/Anco*�U1*W2'`W3"w4*Nb = Use Nn = eisi CONSULTING EIVGINEERS DATE 26-Oct-15 PAGE 2/4 LN Tank - Barrier 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 1.02 eq. D-90, 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.) V�4=1.0 if camin=>cac eq D-11, pg 442 1.00 U�4=camin/cac => 1.5*hef/cac if camin<cac eq D-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 ca2=> 1.5'`ca1 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 225 in^2 495 in^2 256 in^2 518 in"2 12.02 kips 16.64 kips 12.02 kips 26.44 kips 26.44 kips 26.44 kips (1.5 hef max.) eq. D-5, pg 437 (verify with bolt layout) Narrow wall Near edge: eq. D-6, pg 438 eq. D-7, pg 439 eq. D-3, pg 437 eq. D-4, pg 437 Appendix D pg 438 Use: Anc = 495 (Group) (single anchor) (single anchor) Nn = 26.44 f ��Q ANCHOR BOLTS PROJECT: BOEING 9-99 Concrete Pullout Strength: (D5.3) Single Anchor Not to exceed, Npn =4�cp'`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*Ca1 = Nsb = 160*ca1*(Abrg)^.5"(fc)^.5 = If ca2<3*ca1, Nsb'`(1+ca2/ca1)/4 (up to 3"`ca1 max.)= Group, Nsbg = (1+s/(6"ca1))*Nsb = Steel Shear Strength: (D6.9) grout base, g = Non headed bolts or post-installed' p= Vsa =.6*(n*Ase,v*futa'p)*g= Concrete Breakout Strength in Shear: (D6.2) LN Tank - Barrier eisi CONSULTING ENGINEERS DATE PAGE JOB NO. 26-Oct-15 3/4 14-142R , , i (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} =U�cp'Np = 11.57 kips 23.14 kips Nn = 23.14 ca1 = 8 ca2 = 8 s= 12 in.( Distance to edge} 20.00 in., then not applicable 0.00 kips eq. D-16, pg 444 (See ACI 3552 for post installed anchors) 0.00 kips D.5.4.1, pg 444 Use Nsb = 11.57 14.46 kips eq. D-17, pg 445 Use Nsbg = 14.46 1(if grout w/ cast-in headed bolt use .8, otherwise 1.0) 1(use p= 1,sleeves not in shear plane use .6) 33.05 kips eq. D-29, pg 450 Vn = 33.05 Ca1 = 8 Ca2 = 1.5*Ca1 = 8 � 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 = 288 in^2 eq. D-32, pg 451 Avc = ha*(1.5*(ca1+s2)"2+s1)= 936 in^2 (verify with bolt configuration) If Ca2< 1.5'`Ca1, ha = 1.5"Ca1 otherwise 1.5"Ca1 max Near edge: Avc=ha"`(1.5(ca1+s2)+(ca2.1+s1))= 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*ca1^1.5= 30.82 kips eq. D-33, pg 454 Use Avc = 936 Vcb=(Avc/Avco)'w6*w7"4�8"Vb= 90.15 kips eq. D-30, pg 451 Group, Vcbg=(Avc/Avco)*U�5*w6*W7*w8*Vb= 90.15 kips eq. D-31, pg 451 Use V= 90.15 kips Vn = 33.05 Appendix D ; ANCHOR BOLTS PROJECT: BOEING 9-99 Concrete Pryout Strength: (D6.3) LN Tank - Barrier eisi CONSULTlNG ENGINEERS DATE PAGE JOB NO. 26-Oct-15 4/4 14-142R kcp = 2 b.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 = Nua/bolt = 3.00 kips Nn = phi"Vn = 19.83 kips D4.1.2, pg 415 Vua= phi'Nn = 16.20 kips D4.1.2 Nua = For No Combination Required If Vua<.2"phi*Vn = 2 kips D.7.7, 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 Nominal Bolt Tensile Strength: (D5.1) Nn = 27.54 kips 0.65 17.90 Concrete Breakout Strength; (D5.2) Nn = 26.44 kips 0.65 17.19 Concrete Pullout Strength: (D5.3) Nn = 23.14 kips 0.65 15.04 Concrete Side Face Tension: (D5.4) *, cast in A. B. Nn = 14.46 kips 0.65 9.40 Steel Shear Strength: (D6.1) Vn = 33.05 kips 0.6 19.83 Concrete Breakout Strength in Shear: (D6.2) * Vn = 9Q.15 kips 0.6 54.09 Concrete Pryout Strength: (D6.3) Vn = 52.89 kips 0.6 31.73 Vu = 6 Nu = 12.00 � *NA if not near slab edge Vn = 19.83 Nn. = 15.04 Combine = VuNn +Nu/Nn = 1.10 OK <= q.2 eq D-42, pg 461 Allowable Va = 14.16 kips Allowable Ta = 10.74 Appendix D 33.05 23.14 6.00 12.00 kips kips kips kips OK OK Formula Seismic Brittle D-3 17.90 D-4/5 17.19 17.19 D-14 15.04 15.04 D-18 9.40 9.40 D-19/20 19.83 D-21/22 54.09 54.09 D-30/31 31.73 31.73 kips FS = 1.4 I• 0 consulting engineers 1900 W Emerson Place #200 Seoiile, WA 98119 Phone (206) 284-1181 o FAX (206) 284-1236 T�2��G�, �-��o— �Z�� P v�, � �,,� '►`" � ."/ /� � ��l+ ?L � it"J � � � 2�`J Ei� �ni.�c-t � Job No.��(. Sheet �� Of Client: Project: Sub ject: � ��'�� By. Date: . �� v � � '� '�- � � � �2�c ¢ _ � �v `� �L �2�� -�-�2�=`) . J � C(� �-- �:aQv w � ��-Cc� ��-` �'�,�' �. �: � � � �- Z. l� �' ��, � '��.�P� �� 2 z t�O.�o�' C ��/ � �`� �:_rf. �v ��t� �� tZlZ�S U�', � �. ► 1,�,� �u L��;�2 � �2 � 2� 2)� 2.�� Z- 2,'�`z ��5� � �c61,� /',� � �,51� ��'�` �� —�. � c��-`�� 2.��k l�c��1 � u� �� t Y �,C` w'� `�;�Z �. � � 6� /� � , �12 �� G e.r��,� �� c2�. � � � eisi CONSULT/NG ENG/NEERS _ _ _.. _ _ . 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 fctl6.7 <_(fc)^.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= 44in b= 44in 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=.85B1*fc/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 _ _ .. _ _ _ _ _ _ _ __ CONSULT/NG ENG/NEERS 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 <_(fc)^.5 E = 29000 ksi 61 = 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= 12in b= 12in 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 .9Mn = 9.67 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 =.85B1`fc/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 R, . - � ;;� _ � �� z �1 t � o � � �"�� o � :� � : a y�� - , � =� � � �p�� x e 3 � �' �s � �� . � jQ��x �� o iv C ¢� " s�g CC ' �' �o ��g� z¢owa4 t7 � �a a d .;� < r� �wi��a Q .S„S �u Fy XT6�l�� °gy=�gF �b�` � i 6a i� �Ye ]i�" �IW-�NN�Wu 8 L ��p�� o yx �-n i Y�~ JN6�"�..as � �� g ��"�`B, q�woa ��E c> g � gp" � � �q Y"� 4 $ MB� ¢�rimN 3�.�� A��g�� Y�g � 5�� i �v�'iam X cl !'� F' ��''�a��P � `' ��a �� yaUs ��8��$�� tl � � �s �� a _ — ; � � � �� x° u�� ` 3� N �' Yp�Y�� y g�^ �� k� &g�� ,v��.�� ; � � �� E � � � �:,�..� ��`�� 4 ` �� z� �� Q �� ; - a ��s�.��z ,� = �s£ a�� g�$€"s d �.._ .Y � , d ., ., edd_ a � > g ;. og� _'� a a: - �9°�� ' E � � � �oY��g ' � ± 1 �j L.. �n ��Y��K " 'r` . I ��€ z �gg� � ': ii i �� a �� 4��: oa = ' b � � ° _ � �� :: ! i _ � � , ' �� `„ �� s: SJ�I� b � � � �, . � -,; Uu �� F %1 � ' ; � �� i t �qa S�� 4 i..� � o �� ;? . . � W p W � . ,. I � � §�� _�� - � � � .� j u �� a � i 6 ��$_a m?�5n � x { : a �� c �� , � i i � t, I Hg e &6o Z. �' � b �a��i u:d� � ( �d�� =aa" � � ��^ i n 1 �� m � >I I�I� �,�I$li a jI�IjI ; �; j i�I�.,��u=¢.yy"� �SI� i F b �, y y�io �� i a°�I ��a�; �� "��I��I j � Ir � '_ ! � � .l�__- �pxs�- 1 "j �ib��aS��:��_`" � i � S �� i V� � �� e 9 �o � � s� � t �. . 1 Z � C O�— y uI � „i �� 3� I � SEISMIC ANCHORAGE OF EQUIPMENT PROJECT: Boeing 9-99 CRITERIA: 20�2 iBc�ASCE 7-�0 Ss = 1.516 Figure 1613.3.1(1), pg 368 Fa = 1 Table 1613.3.3(1), pg 366 Seis. Design Cat. D Table 11.6-1 pg 67 Occ, Cat. ll Table 1.5-1, pg 2 Site Class D Table 11.8-1, pg 68 Sms =Fa'Ss 1.52 11.4.1, pg 65 Sds =2/3'Sms 1.011 11.4-3, pg 65 Vib, Isolation 1.00 Table 13.6-1, footnote b �P = 1 13.1.3, pg 143 aP = 1 Table 13.6-1 or 13.5-1, pg 117 RP = 2.5 (for equipment, pg 117 or pg 120) Working Stress Factor, a= 1.4 Eauipment: Pipe Rack Equipment: 4 no. of anchor points WP = 300 Ib.s (unit weight) Stand Wt. _ Stand ht = 0 in. Added Moment = C.G., x = 24 in. b = 11 in.(width) � = 36 in. Z= 1 ft/ Floor above grade h = 1 ft/Roof BASE SHEAR FOR ANCHOR BOLTS (allowable stress desian loadsl (13.3-2) Fp(MAX) = 1.6'Sds*Ip"Wp/a(working stress) (13.3-3) Fp(MIN) _ .3'Sds`Ip'Wp/a (13.3-1) Fp=(.4"ap"Sds`Ip/Rp)(1+2'7Jh)*Wp/a Rp=2.5 (13.3-1) Fpv=2'Sds'Wp/a MAX A B TENSION LOAD Ca� DIAGONAL (ior anchors) No of Anchors(Legs), N= 4 No. of Bolts/Anch Mo = (Fp'x)+Vp"b/2 2733 in.-ibs Angie = 0.297 radians or 16.99 degrees Arm = 37.64 in Diagonal Tension, T= Mo/Arm/n -.6"Wp/N/n = 73 Ib ASD, Rh = 205 lb OR Orthogonal Tension, T= Mo/(b/2)/(N/2)/n -.6" Wp/N/n = ASD, Rh = OTM: ASD (for equipment) Fp =(.4•ap*Sds"Ip/Rp)(1+p*z/h)"Wp/1.4 for ASD Fp(MIN) _ .3"Sds'Ip'Wpla (13.3-1) Fpv=.2*Sds'Wp'Ip/'1.4 Orthogonal Mo = Fp'x + Fpv"b/2 .6Mr= (.6*Wp-Fvp)"b/2 F.S. _ .6*Mr/Mo UPL = (Mo-.6'Mr)/b/2 = 360 THRUST, Rh = (Mo)/(b/2)+Wp/N= 323 Diagonal UPL = (Mo-.6•Mr)/arm+Fpv/N = 63 THRUST, Rh = (Mo)larm/2+WplN +Fpv/N= 210 192 Ibs 323 ihs 104 Ibs 65 Ibs 43 Ibs eisi CONSULTING ENGINEERS ver.08/27/07 9-Mar-16 PAGE � JOB NO. 14-142Q I 0 Ibs Totai W= 300 Ibs 0 in-Ibs 347 Ibs 65 Ibs orrigid Non-Building Sructure 104 Ibs 43 Ibs , n= 1 Fp = 104 Ibs Coef = 0.347 Ibb = 121 Tb =Mo*bl2/Ibb"Cos= 119 fbs Iil = 1296 TI =Mo*I/2/III'sin= 11 Ibs TENSION/BOLT COMPRESSION/SUPPORT TENSIONIBOLt COMPRESSIONISUPPORT USE Fp = 104 Ibs Coef = 0.347 2733 in.-Ibs 752 in -1bs 0.28 < 1.0, ADD HOLD-DOWN ANCHORS Ibs UpIift/Leg Ibs/Leg ibs Uplift/Leg Ibs/Leg SEISMICEflUIP12 AfVCHOR BOLTS FOR SEtSMlC PROJECT: Boeing 9-99 EQUIPMENT Pipe Rack EQUIP. WT. 300 Ibs STAND Fp = 104 Ibs C.G. = 24 in. Mo = 2733 in.-Ibs Mr = RESISTANCE ARM 11 in NO. OF ANCHOR BOLTS (shear) (tension) LOAD/ A.B. Shear`"* = 26 Ibs Minor Axis Tension*'* = 192 Ibs Diagonal Tension*** = 73 Ibs Base Ecc Tension*** = 0 Ibs TRY: 1!2 Hilti KB-TZ Va = 2839 ibs Ta = 2386 Ibs Bolt Spacing = 11 in.s Edge Distance = 24 in.s eisi CONSULTING ENGINEERS 9-Mar-16 PAGE 2 JOB NO. 14-142Q WT. 0 Ibs 752 in.-Ibs bxl= 11 x 36 4 1 per Anchor Max. Ten. = 192 Ibs per anchor (V/(Va)= 0.01 O.K. Vu/Bolt = 36 (T/(Ta)= 0.08 O.K. Tu/Bolt = 269 Anchor Design : Vu = 36 Tu = 269 SEISMICEQUIP12.xis 3S Page 2 ' -- - - - �._. - - - — -- - - - --.. � � r �� D1GN0� 2834200 �'�T �"�- CAD OPoGINATED ORAWiNG. RENSION UPOATES ReSTRICIEO TO CAD SYSTEM ONLY. NO MANUAL UPDATES. ^ j �l.(, ► � � v m � � �.� < � o o: � � w � � O'� � � � N a Q� O 0 0 = � c� =�d' ------------- °- o ¢ vi � z � Z � � � , (�n Q � o . . 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Z�' O I�" Z- pp u) d� aE. � �x � N � Z � z � Q 6 gp� 0 �r �f%1 4.�� o� � �� ", F- cn W o �� a x� i;.i -� �� i r w� O. .,�Q � ,y� � n o o� ¢w ��f �w I I I I �w �� o �� J3z F�� -�o F o��c=iia �'�z� >a� _ � «««� p _ � o �"•�� .- N 17 � . _ .... . ... .. . .. .. � In Z� eJ--� e tD �t f=/1 J W U� V? � cn `h 3 O � 0 0� wZ� OW �� Z ��N �¢ av2 Uoa nn % . � z�w .� i o a z ` l a / E 7 N ��o x�m ol lo � a O �'---�- . a � � � w W J n �x a� `� n ~ F Z G��N O � �"—' _ 00 r-� � n ,ai, r� 4. W C U m Q J 0 SEISMIC ANCHORAGE OF EQUIPMENT PROJECT: Boeing s-99 CRITERIA: zo12 IBCIASCE 7-10 Ss = 1.516 Figure 1613.3.1(1), pg 368 Fa = 1 Tabie 1613.3.3(1), pg 366 Seis. Design Cat. D Table 11.6-1 pg 67 Occ. Cat. II Table 1.5-1, pg 2 Site Class D Table 11.8-1, pg 68 Sms =Fa'Ss 1.52 11.4.1, pg 65 Sds =213*Sms 1.011 11.4-3, pg 65 V(b. lsofation 1.00 Table 13.6-1, footnote b �P = 1 13.1.3, pg 143 ap = 1 Table 13.6-1 or 13.5-1, pg 117 Rp = 2,5 (for equipment, pg 117 or pg 120) Working Stress Factor, a= 1.4 Eauiqment: Superheater Equipment: 4 no. of anchor points N/P = 400 Ib.s (unit weight) Stand Wt. = 0 Ibs Total W= 400 Stand ht = 0 in. Added Moment = 0 in-{bs C.G., x = 56 in. b = 22 in. (width) � = 26 in. Z= 1 ft/ Floor above grade h = '1 ft/Roof BASE SHEAR FOR ANCHOR BOLTS (allowable stress desiqn loadsl — 'Sd 'I "W /a(workm stress) 462 Ibs eisi CONSULTING ENGINEERS ver.08/27/07 9-Mar-16 PAGE 1 JOB NO. 1M142Q I Ibs (13.3-2) Fp(MAX) — 1.6 s p p g F MIN — 3'Sds*I *W /a 87 Ibs or rigid Non-Building Sructure (13.3-3) P� ) — . p p (13.3-1) Fp=(.4"ap"Sds*Ip/Rp)(1+2"z/h)"Wp/a RP- 2'S 158 Ibs (13.3-1) Fpv =.2'Sds"Wp/a MAX A B TENSION LOAD (a� DIAGONAL (for anchors) No of Anchors(Legs), N= 4 No. of Bolts/Anchor, n= } Fp = Mo =(Fp*x)+Vp'b/2 8397 in: Ibs Coef = Angie = 0.702 radians or 40.24 degrees Ibb = 484 Tb =Mo"b/2/Ibb*cos= Arm = 34.D6 in III = 676 TI =Ma*U2/III'sin= Diagonai Tension, T= Mo/Armin -.6*Wp/N/n = 174 Ibs TENSIONIBOLT ASD, Rh = 350 Ibs COMPRESSIONlSUPPORT OR Orthogonal Tension, T= Mo/(b/2)/(N/2)/n -.6' Wp/N/n = 306 Ibs TENSION/BOLT ASD, Rh = 482 Ibs COMPRESSION/SUPPORT OTM: ASD (for equipment) Fp =(.4`ap*Sds'Ip/Rpj(1+2*z/h)*Wp/1.4 for ASD Fp(MIN) _ .3'Sds*Ip"Wp/a (13.3-1) Fpv=.2"Sds*Wp*ip/'1.4 Orthogonal Mo = Fp"x + Fpv*b/2 .6Mr = (.6"Wp-Fvp)'b!2 F.S. _ .6*MdMo UPL = (Mo-.6"Mr)/b/2 = 581 THRUST, Rh = (Mo)/(b/2)+Wp/N= 482 Diagonal UPL = (Mo-.6*Mr)/arm+Fpv/N = 202 THRUST, Rh = (Mo)/arm/2+Wp/N +Fpv/N= 305 139 Ibs USE Fp = 87 Ibs Caef = 58 Ibs 8397 in: Ibs 2005 in. 1bs 0.24 < 1.0, ADD HOLD-DOWN ANCHOR5 Ibs UpIiftlLeg Ibs/Leg Ibs UpIiWLeg Ibs/Leg SEISMICEQUIP12 139 Ibs 0.347 146 Ibs 104 Ibs 139 Ibs 0.347 eisi CONSULTING ENGINEERS ANCHOR BOLTS FOR SEISMIC s-Mar-�s PAGE 2 PROJECT: Boeing 9-99 JOB NO. 14-142Q EQUIPMENT Superheater EQUIP. WT. 400 Ibs STAND WT. 0 Ibs Fp = 139 Ibs C.G. = 56 in. Mo = 8397 in: Ibs Mr = 2005 in.-Ibs RESISTANCE ARM 22 in 6 x I= 22 x 26 N0. OF ANCHOR BOLTS (shear) 4 (tension) 1 per Anchor LOAD/ A.B. Shear*** = 35 Ibs Minor Axis Tension**" = 306 Ibs Diagonal Tension*"* = 174 Ibs Base Ecc Tension"*" = 0 Ibs Max. Ten. = 306 ibs per anchor TRY: 1/2 Hilti KB-TZ Va = 2839 Ibs (V!(Va)= 0.01 O.K. Vu/Bolt = 49 Ta = 2386 Ibs (T/(Ta)= 0.13 O.K. Tu/Bolt = 428 Bolt Spacing = 22 in.s Anchor Design : Vu = 49 Edge Distance = 24 in.s Tu = 428 SEISMICEQUfP12.xls Page 2 c 0 r!�� 4839410 ��m 1 ��E fD N d rn � uJ { <�} �=r 0 CAD OPoQNATED DRANING. REN90N UPUATES RESTRICTED TO CAD SYSiEA1 ONLY. 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Design Cat. D Tabie 11.6-1 pg 67 Occ. Cat. II Table 1.5-1, pg 2 Site Class D Table 11.8-1, pg 68 Sms =Fa'Ss 1.52 11.4.1, pg 65 Sds =2/3'Sms 1.011 11.4-3, pg 65 Vib. Isolation 1.00 Table 13.6-1, footnote b �p = 1 13.1.3, pg 143 ap = 1 Table 13.6-1 or 13.5-1, pg 117 Rp = 2.5 (for equipment, pg 117 or pg 120) Working Stress Factor, a= 1.4 eisi CONSULTING ENGINEERS ver.08127107 9-Mar-16 PAGE 1 JOB NO. 14-142Q I Eauioment: Vaporizer Equipment: 4 no. of anchor points �/p = 2180 Ib.s (unit weight) Stand Wt. = 0 Ibs Stand ht = 0(n. Added Moment = 0 in-Ibs C.G., x = 90 in. b = 27 in.(width) � = 32 in. Z= 1 ft/ Floor above grade h = 1 ft/Roof BASE SHEAR FOR ANCHOR BOLTS (allowable stress desiqn loads) (13.3-2) Fp(MAX) =1.6"Sds*Ip*Wp/a(working stress) 2518 Ibs (13.3-3) Fp(MIN) _ .3*Sds*Ip*Wp/a 472 ibs (13.3-1) Fp =(.4'ap"Sds"Ip/Rp)(1+2*yh)'Wp/a Rp = 2.5 315 Ibs (13.3-1) Fpv =.2"Sds*Wpla MAX A B TENSION LOAD (a� DIAGONAL (for anchors) Total W = 2180 Ibs or rigid Non-Building Sructure No of Anchors(Legs), N= 4 No. of BoitslAnchor, n= 1 FP = Mo =(Fp'x)+Vp"b/2 72235 in: Ibs Coef = Angle = 0.701 radians or 40.16 degrees Ibb = 729 Tb =Mo*b/2/ibb'cos= qRp = 41.87 in Iil = 1024 TI =Mo"I/2/ill*sin= Diagonal Tension, T= Mo/Arm/n -.6"Wp/N/n = 1338 Ibs TENSIONIBOLT ASD, Rh = 2295 Ibs COMPRESSION/SIfPPORT OR Orthogonal Tension, T= Mo/(b12)/(N/2)/n -.6' Wp/N/n = 2264 Ibs TENSION/BOLT ASD, Rh = 3220 Ibs COMPRESSION/SUPPORT OTM: ASD (for equlpment) Fp =(.4"ap"Sds`IplRp)(1+2"�lh)"Wp/1.4 for ASD 755 Ibs Fp(MIN) _ .3"Sds*Ip"Wp/a 472 ibs (13.3-1) Fpv =.2"Sds'Wp"Ip/'1.4 315 Ibs USE Fp = Coef = ORhogonal Mo = Fp*x + Fpv'b/2 72235 in.-Ibs .6Mr = (.6"Wp-Fvp)'b/2 13409 in.-Ibs F.S. _ .6'Mr/Mo 0.19 < 1.0, ADD HOLD-DOWN ANCHORS UPL = (Mo-.6"Mr)lbl2 = 4358 Ibs Uplift/Leg THRUST, Rh = (Mo)/(b/2)+�Up/N= 3220 Ibs/Leg Diagonal UPL = (Mo-.6*Mr)/arm+Fpv/N = 1484 Ibs Up1ifULeg THRUST, Rh = (Mo)/arm/2+Wp/N +Fpv/N= 1961 Ibs/Leg SEISMICEQUIP12 755 Ibs 0.347 1022 Ibs 728 Ibs 755 Ibs 0.347 ANCHOR BOLTS FOR SEISMIC PROJECT: Boeing 9-99 EQUIPMENT Vaporizer EQUIP. WT. 2180 ibs STAND Fp - 755 Ibs C.G. = 90 in. Mo= 72235 in.-Ibs Mr= RESISTANCE ARM 27 in NO. OF ANCHOR BOLTS (shear) (tension) LOAD/ A.B. Shear*** = 189 Ibs Minor Axis Tension'** = 2264 Ibs Diagonal Tension**` = 1338 Ibs Base Ecc Tension"*" = 0 Ibs TRY: 3/4 Hilti KB-TZ Va = 7396 Ibs Ta = 4475 Ibs Bolt Spacing = 22 in.s Edge Distance = 24 in.s �� eisi CONSULTING ENGINEERS 9-Mar-16 PAGE 2 _ JOB NO. 14-942Q WT. 0 Ibs 13409 in.-Ibs b x 1= 27 x 32 4 1 perAnchor Max. Ten. = 2264 ibs per anchor (V/(Va)= 0.03 O.K. VulBolt = 264 (T/(Ta)= 0.51 O.K. Tu/Bolt = 3170 Anchor Design : Vu = 264 Tu = 3170 SEISMICEQUIP12.xls Page 2 � 0 tASHF SfQION YN DIV I ID13 ED. ENB REGISTATqN rmc io�x vr acuioe LLI lOTGA U�M !'0� UIIR11[ V{ i,A P�•e�/ QE�MV7PAU[DUAC �WlSf�� WIGY.Va(I Ys0! . t. Pal 1 /1(1 IC Ib I 4 MDlll/lp krvf M1iMKaI NOZZLE LIST6 u # MANIW� RE9hRf Wff110.YtYp({�y� [py��LNANE eptap cav¢cn�s�[� HPSV2 WE[OING pk ftpfAlR �jqo e31,3.i.77 6 7/7' M'EIpNG kll uau7Niro9�v 1R6c e12.7.t,i5 t NP53/B WEIDING PeY �pppy�[ '�Cu e17.1�4.71 E 3/B" fNPi �/@ WSPIUS( �9gqyv 0957.1 NP53/! NEl01NG pr A1/fql IYIiCINIP87q p114� Pfl.fd31 I 3/B" FNPT A�@ VG�pL1R d8�iilllo 09.SiA 9 NPSI/7 WELDING f�� yg��yph� �y�j 07i7•7.17 h 3/4" WELDING uN pgWl �IHtlo e79.D5.1S VB' FNPT M@ A[PJ.YWlG( MR4H / j LS' / 1(I7LYWlPBOI 11.�40 / F NP53/9 WELOMG pq 5AS4SE qp�ga ei),�,2,7� i vr w¢tow� uN ttmw�am uAOKSa oit.i.i.ss (� n f/1' FNP! h�k uomnaranvo �nne� no�..a View A RmrorF:201�.f.J �knp� i5V3 ell� PRV�H72 �� P�v g{n �/RG/ i J ll NA � m � ON45iM➢Y0, x4nE OTT �411EMAl p['uq """ N�MONG N1C wI1N EOVBMEH�I�1 �4`0. � . _ ,,,, �' I A514206-00 SEISMIC ANCHORAGE OF EQUIPMENT ' PROJECT:. I j CRITERIA: � Ss = ' Fa = � Sefs. Design Cat Occ. Cat. Site Class Sms =Fa*Ss Sds =2/3'Sms Vib. (solation Ip = ap = Rp = Working Stress Factor, a Boeing 9-99 2012 IBC/ASCE 7-10 1.516 Figure 1613.3.1(1), pg 368 1 Table 1613.3.3(1), pg 366 . D Ta61e 11.6-1 pg 67 II Table 1.5-1, pg 2 D Table 11.8-1, pg 68 1.52 11.4.1, pg 65 1.011 11.4-3, pg 65 1.00 Table 13.6-1, footnote b 1 13.1.3, pg 143 1 Table 13.6-1 or 13.5-1, pg 117 2.5 (for equipment, pg 117 or pg 120) = 1.4 Eguiument: Microbuik Tank Equipment: 4 no. of anchor points Wp = 8300 Ib.s (unit weight) Stand Wt. = 0 Ibs Total W= 8300 Ibs Stand ht = 0 in. Added Moment = 0 in-Ibs eisi CONSULTlNG ENGINEERS ver.08/27/07 8-Mar-16 PAGE 1 JOB NO. 14-142Q I C.G., x = 42 in. b = 59 in. (width) I = 59 in. z= 0 ff/ Floor above grade h = 1 ftlRoof BASE SHEAR FOR ANCHOR BOLTS (allowable stress desiqn loads) (13.3-2) Fp(MAX) = 1.6"Sds'!p'Wp/a(working stress) 9587 Ibs (13.3-3) Fp(MIN) _ .3"Sds*ip`Wp/a 1798 Ibs (13.3-1) Fp =(.4"ap'Sds*Ip/Rp)(1+2"z/h)"Wp/a Rp = 2.5 959 Ibs (13.3-1) Fpv =.2"Sds'Wp/a 1198 Ibs MAX A. B. TENSION LOAD la� DIAGONAL (for anchors) or rigid Non-Building Sructure No of Anchors(Legs), N= 4 No. of Bolts/Anchor, n= 1 Fp = 1798 Ibs Mo =(Fp"x)+Vp"b/2 110848 in.-Ibs Coef = 0.217 Angle = 0.785 radians or 45.00 degrees Ibb = 3481 Tb =Mo"b/2llbb'cos= 664 Ibs Arm = 83.44 in III = 3481 TI =Mo*I/2/III'sin= 664 Ibs Diagonal Tension, T= Mo/Arm/n -.6'Wp/N/n = -239 ibs NO TENSION ASD, Rh = 3404 Ibs COMPRESSIONISUPPORT OR Orthogonal Tension, T= Ma/(b/2)/(N/2)/n -.6* Wp/N/n = ASD, Rh = OTM: ASD (for equipment) Fp =(.4'ap"Sds"Ip/Rp)(1+2*Z/h)"Wp11.4 for ASD Fp(MIN) _ .3"SdS'ip•Wp/a (13.3-1) Fpv =.2*Sds*Wp*Ip/'1.4 Orthogonai Mo = Fp"x + Fpv"b/2 110848 fn.-ibs .6Mr= (.6"UVp-Fvp)•b/2 1115581n.-Ibs F.S. _ .6`MrlMo 1.01 O.K. UPL = (Mo-.6"Mr)/b/2 = -24 Ibs THRUST, Rh = (Mo)!(b/2)+Wp/N= 3954 IbslLeg 3111bs TENSIONlBOLT 39541bs COMPRESSION/SUPPORT 959 (bs 1798 Ibs 1198 Ibs No Uplift Dtagonal UPL = (Mo-.6'Mr)/arm+Fpv/N = 291 Ibs Upiift/Leg THRUST, Rh = (Mo)/arm/2+Wp/N +Fpv/N= 3314 Ibs/Leg SEISMICEQUIP12 USE Fp = 1798 Ibs Coef = 0.217 ANCHOR BOLTS FOR SEfSMiC PROJECT: Boeing 9-99 EQUIPMENT Microbulk Tank EQUIP. WT. 8300 Ibs STAND Fp = 1798 Ibs C.G. = 42 in. Mo = 110848 in.-Ibs Mr = RESISTANCE ARM 59 in N0. OF ANCHOR BOLTS (shear) (tension) LOAD/ A.B. Shear**' = 449 Ibs Minor Axis Tension*** = 311 Ibs Diagonal Tension*"' _ -239 Ibs Base Ecc Tension'** = 0 Ibs TRY: 3/4 Hilti KB-TZ Va = 7396 Ibs Ta = 4475 Ibs Bolt Spacing = 22 in.s Edge Dista.nce = 24 in.s eisi CONSULTING ENGINEERS 9-Mar-16 PAGE 2 JOB NO. 14-142Q WT. 0 Ibs 111558 in.-Ibs b x I= 59 x 59 4 1 perAnchor Max. 7en. = 311 Ibs per anchor (V/(Va)= 0.06 O.K. Vu/Bolt = 629 (T/(Ta)= 0.07 O.K. TulBolt = 435 Anchor Design : Vu = 629 Tu = 435 e SEISMICEQUIP12.xls Page 2 50 I eisi � CONSULTING ENGINEERS � ANCHOR BOLTS FOR SEISMIC 9-Mar-16 i PAGE 2 i PROJECT: Boeing 9-99 JOB NO. 14-142Q � EQUIPMENT Microbulk Tank ; EQUIP. WT. 8300 Ibs STAND WT. 0 Ibs I Fp = 1798 Ibs � C.G. = 42 in. � Mo = 110848 in.-Ibs Mr = 111558 in.-Ibs � RESISTANCE ARM 59 in b x I= 59 x 59 N0. OF ANCHOR BOLTS (shear) 4 (tension) 1 per Anchor LOAD/A.B. Shear***= 4491bs Minor Axis Tension*** = 311 Ibs Diagonal Tension"** _ -239 Ibs Base Ecc Tension""" = 0 Ibs Max. Ten. = 311 ibs per anchor TRY: 518 Hilti KB-TZ Va = 4901 Ibs (V/(Va)= 0.09 O.K. Vu/Boit = 629 Ta = 3458 Ibs (T/(Ta)= 0.09 O.K. Tu/Bolt = 435 Bolt Spacing = 22 in.s Anchor Design : Vu = 629 Edge Distance = 24 in.s Tu = 435 SEISMICEQUIP12.xls Page 2 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 Microbulk Tank Shear, Vu = Tension Nu = phi,tension, steel = phi, shear steel = Concrete seismic mode .75, ver. 9/16/13 . . e�s� CONSULTING ENG/NEERS PAGE 1/4 DATE 23-Mar-16 JOB NO. 14-142Q 0:63 kips 0.44 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 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 in^2 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. in^2 (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 = 12' D8.5, pg 462, hamin =1.5"hef = 6 in. camin = 6 in. cmin = 5 in. ca1(in direction of shear) = 6 in. for D6.2 6 in. ca2 (in orthogonal Direction) _ ,;; , ; 6 in., other ca2 = 6. in (1.5*heflmax 6 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. Appendix D � ANCHOR BOLTS PROJECT: Boeing 9-99 kc = Concrete strength , fc' _ Modification Factors: U�ec,N �u1=1/(1+2*eNl3/hefl = �ed,N W2 =.7+.3*camin/1.5/hef = wc, N W3 = 4�cp,N w4 = 4�c,p �u= �ec,V �5 = 1/(1+2*ev/(3*ca1)) _< 1.0 �ed,V 4�6 = .7+.3*ca2/1.5/ca1 = Wc.V W7 = 4�h,V 4�8 =(1.5"Ca1/ha)^.5 Nominal Bolt Tensile Strength: (D5.1) Nsa = n"Ase*futa = Concrete Breakout Strength: (D5.2) eisi CONSULTING ENGlNEERS DATE 23-Mar-16 PAGE 2/4 Microbulk Tank JOB NO. 14-142Q 17 D.5.2.2 (24 for cast in 8� 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, U�2 = 7.00 � 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, P9 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 ca2=> 1.5*ca1 Use 1.00 1.00 D6.2.7, pg 457 ( use 1.4 for no cracking) (1.2 w/ #4 rebar @ edge) 0.87 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 ca1 = 6 in Anco =9*hef^2 = 144 in^2 Anc =(ca1+s1+1.5'`hefl*(2''1.5"hef+s2) = 144 in^2 Anc =(2*Ca1)*(2"Ca2) = 144 in^2 Anc =(ca1+s2+1.5'hefl*(ca2.1+ca2+s1) = 144 in^2 Not to Exceed Nb = kc*(fc)^.5*hef^1.5 = 8.60 kips for 11<hef<25, Nb = 16*(fc)^.5*hef^1.67 = 11.47 kips Nb = - 8:60 kips Ncb = Anc/Anco"`w2'�3*w4"Nb = 8.60 kips Ncgb = Anc/Anco'`w1'`4�2*w3'�u�4"Nb = 8.60 kips Use Nn = 8:60. kips (1.5 hef max.) eq. D-5, pg 437 (verify with bolt layout) Narrow wall Near edge: eq. D-6, pg 438 eq. D-7, pg 439 eq. D-3, pg 437 eq. D-4, pg 437 Appendix D pg 438 Use: Anc = 144 (single anchor) (single anchor) Nn = 8.60 (Group) n ANCHOR BOLTS PROJECT: Boeing 9-99 Microbulk Tank eisi CONSULTING ENG/NEERS DATE PAGE JOB NO Concrete Pul[out Strength: (D5.3) (for post-installed see test results) Single Anchor Not to exceed, Npn =wcp*Np = 0.00 kips eq D-13, pg 443 (headed stud) Np max =Abrg*8*fc' = 0.00 kips eq. D-74, pg 444 Pull-out = Use Np/bolt = 19.57 kips ( NpnExp. Anchor) =wcp'`Np = Group Np = 11.57 kips Hooked anchor see pg 427 Concrete Side Face Tension: (D5.4) ca1 = 6 ca2 = 6 s= for hef<2.5*Ca1 = 15.00 in., then not applicable 9.145 11.57 Nn = 18 23-Mar-16 3/4 14-142Q kips, from Table kips 8.60 in.( Distance to edge) Nsb = 160`ca1'`(Abrg)^.5*(fc)^.5 = 0.00 kips eq. D-16, pg 444 (See ACI 355.2 for post installed anchors) If ca2<3�ca1, Nsb*(1+ca2/ca1)/4 (up to 3"ca1 max.)= 0.00 kips D.5.4.1, pg 444 Use Nsb = 11.57 Group, Nsbg =(1+s/(6*ca1))"Nsb = 17.36 kips eq. D-17, pg 445 Use Nsbg = 17.36 Steel Shear Strength: (D6.1) 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 = Concrete Breakout Strength in Shear: (D6.2) Ca1 = 6 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*ca1^2 = 162 in^2 eq. D-32, pg 451 Avc = ha*(1.5*(ca1+s2)*2+s1)= 216 in^2 (verify with bolt configuration) If Ca2< 1.5"Ca1, ha = 1.5"Ca1 otherwise 1.5*Ca1 max 10.30 Near edge: Avc=ha"(1.5(ca1+s2)+(ca2.1+s1))= 216 in^2 Ca2.1 = 9 lemax =8"do= 5.00 Use le = 4 see D6.22 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 = 216 Vcb=(Avc/Avco)*w6*W7"`4�8'`Vb= 19.88 kips eq. D-30, pg 451 Group, Vcbg=(Avc/Avco)'w5*�6*�7*�8"Vb= 19.88 kips eq. D-31, pg 451 Use V= 99:88 kips Vn = 10.30 Appendix D • ,� ANCHOR BOLTS PROJECT: Boeing 9-99 Concrete Pryout Strength: {D6.3) Microbulk Tank eisi CONSULTING ENGINEERS DATE 23-Mar-16 PAGE 4/4 JOB NO. 14-142Q 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 = 10.30 Interaction: (D7) Vua/bolt = 0.63 kips Vn = Nua/bolt = 0.44 kips Nn = phi*Vn = 4.64 kips D4.1.2, pg 432 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 Combine If Nua<.2*phi'"Nn = 0.59 kips D.7.2, pg 461 O.K. 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 = 17.36 kips 0.65 1128 Steel Shear Strength: (D6.1) Vn = 10.30 kips 0.6 6.18 Concrete Breakout Strength in Shear; (D6.2) * Vn = 19.88 kips 0.6 11.93 Concrete Pryout Strength: (D6.3) Vn = 1720 kips 0.6 10.32 Vu = 0.629 Nu = 0.44 ' *NA if not near slab edge Vn = 2.47 Nn = 1.68 Combine = VuNn +Nu/Nn = 0.51 OK <= 1.2 eq D-42, pg 461 Allowable Va = 1.76 kips Allowable Ta = 1.20 Appendix D 10.30 8.60 0.63 0.44 Formula D-3 D-4/5 D-14 D-18 D-19/20 D-21/22 D-30/31 kips kips kips kips kips Seismic 11.16 4.19 5.64 8.46 6.18 11.93 10.32 FS = OK OK Brittle 4.46 1.68 2.26 3.39 2.47 4.77 4.13 1.4 � r 0 � 5� Footing Overturning Check EISI, Ltd. CONSULTING ENGINEERS PROJECT: Boeing 9-99 JOB # 14-'f42Q Item: Microbulk Tank 9-Mar-16 Page F. S. = 1.5 Lateral load: Fp = 1.80 kips OTM = 9 ft-kips Vertical Load: Quanitity kips DL 1 4.1 4.1 kips LL 1 4.2 4.2 kips L, ft W, ft T, ft Wt. Footing, ft 8 x 8 x 1.50 x 0.145 kcf = 13.92 kips Total Vertical Load Wt = 22 kips CG = 4.00 ft Center of Gravity = 5.00 ft from bot. of ftg. Fp = 1.80 kips Seismic OTM = 9.00 ft-kips Mr = .6"Wt*W/2 = 53 ft-kips FS = 6 OK Soils Pressure: Aliow S. P. = 1500 psf EQ Soil Pressure: x =(.6*Mr-Mo)/VV = 1.03 ft SP = P/A+or-Mc/f = 453 psf or 242 psf OK if x in first 1/3 1789 psf OK D + L Soil Pressure: SP = 347 psf OK OTM � consulting engineers 1900 W Emerson Place #200 Seoitle, WA 98119 Phone (206) 284-1181 � FAX (206) 284-1236 ��11G� U� � 43C�cF� �� 22Z1�� l�� Job No.��-�� Sheet �� Of Client: Project: �.� 4.►^ Sub ject: ��1�.I1 �1�— l�►J-c�O�-S By. Date: . '��(�, 2 � 2'� �e� � �� — t 1. � � � �P� , �`�C L•�D� a �°1 t� �+�:�"1�,. !�'. �' � �I��j c7� �1—� �- U� ��Z�,c,2� �.'�° �� _____---�� . � > ��-�� . , � A . � SEISMIC ANCHORAGE OF EQUiPMENT I PROJECT: Boeing 9-99 i CRITERIA: 2012 tsC/aSCE 7•�0 Ss = 1.516 Figure 1613.3.1(1), pg 368 Fa = 1 Table 1613.3.3(1), pg 366 Seis. Design Cat. D Table 11.6-1 pg 67 Occ, Cat. II Table 1.5-1, pg 2 Site Class D Table 11.8-1, pg 68 Sms =Fa'Ss 1.52 11.4.1, pg 65 Sds =2/3*Sms 1.011 11.4-3, pg 65 Vib. Isoiation 1.00 Table 13.6-1, footnote b �P = 1 13.1.3, pg 143 ap = 1 Table 13.6-1 or 13.5-1, pg 117 Rp = 2.5 (for equipment, pg 117 or pg 120) Working Stress Factor, a= 1.4 Equioment: Zwick Equipment: 4 no. of anchor points Wp = 4364 Ib.s (unit weight) Stand Wt. = D Ibs Total W= Stand ht = 0 in. Added Moment = 0 fn-Ibs C.G., x = 156 in. b = 54 in.(wfdth) I = 86 fn. z= 0 ft! Floor above grade h = 1 ft/Roof BASE SHEAR FOR ANCHOR BOLTS (allowable stress desiqn loads) (13.3-2) Fp(MAX) = 1.6'Sds'Ip'1Np/a(working stress) 5041 fbs (13.3-3) Fp(MIN) _.3'Sds'Ip"Wp/a 945 Ibs or rigid Non-Building Sructure (13.3-1) Fp =(.4'ap'Sds'Ip/Rp)(1+2*zfi��VVp/a Rp = 2.5 504 Ibs (13.3-1) Fpv =.2*Sds'Wpla 630 ibs MAX A. B, TENSION LOAD C�a. DIAGONAL (for anchors} No of Anchors(Legs), N= 4 No. of Bolts/Anchor, n= 9 Fp = Mo = (Fp`x)+Vp*b/2 164450 in.-Ibs Coef = Angle = 0.561 radlans or 32.13 degrees Ibb = 2916 Tb =Mo*b/2/ibb'cos= Arm = 101.55 in III = 7396 TI =Mo*1/2/III*sin= Diagonal Tension, T= Mo/Arm/n -.6"Wp/N/n = 974 Ibs TENSION/80LT ASD, Rh = 2889 Ibs COMPRESSION/SUPPORT OR Orthogonai Tension, T= Mo/(b/2)/(N/2)/n -.6" Wp/N/n = 2221 Ibs TENSION/B�LT ASD, Rh = 4136 fbs COMPRESSIONISUPPORT 51 eisi CONSULTING ENGINEERS ver.08/27/Q7 27-Apr-16 PAGE 1 JOB NO. 14-142Q � 4364 Ibs SEISMICEQUlP12 945 Ibs 0.217 1290 Ibs 508 Ib5 ANCHOR BOLTS FOR SEISMIC PROJECT: Boeing 9-99 EQUIPMENT Zwick EQUIP. WT. 4364 Ibs STAND WT Fp = 945 Ibs C.G. = 156 in. Mo = 164450 in.-Ibs Mr = RESISTANCE ARM 54 in NO.OF ANCHOR BOLTS (shear) (tension) LOAD/ A.B. Shear*"* = 236 Ibs Minor Axis Tension"`" = 2221 Ibs Diagonal Tension*"* = 986 Ibs Base Ecc Tension**' = 0 Ibs TRY: 5/8 Hilti KB-TZ Va = 4901 Ibs Ta = 3458 Ibs Bolt Spacing = 24 in.s Edge Distance = 24 in.s m eisi CONSULTING ENGINEERS 27-Apr-16 PAGE 2 JOB NO. 14-142Q 0 Ibs 53685 in.-Ibs b x 1= 54 x 84 4 1 perAnchor Max. Ten. = 2221 Ibs per anchor (V/(Va)= 0.05 O.K. Vu/Bolt = 331 (T/(Ta)= 0.64 O.K. Tu/Bolt = 3109 Anchor Design : Vu = 331 7u = 3109 SEISMICEQUIP12.xls [''JCj Page 2 EPDXY ANCHOR BOLTS (ACf 3'i8 2011, Appendix D) PROJECT: Boeing 9-99 " _ ,;. ;.: ITEM Ztnnck..: _ , . LOADS: Shear Vu= ;; 0:331 kips Tension TU = 3 1:09 kips Steel phi, tension = 0:65 D4.3, pg 434 Steel phi, shear = 0:65 D4.3 Concrete seismic mode .75, 0 75 e: D3.3.4,4 pg 426 Seismic Omega or Bnttle ; 0 d D3.3.4.3-d, pg. 426 eisi CONSULTING ENGlNEERS ver.09/16/13 DATE 18-Apr-'16 PAGE 1/4 JOB NO. : 14-142Q : Condition B- W/O supplemental reinforcing Working Stress Factor = 1.6 Concrete phi, tension =.. . 0 65 ' Brittle steel Concrete phi, shear = 0.6 Brittle steel Concrete phi, tension = 0.65 breakouf, etc Concrete phi, shear ='., . 0:65 . breakout, etc Bond, tension = - : 0.65 - Anchor bolt: Grade " -A �93; 6-7 futa = 125 ksi (not to exceed 125ksi or 1.9*Fy) Fy = 105 ksi 199.5 ksi (1.9*Fy) � Size, dia. da = .: ,,;,,, 1;125. in, Ase = 0.763 iM2 Ase = 3.14/4"(do-.9743/n)^2 Abrg ' 0. in^2 (bearing area of head) Embed., hef = '16 in limits 4da<hefQOda per D.42.3, pg 434 ha = 24 in (Conc. Thickness) ;: � No. AB, shear n= 1. tension.n = - 1.: Anchor Spacing, s'I ` 0 in s2 -� 0 in (s2 in direction of load) smin = 6.75 in. smin, 6*da, see D8.1, pg 462 (4*da for cip) cac, min. = 2*hef = 32 in., D8.5, pg 463 hamin = hef*1.5 24 in. D8.4. pg 462 _ . .___. Camin 14 in. Edge dist. (direction of load), ca1 ':. �4 in. max., 1.5"`hef =24 For Tension Breakout D5.2 ca2 =:14 in. perpendicularto ca1 ca2.1 =' 'i4 in. _. . ... � EccenEricity, eN i: 0 in. Shear, eV ,:: O in •. Appendix D Epoxy EPDXY ANCHOR BOLTS oATE 18-Apr-16 (ACI 318 20'11, Appendix D) PAGE 2/4 PROJE�T: Boeing 9-99 JOB NO. 14-142Q kc 17 :.' Tabie 8(24 for uncracked 8� 17 for c�acked) Concrete strength , fc' _;.'.d000;':° : psi see table D5.5.2, pg 447 or ESR report tcr = • 730 psi '; 200 � seisimic factor= . .. : �j ," :8 for seismic tuncr = 1860 psi ': 300 seisimic factor = _1 ' .4 for seismic _ _ Modification Factors: Sustained Tension, factor - 1� .4 for sustained Wec N W1=1/(1+2*eN/3/hefl = 1 00 D-8 440 • �Ved,N �V2 =.7+.3*camin/1.5hef = wc,N W3 = U�cp,N W4 = • . w/o supplemental rebar �Vc,p U�ec,V wed,V �Uc.V 4�h,v �uec,Na Wed,Na Wcp,lVa w= W5 = 1/('1+2*ev/(3"ca1)) _< 4_0 W6 = .7+.3*ca2/1.5/ca = 4�7 = �8 =(1.5*ca1/ha)^.5>=1.0 � w9= 1/(1+eN/Cna) _ 4�10 = .7+.3"`Camin/Cna = 4�11 = Camin/Cac = . eq. , P9 0.88 eq. D-10, pg 441 if camin>1.5*hef then use 1, w2 = 0.88 i 00 D.5.2.6, pg 441 (1 for uncracked & 1.4 for cracked) ( 1.00 per 355.2) 0;75 .D.5.2J; pg 442 (1.0 max.) W4=1.0 if camin=>cac eq U-12, pg 425 0.75 w4=camin/cac => 1.5'hef/cac •if.camin<.cac . •. . . �: . eq D-13 0.75 �.. 1:00 D.5.3.6, pg.427 (1.4 for no cracking, otherwise 1) ' 1.00 eq: D-3.6;. D.6:2c5, pg 456 Use 'I . 0.90 eq D-38, D.6.2.6, pg 457 or 1 if ca2=> 1.5`ca Use 0.90 �`.00 D6.2.7, pg 457 1.0 for no sup. Reinf., 1.4 for sup. Rebar 0.94 Use U�h,v = �.00 eq. D-39, D.6.2.8, pg 458 1.00 b.5.5.3, pg 449 :. not.greater than 1.0 � � 0.99 D.5.5.4, pg 449 if Camin>=Cna then =1.0 0.44 D.5.5.5, pg 449 if Camin>=Cacthen =1.0 Nomin�l Bolt 7ensile Strength: (D5.1.2) Nsa = n*Ase"'futa= 95.38 kips Concrete Breakout Tensile Strength: (D5.2) (verify hef if ca < 1.5*hef on 3 sides), D5.2.3, pg.392 Anco =9*hef^2 = 2304 in"2 Anc =(ca1+s2+1.5*hefl*(ca2+1.5*hef+s1) = 1368 in^2 Nb = kc"'(fc*)^.5*hef"1.5 = 68.81 kips iVcb = Anc/Anco"v�2*W3"w4"`Nb = 26.81 kips Ncbg = Anc/Anco'W1 "W2*W3'w4"Nb = 26.81 kips Use Ncbg 26.81 kips Concrete Pullout Bond Strength: (D5.5), pg 445 Nba =tcr"3.14*da"hef = 41.26 kips Cna = '10"da'`(tuncr/1100)^.5 = 14.63 in: Anao = (2*Cna)"2 = 856.02 in^2 eq. D-2, pg 436 ca2 =1.5*hef = 24 max Use: hef = 16 eq. D-5, pg 437 Use ca2.1 12 -: (verify w/ bolt layout) Use: Anc = 1368 ,(Group) eq. D-6, pg 438 not exceed, single anchor eq. D-3, pg 437 (single anchor) eq. D-4, pg 437 eq D-22, pg 446 eq D-21, pg 445 eq D-20, pg 445. Appendix D Epoxy e � i ; i � � I � i I EPDXY ANCHOR BOLTS oaTE (ACI 318 2008, Appendix D) PAGE PROJECT: Boeing 9-99 JOB NO. Concrete Pullout Band Strength: (D5.5), pg 445, continued Ana =(Cna+s1+ca1)"(Cna+s2+ca2) = 820 in^2 . for ca.1 & ca2 < Cn Na = Ana/Anao"4�ed,Na*4�cp,Na*Nba = 17.06 kips eq D=18, pg 445 ca1 = 14.00 Nag = Ana/Anao"wec,Na*4�ed,Na"`4�cp,Na*Nba = 17.06 kips eq D-19,. pg 445 . ca2 =. 14.00 Use Nag 17:06 kips . . . . Controlling Tensile Strengtli: phi W/ phi factors ' � D5.1 Steel Strength, Nas = 95.38 0.65 24.80 kips � D5.2 Conc. Breakout Strength, Ncbg = 26.8'i 0.65 5.23 kips 18-Apr-16 3/4 14-142Q D5.5 Bond Strength, Nag = 17.06 Q.65 -. ,: 3:33 . kips Ult. Bond Stress = 59 psi Use: phi Nn =;.:_;- :: ;;`� ;:;; 3:33 kips . Ws =. 2.08 kips Nu = . , , 3.11,kips O.K. U.93 � Steel Shear Strength: (D6.1), pg 450 -. Vsa =.6*n*Ase*futa = 57.23 kips D-29, pg 450 : •. Concrete Breakout Strength: (D6.2), pg 450 Avco = 4.5*ca1^2 = 882 D-32, pg 451 _ __ .... .. � ha (1.5 ca max ) ; ;.18 Avc = (2*(1.5*(cai+s2)+s1)'ha= 756 USE ` 756 ' : le =( 8*d)max or hef : i in. . 9 max Vb =7*(le/d)^.2*d^.5"fc^.5"ca^1.5 = 35.46 kips Shear Parallel to edge (2 otherwise 1) 'I Vcb = Avc/Avco"W6`W7"W8*Vb = 27.35 kips D-30, pg 451 Vcbg= Avc/Avco"w5*W6*W7"�u8'Vb = 27.35 kips D-31, pg 451 USE 27 35 ,'. ';. kips Concrete Pryout Strength: D6.3, pg 460 kcp = 2: ' see pg 461 kcp = 1.0 for hef<2.5 otherwise 2.0 Ncp = 17.06 kips Ncpg = 17.06 kips , Vcp = kcp"Ncp = 34.12 kips Vcpg = kcp''Ncpg = 34.12 kips ' . USE '- 34 2 :: :: kips Appendix D Epoxy D6.2.1 c, pg 451 i t � c° a T L Q � � [- Qi 00 � � � � T U N �a Q' a Y m � W W Z C `t Q Q O r ❑ d � � r II � n N , � � i-+ V Y d � O � � d � � � aaa a-Q- c �c �[ 1 �C .�L ' '� ;� ,r., • . . . N �:.e- : M . . � � �� :.� � . 0 T ,T � � r N. . ' � ;,� � � � � . . � . Q ... - .. . � �..: > ' . II II . . � .� . ��-c0 >> Y j :c cfl , co :c O a:.o o;o Q N � y �- .c . � v Q O N M N � t(� �f N M ' O W � � u u u = m rn m _ � � .Z � ; _ ... _ . o °' �; 0 3 . :?��, �a �'@�- � ~ °�' `' :� Q �f � m �' QQ a;c u ►� m � `�� m. U N � � � R � � � V + '� O-r � � � • M Z p� ... � � Q m = Z � � T Z � r N M � � t0 to <O jjJ . .�� . F.- v, - � >C w = � O -, = _ o � :� W a � � �2 t- V consulting engineers 1900 W Emerson P(ace #200 Seattle, WA 98119 Phone (206) 284-1181 e FAX (206) 284-1236 � � .� �. � ll. ; Job No.�`�'� 2� Sheet �% Of Client: Project: �� 2 Sub ject: B� Date: . �� l�� 2 � ��'� �--. �� '� � �o�� oc �: ( �- 2�,.e� �` r g�� , � � d � .� � � �1?.� � 51� q,\1 l �ls�� °��-� � c� � � � � � � �a�a� i �i��2� �i�(� �� _�� ,�L� SEISMIC ANCHORAGE OF EQUIPMENT PROJECT: Boeing 9-99 CRITERIA: 2012 isc/aSce 7-10 Ss = 1.516 Figure 1613.3.1(1), pg 368 Fa = 1 Table 1613.3.3(1), pg 366 5eis. Design Cat. D Table 11.6-1 pg 67 Occ. Cat. II Table 1.5-1, pg 2 Site Class D Table 1�.&1, pg 68 Sms =Fa"Ss 1.52 11.4.1, pg 65 Sds =2/3`Sms 1.011 11.4-3, pg 65 ' Vib. Isolation 1.00 Table 13.6-1, footnote b Ip = 1 13.1.3, pg 143 aP = 2.5 Tabie 13.6-1 or 13.5-1, pg 117 Rp = 6 (for equipment, pg 117 or pg 120) Working Stress Factor, a= 1.4 Eauioment: Pipe Support Equipment: 4 no. of anchor points Wp = 270 Ib.s (unit weight) Stand Wt. _ Stand ht = 0 in. Added Moment = C.G., x = 96 in. b = 9 in.(width) I = 9 in. z= 0 ft/ Floor above grade h = 1 ff/Roof BASE SHEAR FOR ANCHOR BOLTS (allowable stress desian loads) (13.3-2) Fp(MAX) = 1.6`Sds'Ip'Wp/a(working stress) (13.3-3) Fp(MIN)=.3`Sds'ip'Wpla (13.3-1) Fp =(.4"ap"Sds"IplRP)(1+2*�Jh)"Wp/a Rp = 6 (13.3-1) Fpv =.2'Sds'Wp/a MAX A. B. TENSION LOAD Ca� DIAGONAL (for anchors) �� eisi CONSULTING ENGINEERS ver.08l27/07 27-Aprv16 PAGE 1 JOB N0. 14-142Q i 0 Ibs Total W= 270 Ibs 0 in-Ibs 312 Ibs 58 Ibs or rfgid Non-8uilding Sructure 32 Ibs 39 tbs No of Anchors(Legs), N= 4 No. of Bolts/Anchor, n= 1 Fp = Mo = (Fp•x)+Vp*b/2 5789 in.-Ibs Coef = Angle = 0.785 radians or 45.00 degrees Ibb = 81 Tb =Mo'b/2/Ibb`cos= Arm = 12.73 in III = 81 TI =Mo"i/2/III*sin= Diagonal Tension, T= Mo/Arm/n -.6"Wp/N/n = 404 Ibs TENSION/BOLT ASD, Rh = 522 Ibs COMPRESSION/SUPPORT OR Orthogonal Tension, T= Mo/(b/2)/(N/2)/n -.6• Wp/N/n = 592 Ibs TENSION/BOLT ASD, Rh = 711 !bs COMPRESSION/SUPPORT SEISMICEQUIPI2 68 Ibs 0.217 227 Ibs 227 fbs � ' eisi CONSULTING ENGINEERS ANCHOR BOLT$ FOR SEISMIC. 27-Apr-16 PAGE 2 PROJECT: 8oeing 9-99 JOB NO. 14-142Q EQUIPMENT Pipe Support EQUIP. WT. 270 Ibs STAND WT. 0 Ibs Fp = 58 Ibs C.G. = 96 in. Mo = 5789 in.-Ibs Mr = 554 in.-Ibs RESISTANCE ARM 9 in b x I= 9 x 9 N0. OFANCHOR BOLTS (shear) 4 (tension) 1 per Anchor LOAD/A.B. Shear"**= 151bs Minor Axis Tension**" = 592 Ibs Diagonal Tension**" = 404 Ibs Base Ecc Tension**" = 0 Ibs Max. Ten. = 592 Ibs per anchor TRY: 5/8 Hilti KB-TZ Va = 4901 Ibs (V/(Va)= 0.00 O.K. Vu/Bolt = 20 Ta = 3458 Ibs (T/(Ta)= 0.17 O.K. Tu/Bolt = 829 Bolt Spacing = 9 in.s Anchor Design : Vu = 20 Edge Distance = 24 in.s Tu = 829 SEISMICEQUIP12.xls Page 2 ANCHOR BOLTS (ACI 318 2014, Chapter 17) PROJECT: Boeing 99-9 ITEM LOADS: or phi per ESR reports Pipe Support Shear, Vu = Tension Nu = phi,tension, steel = phi, shear steel = Concrete seismic mode .75, eisi CONSULTING EIVGINEERS ver. 1/20/16 020 kips 0.83 kips 0.75 17.3.3, pg 233 Conc. Mode phi = 0.65 17.3.3 Conc. Mode phi = 0.75 17.2.3.4.4 pg 225 PAGE 1/4 DATE 27-Apr-16 JOB NO. 14-142Q 0.7 .65 for post-installed 0.7 Omega = 2 17.2.3.4.3(d), pg. 224 17.2.3.5.3(c), pg. 227 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 in^2 Ase = 3.14/4"(do-.9743/nt)"2 Embed., hef = 4 in ha min =3/2''hef = 6 in., per 17.7.5, pg 259 for expansion Abrg = 0 in^2 (bearing area of head) No. Shear AB, n= 1 No. Tension AB, n= 1 Anch�r Spacing, s1 = 0 in s2 = 0 in (s2 in direction of load) smin = 4*da or 6*da for torque or post installed smin, 17.7.1, pg 258 Post-Instalfed cmin = 6`da,undercut 17.7.3 5 cmin = 8"da,torqued controlled 6.25 cmin = 10"da,displacement controlled 17.42, pg 236 D6.2 Edge dist., cac = 6.75 in. critical cac, 17.7.6, pg 259 (2.5*hef except undercut anchors) post-installed (see tested data): undercut, cacmin =2.5"hef torque-controlled, cacmin = 4�hef non torqued, min edge distance = min cover per ACI, Section 20.6.1 adhesive, cac = 6*da ha = 6 17.7.5, pg 259, hamin =1.5"hef = 6 in. camin = 6.75 in. cmin = 3.625 in. ca1(in direction of shear) = 6.75 in. for D6.2 6.75 in. ca2 (in orthogonal Direction� = 6 in., other ca2 = 6 in (1.5*heflmax ca2 (in orthogonal Direction) = 10.13 in., other ca2.1 = 10.13 in (1.5"Ca1)max eN (tension eccentriciry) = 0 in. eV(shear eccentricity) = 0 in. Chapter 17 6 10.13 t t. ANCHOR BOLTS PROJECT: Boeing 99-9 kc = Concrete strength , fc' _ Modification Factors: wec,N w1=1/(1+2*eN/3/hefl = �ed,N �2 =.7+.3*camin/1.5/hef = wc,N U�3 = U�cp,N w4 = wc,p 4�= wec,V �5 = 1/(1+2*ev/(3*ca1)) _< 1.0 �ued,V w6 = .7+.3'`ca2/1.5/ca1 = �uc.V w7 = 4�h,V 4�8 =(1.5*Ca1/ha)^.5 Nominal Bolt Tensile Strength: (17.4.1) Nsa = n'`Ase*futa = Concrete Breakout Strength: (17.4.2) ca1 = Anco =9"hef^2 = Anc =(ca1+s1+1.5"'hef)*(2*1.5*hef+s2) = Anc =(2�Ca1)*(2*Ca2) _ Anc =(ca1+s2+1.5*he�''(ca2.1+ca2+s1) = Not to Exceed Nb = kc"`(Pc)^.5"hef^1.5 = for 11<hef<25, Nb = 16*(fc)^.5�hef^1.67 = Nb = Ncb = Anc/Anco*W2*w3`W4'Nb = Ncgb = Anc/Anco*�1*w2*w3''W4*Nb = Use Nn = eisi CONSULTING ENGINEERS DATE 27-Apr-16 PAGE 2/4 Pipe Support JOB NO. 14-142Q 17 17.4.2.2 (24 for cast in & 17 for post installed), pg 236 4000 psi 1.00 eq. 1i.4.2.4, pg 238 1.04 eq. 17.4.2.5, pg 239 if camin<1.5"hef, otherwise 1, W2 = 1.00 17.4.2.6, pg 239 (1.25 for cast-in & 1.4 for post-instafled) 1.00 17.4.2.7, pg 240 (1.0 max.) w4=1.0 if camin=>cac eq 17.4.2.7a 1.00 U�4=camin/cac => 1.5*hef/cac if camin<cac eq 17.4.2.7b 0.89 1.00 eq. 17.4,3.6, pg 242 (1.4 for no cracking, otherwise 1) 1.00 eq. 17.5.2.5, pg 252 Use 1.00 1.00 (1.00 per ESR) 0.88 eq 17.5.2.6, pg 254 or 1 if ca2=> 1.5*ca1 Use 1.00 1.00 17.5.2.7, pg 254 ( use 1.4 for no cracking) (1.2 w/ #4 rebar @ edge) 1.30 17.5.2.8, pg 254 17.17 kips eq. 17.4.1.2, pg 234 (verify hef if ca < 1.5"hef on 3 sides), D5.2.3, pg 439 6.75 in 144 in^2 153 in^2 162 in^2 153 in^2 8.60 kips 11.47 kips 8.60 kips 9.14 kips 9.14 kips 9.14 kips (1.5 hef max.) eq. 17.4.2.1 c, pg 235 (verify with bolt layout) pg 236 Narrow wall Use: Anc = 153 Near edge: eq. 17.4.2.2a, pg 236 (single anchor) eq.17.4.2.2b, pg 237 (single anchor) eq. 17.4.2.1a, pg 235 eq. 17.4.2.1 b, pg 235 N.A, if reinforced Chapter 17 Nn = 9.14 (Group) C' p ANCHOR BOLTS PROJECT: Boeing 99-9 Concrete Pullout Strength: (17.4.3) Single Anchor Not to exceed, Npn =Wcp�Np = (headed stud) Np max =Abrg*8*fc' _ Use Np/bolt = Group Np = Hooked anchor see pg 242, Np =.9'fc"`eh"da = Concrete Side Face Tension: (17.4.4) for hef>2.5"`Ca1 = Nsb = 160"ca1'`(Abrg)^.5*(fc)^.5 = If ca2<3"ca1, Nsb"(1+ca2/ca1)/4 (up to 3*ca1 max.)= Group, Nsbg = (1+s/(6"ca1))'`Nsb = Steel Shear Strength: (17.5.1) grout base, g = Non headed bolts or post-installed' p= Vsa =.6"(n`Ase,v'"futa*p)''g= Concrete Breakout Strength in Shear: (17.5.2) Pipe Support . r , eisi CONSULTING ENG/NEERS DATE 27-Apr-16 PAGE 3/4 JOB NO. 14-142Q (for post-installed see test results) 0.00 kips eq 17.4.3.1, pg 241 (hooked bolt see 17.4.3.5) 0.00 kips eq. 17.4.3.4, pg 242 Pull-out = 9.145 kips, from Table 11.57 kips ( NpnExp. Anchor) =�ucp"Np = 11.57 kips 11.57 kips Nn = 9.14 0 kips eh = 0 in ca1 = 6.75 ca2 = 6 s= 18 in.( Distance to edge) 16.88 in., then not applicable 0.00 kips eq. 17.4.4.1, pg 242 (See ACl 355.2 for post installed anchors) 0.00 kips pg 242 Use Nsb = 11.57 16.71 kips eq. 17.4.4.2, pg 242 Use Nsbg = 16.71 1(if grout w/ cast-in headed bolt use .8, otherwise 1.0), 17.5_1.3 1(use p= 1,sleeves not in shear plane use .6) 10.30 kips eq. 17.5.1.2b, pg 246 Vn = 10.30 Ca1 = 6.75 Ca2 = 1.5*Ca1 = 6 Use: 1.30 D-39, pg 458 (not less than 1) Shear Parallel to edge (2 otherwise 1) 2 77.5.2.1(c), pg 248 Avco = 4.5*ca1^2 = 205 in^2 eq. 17.5.2.1c, pg 248 Avc = ha*(1.5'(ca1+s2)*2+s1)= 122 in^2 (verify with bolt configuration) If Ca2< 1.5*Ca1, ha = 1.5'`Ca1 otherwise 1.5"Ca1 max Nearedge: Avc=ha"`(1.5(ca1+s2)+(ca2.1+s1))= 122 in^2 Ca2.1 = 10.13 lemax =8*do= 5.00 Use le = 4 see D62.2 or fe = 2*do for torque controled Exp. Anchors Vb=7*(I/do)^.2"do^.5*fc'^.5"ca1^1.5= 8.90 kips eq. 17.5.2.2a, pg 251 Use Avc = 122 Vcb=(Avc/Avco)"`W6'U�7'4�8*Vb= 13.75 kips eq. 17.5.2.1a, pg 248 Group, Vcbg=(Avc/Avco)*w5"w6*w7*4�8"Vb= 13.75 kips eq. 17.5.2.1b, pg 248 Use V= 13.75 kips Vn = 10.30 `�c Chapter 17 Y � � O Q a � � a� n d � � � � � J � 0/�/� c .� W O m O � U W i Z N Q a: � � • • O t+) O �' vi tn tn v� aaaa YY.YY O N II ��Oc'� N C M�- N o0 .� � � � O O � N .� � V' c'� N 1� � I� �t � � N a0 O C'� � � �` CO N N'ct M c! �f3 U � Cfl �1' Ln O �1' � � � '� � � ti � � N '� � �l' � OD CO OO � � fi1 O N �^ 7 ci � d�" 0'�0 � � O Ll � � � � 0 0 0 O N � T � d' II II II (I d '� 00 CD o0 N r C C � � � � � � � � � � � � 00 V � � Z� Z � � �p � i1i I� � Cfl ao � `1 = U a� O o �v OU � o�� N N nG'Q' N � c0 .Q N � v�i e- � OI N N M M fl' �� 49 c0 �r r C. O. � t� !� e- e- e- N n1 �� M M CD GO �� a' 1� I� f� I� a d d � � � � I I � LL. y a :Y W � � u �n �n �n �n �n � � c� c� � � t I� CO Cfl CO CO (O Cfl QO N pp Q" O O O O O O O O CV N� f0 Q' O M Q II II � � C � (A (� fn f4 UJ fA tn Z Z T- o. g n n a a a a. �;C 1 Y �1 .Y .Y .Y d N r�� M ti N N O r r op 11 c. �. a a n. n. a n. � a' � cfl o� ad o rn Y n �L Y �G �C �G Y �1 ..Y � O Y NN N Nom00o�0 � � 0000 00� V � L II II II II II II II II II C>O O � � c c� c c� c r� o ,� ZZzz»»>.or� II II II II II II tl � II II � m Q. ..fl CT � ++ ++ C � � C C � U U .Q O O �cZ U .Q��Z a.>Z N Q « a? c� m.c � a� r.c c ... Y cni' >Z aa� an.l; � c`! � Y G N N m � ^ �Q II � N � � � � C � 7 : r * � � � � .n � z � �t N 'd: «S M � v� M� S M O ui U 2 v d: � ��ri ~ o � � •.• __ ►� � z N o� .c -- c �.c � �. c � � o �i � � � � i � � N t� C � c L � N � a� a � o �' o G a '�n m � �, o d V L � V L c � U � _ � � � y � � � 00 a� y i� s fq ` 6ii N 7� v � 3 tn d Y 3 LL ` S�C 7 I- � o y � �v o = L � '° � � �jj �mma'v��ma (n °: a' :: s c' .°: � � C i L L N � i o :.i � � � � a� t� Z U U V N U U 11 II Z � Z -Q + � = O 3 Q � 11 Gf c :a 0 V a� rn � N � (6 � a�0i � 0 C Q z � � .• consulting engineers 1900 W Emerson Place �200 Seattle, WA 98119 �� -- i.,�� .,�. ...,. _ �... � ....... ..... ....,,. //' � �. ; . Job No.��'��`�2G� Sheet �.f� Of Client: Project: !'�� - � Sub ject: � ANCHOR BOLTS (ACI 318 2011, Appendix D} PROJECT: BOEING 9-99 ITEM LN2 Tank - Fence LOADS: Shear, Vu = Tension Nu = or phi per phi,tension, steel = ESR reports phi, shear steel = Concrete seismic mode .75, ver. 9/16/13 eisi CONSULTING ENGINEERS PAGE 1/4 DATE 16-Nov-15 JOB NO. 14-142Q 1.28 kips 8.20 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 Anchor bolt: Grade KBTZ-SS futa = 115 ksi (not to exceed '125ksi or 1.9*Fy} ' Fy = 92 ksi 174.8 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 for D5.2 D52 D6.2 Abrg = 0 in^2 (bearing area of head) No. Shear AB, n= 4 No. Tension AB, n= 2 Anchor Spacing, s1 = 7.5 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 = 625 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 = 12 D8.5, pg 462, hamin =1.5*hef = 7.5 in. camin = 2 in. cmin = 3.5 in_ ca1(in direction of shear) = 6.75 in. for D6.2 6.75 in. ca2 (in orthogonal Direction) = 6 in., other ca2 = 6 in (1.5*heflmax ca2 (in orthogonal Direction) = 10.13 in., other ca2.1 = 6 in (1.5"Ca1)max eN (tension eccentncity) = 0 in. eV(shear eccentricity) = 0 in. Appendix D 7.5 10.13 . � ` ANCHOR BOLTS PROJECT: BOEING 9-99 kc = Concrete strength , fc' _ Modification Factors: U�ec,N w1=1/(1+2'`eN/3/he� _ wed,N w2 =.7+.3'`camin/1.5/hef = U�c,N w3 = wcp,N U�4 = wc,P �_ wec,V w5 = 1/(1+2*ev/(3"ca1)) _< 1.0 U�ed,V w6 = .7+.3*ca2/1.5/ca1 = wc.V w7 = 4�h,V �8 =(1.5*Ca1/ha)^.5 Nominal Bolt Tensile Strength: (D5.1) Nsa = n'Ase*futa = Concrete Breakout Strength: (D5.2) ca1 = Anco =9*hef"2 = Anc =(ca1+s1+1.5*hefl*(2*1.5*hef+s2} _ Anc =(2*Ca1)*(2*Ca2) _ Anc =(ca1+s2+1.5"hefl`(ca2.1+ca2+s1) _ 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"�3#W4"Nb = Ncgb = Anc/Anco"4� 1 *4�2*U�3*w4'`Nb = Use Nn = eisi CONSULTING ENG/NEERS DATE 16-Nov-15 PAGE 2/4 LN2 Tank - Fence 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 0.78 eq. D-10, pg 441 if camin<1.5*hef, otherwise 1, W2 = 0.78 1.00 D.5.2.5, pg 441 (125 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.) 4�4=1.0 if camin=>cac eq D-11, pg 442 0.30 4�4=camin/cac => 1.5*hef/cac if camin<cac eq D-12 0.30 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 0.88 eq D-38, D.6.2.6, pg 457 or 1 if ca2=> 1.5"ca1 Use 1.00 1.20 D6.2.7, pg 457 ( use 1.4 for no cracking) (1.2 w/ #4 rebar @ edge) 0.92 D6.2.7,pg 458 37.26 kips eq. D-2, pg 436 (verify hef if ca < 1.5�hef on 3 sides), D5.2.3, pg 439 6.75 in 225 in^2 326 in^2 162 in^2 278 in^2 12.02 kips 16.64 kips 12.02 kips 13.58 kips 13.58 kips 13.58 kips (1.5 hef max.) eq. D-5, pg 437 (verify with bolt layout) Narrow wall Near edge: eq. D-6, pg 438 eq. D-7, pg 439 eq. D-3, pg 437 eq. D-4, pg 437 Appendix D pg 438 Use: Anc = 326 (Group) (single anchor} (single anchor) Nn = 13.58 • � r ANCHOR BOLTS PROJECT: BOEING 9-99 Concrete Pullout Strength: (D5.3) Single Anchor Not to exceed; Npn =U�cp*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*Ca1 = Nsb = 160'`ca1*(Abrg)^.5*(fc}^.5 = If ca2<3*ca1, Nsb*(1+ca2/ca1)/4 (up to 3*ca1 max.)= Group, Nsbg = (1+s/(6"ca1))'Nsb = Steel Shear Strength: (D6.1) grout base, g = Non headed bolts or post-installed' p= Vsa =.6*(n"Ase,v�futa"p)"g= Concrete Breakout Strength in Shear: (D6.2) LN2 Tank - Fence eisi CONSULTING ENGINEERS DATE 16-Nov-15 PAGE 3/4 JOB NO. 14-142Q (for posi-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) =U�cp"`Np = 11.57 kips 23.14 kips Nn = 13.58 ca1 = 6.75 ca2 = 6 s= 6 in.( Distance to edge) 16.88 in., then not applicable 0.00 kips eq. D-16, pg 444 (See ACI 355.2 for post installed anchors) 0.00 kips D.5.4.1, pg 444 Use Nsb = 11.57 13.28 kips eq. D-17, pg 445 Use Nsbg = 13.28 1(if grout w/ cast-in headed bolt use .8, otherwise 1.0) 1{use p= 1,sleeves not in shear plane use .6) 44.71 kips eq. D-29, pg 450 Vn = 44.71. Ca1 = 6.75 Ca2 = 1.5"`Ca1 = 10 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 = 205 in^2 eq. D-32, pg 451 Avc = ha'`(1.5*(ca1+s2)*2+s1)= 333 in^2 (verify with bolt configuration) If Ca2< 1.5*Ca1, ha = 1.5*Ca1 otherwise 1.5*Ca1 max Nearedge: Avc=ha*(1.5(ca1+s2)+(ca2.1+s1))= 284 in^2 Ca2.1 = 6 lemax =8#do= 5.00 Use le = 4 see D6.2.2 or le = 2''do for torque controled Exp. Anchors Vb=7"(Ildo)^.2*do^.5*fc'^.5*ca1^1.5= 8.90 kips eq. D-33, pg 454 Use Avc = 284 Vcb=(Avc/Avco)'`�6�`�V7*4�8'Vb= 14.79 kips eq. D-30, pg 451 Group, Vcbg=(Avc/Avco)"`�u5"�6*U�7'w8*Vb= 14.79 kips eq. D-31, pg 451 Use V= 14.79 kips Vn = 14.79 Appendix D ANCHOR BOLTS PROJECT: BOEING 9-99 Concrete Pryout Strength: (D6.3) LN2 Tank - Fence eisi CONSULTING ENGINEERS DATE 16-Nov-15 PAG E 4!4 JOB NO. 14-142.Q kcp = 2 D.6.3.1 (kcp =1 for hef < 2.5, otherwise 2.0) single Vcp = kcp'`Ncb = 27.17 kips eq. D-40, pg 460 (from D5.2) group Vcp = kcp*Ncbg = 27.17 kips eq. D-41, pg 461 Vn = 14.79 Interaction: (D7) Vua/bolt = 0.32 kips Vn = Nua/bolt = 2.05 kips Nn = phi*Vn = 8.87 kips D4.1.2, pg 415 Vua= phi'Nn = 9.51 kips D4.4.2 Nua = For No Combination Required If Vua<.2*phi*Vn = 1 kips D.7.1, pg 461 Combine If Nua�.2'phi*Nn = 1.24 kips D.7.2, pg 461 Combine USE: 5/8" dia. Hilti "KB-TZ" SS Anchors w/ 5 in. emb. Summary phi Capacity Nominal Bolt 7ensile Strength: (D5.1) Nn = 37.26 kips 0.65 24.22 Concrete Breakout Strength: (D5.2) Nn = 13.58 kips 0.65 8.83 Concrete Pullout Strength: (D5.3) Nn = 23.14 kips 0.65 15.04 Concrete Side Face Tension: (D5.4) *, cast in A. B. Nn = 13.28 kips 0.65 8.63 Steel Shear Strength: (D6.1) Vn = 44.71 kips 0.6 26.83 Concrete Breakout Strength in Shear: (D6.2)' Vn = 14.79 kips 0.6 8.8.7 Concrete Pryout Strength: (D6.3) Vn = 27.17 kips 0.6 16.30 Vu = 1.28 Nu = 820 ' *NA if not near slab edge Vn = 8.87 Nn = 8.63 Combine = VuNn +Nu/Nn = 1.09 OK <= 1.2 eq D-42, pg 461 Allowable Va = 6.34 kips Allowable Ta = 6.16 Appendix D 14.79 13.58 1.28 8.20 kips kips kips kips OK OK Formula Seismic Brittle D-3 2422 D-4/5 8.83 8.83 D-14 15.04 15.04 D-9 8 $.63 8.63 D-19/20 26.83 D-21 /22 8.87 8.87 D-30/31 16.30 16.30 kips FS = 1,4 :R � 4 4/3/2017 Clty Of TL�kWlZa Allan Ekberg, Mayor Department of Community Development Jack Pace, Director JOHN S MURDOCH PO BOX 3707 MC 46-88 SEATTLE, WA 98124 RE: Permit No. D 16-0154 BOEING #9-99 9725 EAST 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 5/7/2017. • 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 Officia} 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. I� the event you do not call for an inspection and/or receive an extension prior to 5/7/2017, 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, �/l/ ' ac el e i ley Permit Technician File No: D16-0154 6300 Soutlicenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 11/1/2016 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director JOHN S MURDOCH PO BOX 3707 MC 46-88 SEATTLE, WA 98124 RE: Permit Application No. D16-0154 BOEING #9-99 9725 EAST MARGINAL WAY S Dear JOHN S MURDOCH, In reviewing our current application files, it appears that your permit applied for on 6/10/2016, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 12/10/2016. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended ] 80 days. -or- 2) If the plan review is not completed submit a written request,far application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, �� C -�1� Bill Rambo Permit Technician File No: D16-0154 6300 Southcen.ter Boulevard Suite #100 • Tukwila Washington 98188 � Pho�ie 206-431-3670 • Fax 206-431-3665 PE��i G�4��a COP� � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0154 DATE: 06/10/16 PROJECT NAME: BOEING #9-99 SITE ADDRESS: 9725 EAST MARGINAL WAY S X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: �� Av�c� �o�� Building Division .JJ s �la (o � ��• �� Public Works Revision # Revisiou # q�y� ,�1G �.2�-I � Fire Prevention � Structural � before Permit Issued after Permit Issued �� '� (�•�b•�b Planning Division � Permit Coordinator ❑ PRELINIINARY REVIEW: DaTE: 06/14/16 Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Structural Review Required � DATE: APPROVALS OR CORRECTIONS: DUE DATE: O7/i2�iC) Approved ❑ Approved with Conditions d Corrections Required ❑ (corrections ef�tered iri Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zonirrg Issues) DATE: Pern:it Ceitler Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ivisnoia BOEING COMPANY, THE Hotne i:spaiiol t;onts.ict. 5afety & Health Washi�gtan State Department crf ��bar 8c I�dus�r'�es � BOEING COMPANY, THE Owner or tradesperson MCNERNEY, W (JAMES) Principals 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: 02/07l2013) 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) Page 1 of 9 Search L&I ��;�:s A-1 Index llelp My T.,Szl Claims & Insurance Workpiace Rights Trades & Licensing 700 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— 01/18/2017 Bond FEDERAL INS CO $12,000.00 He6p us imprave https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 11/8/2016 BOEING COMPANY, THE Page 2 of 9 Bond account no. 81312466 . Received by L&I Effective date 01/14/2002 01/01/2002 Expiration date Until Canceled Insurance ...................... Ace American Insurance Company $1,000,000.00 Policy no. HDOG27854990 Received by L&i Effective date 10/05/2016 70/0112016 Expiration date 10/01/2017 Insurance history Savings ....... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the�tiond��or savings accounts during the previous 6 year period. L81 Tax debts No C8l 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 Self Insured. 700,216-00 This business is certified to cover its own workers' comp costs. No premiums due. Doing business as BOEING COMPANY THE Estimated workers reported N/A L&I account representative (360)902-4817 Track 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 10/04/2016 Violations Inspection no. 317942065 Location 3003 W Casino Rd Everett, WA 98203 Inspection results date 09/09/2016 No violations Inspection no. 317941079 Location 2400 Perimeter Rd Auburn, WA 98001 Help us imprave https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 11/8/2016 1 I\VULIiI WORK LOCATION �TlC � rTi�T��`1 � �� E�� . �� „� �� ,mu.�� a�� , i ! �� n ` ��, �,,„� �� " � � ; � �,�� w ��'� �� ; �� n� hs � �� . ..�� . � _ � !� �.� � ��,' ' � y� % � . �� ,� : „� �� . � py ,, � + �!^ �' � � ' �� a� Y " � -� � .. ,a � � �° ��. � � � � � .....✓�. �'� ,� � � � _' � � �' � � �� ..�..� m n •``��*, �, � � i j� ! � �" ��.�......�.. > � � SYM I REVISIdN — ORIGINAL ISSUE ( BY ' APPROVED I DATE I SYM W3469099 EISI TWH 05.16.16 �4 � � oar4��.� � �� 3 W��° e� � � �� . �� y� ._� � � � �!� Ww� *�� :� �.�� :� , �� ..�,�� . r� � � CODE SU�l1M�lRY TYPE OF APPLICATION: ❑ NEW ❑ ALTERATION ❑ ADDITION TENANT IMPROVEMENT PROJECT DESCRIPTION: PROVIDE FOUNDATION AND SUPPORTS FOR TWO OWNER–FURNISHED LN2 TANKS AND MISC EQUIPMENT. 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. LAG NEW OWNER FURNtSHED EQUIPMENT AND PROVIDE SUPPORT UTILITIES INCLUDING COMPRESSED AIR, COOLING WATER, LN2, GN2, POWER & DATA. CODES: 2012 INTERNATIONAL BUILDING CODE 8� 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 8� I& WAC 51-57 2014 NATIONAL ELECTRIC CODE, AMENDMENTS A, B& C& WAC 296-46B-010 2012 WASHINGTON STATE ENERGY CODE WAC 51–II CURRENT CITY OF TUKWILA ZONING ORDINANCES CONTRACTOR 8� STATE NUMBER; THE BOEING COMPANY (BOEINC *294ML I/18/2017) BOEING PROJECT ENGINEER: PROJECT DESIGNER/ARCHITEC:DOUGLAS CONDIT/EISI PHONE; 206-284-1181 BOEING CONTACT; JOHN MURDOCH PHONE: 253-740-0214 FAX NUMBER: 253-657-0858 E–MAIL: lohn.s.murdoch@boeinq,com OCCUPANCY GROUP: GROUP B& GROUP F-2 (OFFICE & FACTORY) CONSTRUCTION TYPE: TYPE II, NON—COMBUSTIBLE ZONING:ALLOWABLE AREA �NCREASE: OCCUPANT LOAD: (ALLOWABLE) NO CHANGE FLOOR AREA: (ACTUAL) NO CHANGE (TABLE 10—A) OFFICES — STORAGE _ LABORATORY GANOPY _ OTHER OCC. BLDG GROSS OCC. TUNNEL — OCC. FIRST FLOOR OCC. 2ND FLOOR OCC, PENTHOUSE PROJECT AREA 67,799 SF SQ FT SQ FT 59,292 SF SQ FT 4,082 SF SQ FT 4,425 SF SQ FT – SQ FT 3,200 SF SQ FT BUILDING HEIGHT: (ACTUAL) 44 FT STORIES; 3 MEZZANINE ?❑ (YES) (NO) SQ FT FIRE PROTECTION: SPRINKLERED THROUGHOUT PER NFPA 13 ? (YES� ❑(N0� SEPARATION EXTERIOR WALL (NON—BEARING) HOUR RATING EXTTERIOR WALL (BEARING) HOUR RATING INTERIOR WALL (NON—BEARING) HOUR RATING INTERIOR WALL (BEARING) HOUR RATING DEMOUNTABLE PARTITIONS HOUR RATING STRUCTURAL FRAME HOUR RATING FLOOR/CEILINGS HOUR RATING ROOF CONSTRUCTION HOUR RATING „ „ SEISMIC DESIGN: ZONE � DESIGN LOADS: (CHAPTER 16) ROOF: LIVE (SNOW) FLOOR: OFFICE MECH/STOR STAIRS CONCENTRATED: WIND: EXPOSURE I10 MPH, EXPOSURE C REVISION BY APPROVED DATE (PSF) (PSF) (PSF) (PSF) �� m �� i � � � � . }y, � �'"r� +� PERMIT SET GE�IERAL i�OTES 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 COMPLEfION OF THE WORK FOR INCORPORATION INTO BOEING RECORD DOCUMENTS. L. ��y�°� WAS 4�.Fii� 1�.�l4. � � 15820 �'�i' ,F� �� c�RAL ��'� s1�'v SSjONAL �`— _ _ _ _ _ _ _ _ __ _ _ > ��'',' ,�� `� P�+.�� - � �IQ change� �� b¢ ��_ �� pla�s �.►ithout ��o��val fr�� th� Pb�nning ��o� o� �� ,��proved � : L ! �'�'��: . ; "-- .�—, - SC ��p FOR: t3EQ Mechanica! Electrical lumbing Gas Pipistg City of Tukw11a Qi }t� t�tNG D1VISl01 ACCEPTABILITY THIS DESIGN AND/OR SPECIFlCATION IS APPROVED 'PROVED BY DEPT. DATE S�� PERMIT MASTER COD�S Ai�ID PER�iITS PROJECT TITLE: INSTALL NEW LN2 TANK �JOB N0: 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 �E ❑ PLUMBING ❑ LANDSCAPE ❑ FIRE PROTECTION ❑ MECHANICAL �E ❑ DEMOLITION ❑ CANTILEVER RACKS STRUCTURAL ❑ — ❑ — � TO BE REVIEWED UNDER SEPARATE PERMIT WASHINGTON STATE NON–RESIDENTIAL ENERGY CODE–APPROACHES COMPLIANCE OPTION ❑ PRESCRIPTIVE ❑ LPA ❑ ANALYSIS N/A � SPECIAL INSPECTIONS REQUIRED: . ❑ WELD CONCRETE REBAR ANCHOR BOLTS ❑ STRUCTURAL BOLTING ❑ STRUCTURAL OBSERVATION ❑ OTHER CALCULATIONS TYPE: N �A ATTACHED (YES) (NO) DRAWING NUMBER 09-99—AO 09-99-1Al2R 09-99—A515R 09-99-1Al2 09-99—A515 09-99—A516 DRAWING NUMBER 09-99—S599R 09-99—S599 09-99—S600 09-99—S601 09-99—S602 09-99—S603 09-99—S2E DRAWIi\!G I��EX ARCH ITECTU RAL - CIVI L REV DRAWING TITLE NEW COVER SHEET R FLOOR PLAN — REMOUAL NEW ARCHITECTURAL DETAILS — REMOVAL M FLOOR PLAN NEW ARCHITECTURAL DETAILS NEW SECTIONS AND DETAILS STRU CTU RAL REV DRAWING TITLE NEW PLAN — REMOVAL NEW A NEW NEW NEW NEW PLAN TANK FOUNDATION PLANS AND DETAILS TANK FOUNDATION PLANS AND DEfAILS �1SC. PIPING SUPPORTS EQUIPMENT FOUNDATION PLANS AND DETAILS STRUCTURAL NOTES C1TY OF TUI��UILA BLANKET PERMIT AGREEMENT NUMBER: 16-001–BPA � �� oQ • 1 Flan r��i�t,v �a,�p�ov�1 i� �ubj��t to errors and ami��inr��. i�ppPoval �f �on �'�10�1 d0�t1PYT�3�ifg dQ�3 R0� BLi�tilQYf?8 �he ��i�i�ii�� f �� da �ad e�d� �r ordinanee. R�c�i�i of appro��d �i Id py nd �ondi�ions is ac�ir►vwled�d: �v: ��i�'_.__--� C1��f' City � ��k�ri(� BUILD[I�G DIVISEO� -`–`A REVISIONS es sha11 be made to thP scopP No chang rior approval of of work �vithout p p�vision. Tu4:wila Buildin9 �an submittal �`�TE� mav� ncfude�'add'►�t o'nai plan review fees. and Y _ RECEIVED CiTY OF TUKWILA JUN 10 2016 •,,. •..f. ,1 ..*,.,,, ., .... � � ' • ��Y.1 � 2Q�7; PROJECT T I TLE :INSTALL NEW LN2 T�NK cuRREKr�346909g SYMBOLO R I G COVER SHEET SHEEf INSTALL NEW LN2 TANK �O B U I L D I N G 9-99 JOB N0. W3469099 =k� DEV. CENTER, �Iq °wc No. 09-99–AO 05.16.15 � �- � � 0 � rn 0 N � 0 � z _ �� 2.5 „�� w J � Q Z 0 Q � � 0 � � z � LEGEND: � � NON SPECIFIC, NOTE APPLIES TO ROOM � SPECIFIC, NOTE APPLIES TO SPECIFC ITEM --- DENOTES WALL TO BE PAINTED, SEE CORISPONDING FLAG NOTE. CONSTRUCTION NOTES: 1� AFTER REMOVAL OF EXISTING FENCE MOUNTED RECEPTACLES, LIGHTS & CONDUIT/WIRE. REMOVE FENCE. CUT BOLTS FLUSH WITH FLOOR AND GRIND SMOOTH. SYM L R C D E KEY PLAN nI SCALE: NONE I v RE�/ISION ROBOTIC 50 KIP TENSILE TESTER INSTALL NEW LN2 TANK B16 LAB (PERMIT PACKAGE) B1 B LAB (CONSTRUCTION PACKAGE) B1 B LAB (PERMIT/CONSTRUCTION PACKAGE) W1238730 W3469099 J#180015-06 J#180015-06 J#180015-12 BY ABKJ EISI GMM GMM GMM APPROVED TWH DATE 09.28.12 05.16.16 11.03.98 11.17.98 11.25.98 SYM F G H J K REVISION EXTRS: 21-03 R& E STORAGE RELOCATION EXTRS: 21-03 R& E STaRAGE RELOCATION RELOCATE GRAPHIC DESIGNERS WAT LAB RELOCATE LOCK & KEY J#180138-00 J#180138-00 J#130413-00 J#130433-02 J#8534391 aY MRM MRM TWH TWH LMC APPROVED DATE 04.07.99 06.03.99 11.14.03 02.03.04 04.27.09 ,� � � � e=, �� .: : �i��a��' t 3' � .n# ��.,�� . L• co ACCEPTABILITY EDDIE P. DUARTE hASxj�lii�� THIS DESIGN AND/OR CHECK D ��o SPECIFlCATION IS APPROVED T.H�AN SON � (aPPROVED BY DEPT. DATE T.HANSON _,�� j�NAL � --- ��,fl� SUBTITLE 12.18.96 � � � REFER TO DRAWING S599R FOR DEMOLITION WORK IN THIS AREA. � UNLAG ANY ANCHORS ON VIDMAR TOOL CABINEI�. CUT BOLTS FLUSH WITH FLOOR AND GRIND SMOOTH. � REFER TO DWG. S599R FOR DEMOLITION FOR NEW EQUIPMENT FOUNDATION. ■ � � ■ v ■ � v �, FLOOR PLAN - REMOVALS INSTALL NEW LN2 TANK BUILDINC 9-9�.1 ARCHITECTURAL MASTER COL. E—G/1-4 R�VI�y�r�4 F �� A�� E ��D , �� 2 4 1016 � BU�LDl��Tu�ita �IVISlON •• .�,r •,f � , � �: �� i �� za , �� RECEIVED CiTY OF TUKWILA JUN 10 2016 CENTER PERMIT SET � �. ��f, �. t �` � �a�� ', • :• � � � , � • ; 05.16.16 SHEET 1 Al2R JOB N0. COMP N0. W1238730 DWG N0. D.C. 9-99-1Al2R � � � 0 � rn 0 � N � Z O N Z Q S �� 2.5 w J N Q Z 0 Q � � 0 � � z � LEGEND: � NON SPECIFIC, NOTE APPLIES TO ROOM � SPECIFIC, NOTE APPLIES TO SPECIFC ITEM --- DENOTES WALL TO BE PAINTED, SEE CORRESPONDING FLAG NOTE. CONSTRUCTION NOTES: � LAG NEW ZWICK N�ACHINE. REFER TO DWG. S603. SYM REVISION L ROBOTIC 50 KIP TENSILE TESTER M INSTALL NEW W2 TANK C B1 B LAB (PERMIT PACKAGE) D B18 LAB (CONSTRUCTION PACKAGE) E B1B LAB (PERMIT/CONSTRUCTION PACKAGE) BY W1238730 ABKJ W3469099 EISI J#180015-06 GMM J#180015-06 GMM J�180015-12 GMM APPROVED TWH DATE 09.28.12 05.16.16 11.03.98 11.17.98 11.25.98 SYM REVISION F EXTRS: 21-03 R& E STORAGE RELOCATION G EXTRS: 21-03 R& E STORAGE RELOCATION H RELOCATE GRAPHIC DESIGNERS J WAT LAB K RELOCATE LOCK & KEY BY J#180138-00 MRM J#180138-00 MRM J#130413-00 TWH J#130433-02 TWH J�8534391 LMC APPROVED DATE 04.07.99 06.03.99 11.14.03 02.03.04 04.27.09 � � m ,�r �� f � �`��`�� I�i L• c0 ACCEPTABILITY EDDIE P. DUARTE �Askt,1,� THIS DESIGN AND/OR HECKED co SPECIFlCATION IS APPROVED T.N AN SON :�,�(,t�3' � APPROVED BY DEPT. DATE T.HANSON 1562Q °� ��rsx� SSIONAL S�BPnE 11TLE 12.18.96 ARCHITECTURAL MASTER FLOOR PLAN INSTALL NEW LN2 TANK BUILDING 9-�9.1 COL. E-G/1-4 � � ..�e�cvv�o FpR - ��t?DE COMPLIANC� .. ?� � ��Pf��'V�D ' JUN 2 4 ' 2016 � �V L ��D�tnrila IV1SlON . ; • � � �� . . . R � 1 � � � � �m.. � �. ` �►� � � ,� XS�'tW':��3fi;rCf�4?SS�v'�",�D°S�Sr.+��'St�i�n`�+�r,'t1�J^Q�'a'',.�'S'`A�'��"'?1�`"�I#N!�°+'A'��;'a��f,RCa�f��'.3 . � , � �� E � 2 I.URRCIVI RCVIJIVIV JIMOVL � ^ UHIC W3469099 IVI 05.16.16 SHEET 1Al2 JOB N0. COMP N0. W1238730 DiMG N0. D.C. 9-99-1Al2 � �!- t0 rn 0 � n N � � 0 U � � � �t- �'ri � 0 \ rn 0 � N � Z O N Z Q 2 _ _ _ _ _ -_ . _. _ _ . P �AN � � _ _ _ . N _ - - SCALE. 1/4"= 1'-0" 1 Al2 S599 �— — SYM I REVISION I BY I APPROVED I DATE I SYM I REVISION - INSTALL NEW W2 TANK W3469099 EISI S. CHO 05.16.16 BY I APPROVED I DATE �, , ��F �' �� rx ,�� .: �� °' ,�'� %� ` � " �� L. S ��ti °F WA` 4° �,�� . ACCEPTABILITY � THIS DESIGN AND/OR � SPECIFlCATION IS APPROVED ( PROVED BY DEPT. DATE 15820 � ,C� 'I�� , )NAT. �� t tp EISI 41 t SUBTTTLE 10.28.15 STRUCTURAL MASTER DRY WELL 2'-0"� CMP x4'-0" FI LLED W/ 1 1/2" GRAVEL 1 S599 S600 PLAN INSTALL NEW LN2 TANK BUILDING 9-9�.1 COL. E—G/1-4 GENERAL NOTES 1� AO SMITH #2630 FLOOR DRAIN. 2� ANCHOR W/ 4-1/2"� HILTI "KB—TZ" ANCHORS W/ 3 1 /4" EMBEDMENT. 3� ANCHOR W/4-3/4"� HILTI "KB—TZ" ANCHORS W/ 4" EMBEDMENT. � ANCHOR TANK W/ 4-5/8"� HILTI "KB—TZ" ANCHORS W/ 4" EMBEDMENT. CONSTRUCTION NOTES � INSTALL C.I.P. TRENCH OR PRECAST ALTERNATE. 2� TAKE PRECAUTION NOT TO DISTURB EXISTING UTILITIES. � INSTALL UTILITY SUPPORT, VERIFY WITH MECHANICAL. � SEE MECHANICAL FOR LOCATION. 5� REPLACE CURB IF IT WAS REMOVED DURING EXCAVATION. SEE DWG. S599R. 6. PRIOR TO STARTING CONSTRUCTION, VERIFY ALL LOCATIONS AND DIMENSIONS OF EXISTING FOOTINGS IN RELATION TO NEW PIPE TRENCH. COORDINATE TRENCH AND VACUUM PIPE LENGTH WITH MECHANICAL CONTRACTOR. 7� INSTALL DEIONZING SUPPORT FRAME. 8� PATCH PAVING TO MATCH EXISTING. _�.� REVIEWED FOR � INSTALL NEW CONCREfE SLA .��p�+��}�It��.{A�l�� qpp�OVED JUN 2 4 2016 RECElVED CITY OF TUKWILA JUN 10 2016 PERtUIIT CENTER PERMIT SET JOB N0. DWG N0. D.C. 0 Cify of Tukwila �UlLDING Dl�/i��J�# �� x��e �599 W1238730 � 9-99—S599 05.16.16 u�a �r u-i � O \ � O \ N � Z O � Z Q _ � I � rm. n.�rs�i�.�ma�� 1 S599 S603 P LAN SCALE: 1 /4"=1 '-0" 1 v U I � � � ASSUMED LOCATION FOR � I EXISTING 8" FIRE MAIN � I I I � I � I � I _�� I o � I �� x x I II o � �-------� I I I X I � � ' � ' � i ASSUMED LOCATION OF ( I I I EXISTING 30" STORM DRAIN I ,_ � � I I i I I I I � � MICROBULK TANK � I I �-------J I � I I x � I I � O ( � X I I I x I � I I �—X X I �• �0 ;..�� ; � � . , • • •' � \ `1 `\�\y�,��`' �.\\S .,a � SECTION - MICROBU�{� TANK FOUNDATION SCALE: 1 /2"=1 '-0" SYM REVISfON - ORIGINAL ISSUE BY APPROVED DATE SYM W3469099 EISI S. CHO 05.16.16 S601 � REVISION � � � DRAIN PIPE .,� TRENCH WIDTH 2 S599 S601 COMPACTED GRANULAR BACKFILL (95% MAX. DENSITY) COMPACTED BEDDING WSDOT STD. SPEC. 9-03.12(3) TRENCH � SCALE: 3/4"=1'-0" S601 � :��J:Zi�a�7 A S� 11'-10" #5 Q 1 �» E.W., T � 0 I � O O O EQ U I P M E NT LAYO UT P LAN SCALE: 1 /2"=1'-0" r� ;."� �,��. : .. �� o� ...�°�\�,,: SEAL WITH HOT T� � EXISTING ASPHALT ►'�.."' "" DOWEL C� 18" W/ HILTI "HIT-RE 500-5D" : W/ 6" EMBEDMENT S LAB J 0 I NT � SCALE: 3/4"=1'-0" S601 � � � �i. GRAVEL FILL � �,� -�� . � � �� • ` �: f• � \ � . � ,...� 1 � ��,� �,� �� ,�,� � - t"� . � � � ho-e�a�, � � j1� � �� . V' ' � i � � � • �� °��,� .jp � 1�l�� ,1�# + � � � - � .c 1° � -. � �� • � �� '� ` URAL F�'1��, SSIONAL �� /�. i4► GROUND GENERA� NOTES CONSTRUCTION NOTES 1� INSTALL CONC. FTG. 1/4" HIGHER THAN ADJACENT PAVING. FENCE POST 3/16 V TANK FND. REBAR � a . .: .� a-a : . . -a 4d d ' a - . �'d�' . � .. ' IL 10" I PL 10x3x0'-10" W/ (4)-5/8"� HILTI SS � "KB-TZ" W/ 5" EMB. .a . o I � � �� i�,�,�� '�'�� #3x f� C� 16„ 2-#4 T&B � � �2„ SQ. TYP. FENCE POST BASE 3 SCALE: 3/4"=1'-0" A516 S601 CAUL �ATED FELT CO � � S ECTI 0 N � SCALE: 3/4"=1'-0" S601 � �E,VIEVVI►E� F4R �COD� CO �WE�� . �'�P� v CUT �� 2 4 20�6 TH. NEW ASPHALT REQUIRED � Ciiy o�� ` �UILi�1��1��9� COMPACTED GRANULAR BACKFILL (95� MAX. DENSITY) ��'ACTED BEDDING WSDOT STD. SPEC. 9-03.12(3) GROUND WIRE TRENCH E SCALE: 3/4"=1'-0" � S599 Sfi01 su� TANK FOUNDATION PLAN AN �'T� INSTALL NEW LN2 TANK BUILDING 9-99 STRUCTURAL MASTER IM �j � S � �y � • f-0 / Sf � j � � RECEIVED CIT'Y OF TUKWILA JUN 10 2016 ,,�w . ... �• �s'w��s� Ay+��Tl�P'1 i�'� ZQCi� PERNIIT SET _ .._ �.•, . ��,� � � � ��, � �� • ��, � � � �� s v trz,�a �� ,�s�' "�`" �� `�. � i ;� a� �� t�k�� , 05.16.16 �O � JOB N0. COMP N0. W3469099 � DEV. CENTER, I�yq °wc Na 09-099—S601 � n�nr u� / ninE CLAMP V/ B—LINE APE 4PS �TRUTx 1'-2" MTL SIDIN� CONC. WALL "� HILTI "KB—TZ" W/ 4" EMB. PIPE SUPPORT STAND SCALE: 1 "=1'-0" 1 /2" MET� HDG PIPE W/ PIPE CLAMP WRAP PIPE W/ B—LINE "ISO—PIPE" TAPE C� PIPE CLAMPS B—LINE B3064-2 SPACED @ 10'-0" MA B22x� 3/8"� SS "KB W/ 3 WALL BRACKET PIPE SUPPORT S599 S602 SCALE: 1"=1'-0" ci innnor nm� ci�� Tn � C� —IS602 B409 WALL BRACKET SPACED C� 10'-0" M� PIPE CLAMP WRAP PIPE W/ B—LINI "ISO—PIPE" TAPE @ PIPE CLAMPS B22A STRUTx1'—( INSULATED PIPE �ERTICA� PIPE SUPPORT SCALE: 1 "=1'-0" 3/8"� HILTI SS "KB—TZ" B—LINE W/ 2" EMB. B22 STRUT - 1/2"� STEEL BOLTS TYP. B—LINE B280FL GALVANIZED — HILTI HIT—RE-500 EPDXY ANCHORS � W/ 1/2"� ASTM F593 CW1 CONC. WALL (E) STAINLESS STEEL ATR. 2 3/4" MIN. EMBED. DEPTH. INSTALL PER MANUFACTURES INSTRUCTIONS (ESR-2322) —IS602 1 /2"� PIPE INSULATION � AND JACKETING f B2400 SERIES PIPE STRAP,GALVANIZED. � PIPE STRAP AROUND OUTSIDE � OF INSULATION AND JACKETING. , WRAP PIPE W/ B—LINE "ISO—PIPE" TAPE C� PIPE CLAMPS .:: . - � ��.� . °� ._ _a: - . ..( .a �� .a -� � - �.: �. 6 1 /4" TYP. PIPE SUPPORT SCALE: 1 "=1 '-0" SYM REVISION — ORIGINAL ISSUE . - - - -- - - ---- , � � . .. I BY I APPROVED I DATE I SYM W3469099 EISI S. CHO 05.16.16 PARTIAL N 0 RTH WALL E LE�ATI 0 N SCALE: 1 /4"=1'-0" REVISION BY I APPROVED A5151S602 PER�IT SET �A� p,5 L• co ACCEPTABILITY �� WAs�t,��d THIS DESIGN AND/OR 40 �� o ,,,, SPECIFlCAl10N IS APPROVED � � PROVED BY DEPT. DATE 156Z� �,: " �� S�RAL E�'1�1, jONAL � � � 1•� EXISTING PIPE SUPPORT (E) CONC. SLAB S5991S602 1 SHEEf MEfAL WALL � I ADD (3) B22 STRUT CHANNELS, EQ. SP. W/ BEAM CLAMP B-441-22 � 2'-10" CONC. WALL S ECTI 0 N � SCALE: 1/4" = 1'-0" S602 � suem� TITLE METAL SIDING CONC. W� CONSTRUCTION NOTES 1� REMOVE EXISTING SHEET METAL COVER. 2� CAULK AROUND PIPE. 'E CLAMP STRUTx1'-0" W/ 3/8"� HILTI TZ" W/ 2" EMB. ULATED PIPE INSIDE PIPE SUPPORT JI.NLt: IVUIVt —I S6�2 � � a .� � � a 1 /2"� HILTI "KB—TZ" FASTEN BASE OF ��. o: EXPANSION ANCHORS a . INSTALL PER MANUF'S. UNIT TO ANGLE FRAME �� INSTRUCTIONS. MIN. WITH (4) #10 TEK _ _ _ _ � _ � ° 3 1 /4" EMBEDMENT SCREWS, (1) EACH I, CORNER. �� (ESR-1917) a�� I � .a _ a �- TYP. � � \ � � � �- . - ��-, � � � � a .Q I � \ I ° a . �n � \ � `— ' � �'I a a�� ' � a. I � . , d ° — — — ° — . e �. ° REVIE ° . .� . �t?D� C flIIP � R -. � ° . � �� : ��p�C��fL��E a.. L 2"x2"x 3/16" 1'-5" �.a � ��JUN 2 4 2016 �u�L� N f �u��rir� � QIVISION � 1 /2"� VJ RIGID PIPE (LN2) TYP. 3/16 L 2"x2"x3/16" NOTE: DEBURR ALL SHARP EDGESAND CHAMFER ALL CORNERS 1 /4" SD1-2 MIS�ELLANEOUS PIPE SUPPO INSTALL NEW LN2 TANK BUILDING 9-99 STRUCTURAL MASTER ONIZIN SDI-2 DEIONIZING SYSTEM 3 1 /4" N Q ... . .d � d . a. Qd. . 1 1 . °. 1 � �a � � o —I I . a .: . � I .�° � . � a. IQ� � °� . . �a .a a� �a. �..e .a � . .a . a . . � a�. � R�CEIVED �� `:: • (�;UKWILA . :� � � �w: .a �_ � ��;� . .a :. . .- 2016 . _ a� a � _.a�� - �'��..-� � Q � ; PERiNtT CENTER PORT 6 A515, S599 S602 CfJRRE SI SYMBOL DATE W3469099 I � 05.16.16 SHEET ��0� �oB No. W3469099 cc DEV. CENTER, �1�Iq °wc No. 09-099—S602 � �i-i � 0 � rn 0 � N � Z O N z Q _ SYM ORIGINAL ISSUE 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 SAFEIY, BRACING AND SHORING, MATERIAL QUANTITIES, AND DIMENSIONS. SUBMITTAL ITEMS SHALL INCLUDE BUT NOT BE LIMITED T0: SUBMIT T0: 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 DELEfIONS IN SHOP DRAWINGS OR SCHEDULES. TESTING: ALL TESTING SHALL BE DONE BY AN APPROVED TESTING LABORATORY. A. CONCREfE: THREE COMPRESSIVE STRENGTH SPECIMENS SHALL BE MADE FOR EACH 75 CUBIC YARDS, OR EACH DAY CONCREfE 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 W3469099 BY APPROVED DATE SYM EISI S. CHO 05.16.16 REVISION CONCREfE 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 CONCREfE 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 C� 28 DAYS: FOUNDATIONS: GROUT: SLAB: PC CONCRETE: STRENGTH 4000 5000 4000 6000 MAXIMUM AGGREGATE 1" 3/4" 3/4" MAXIMUM WC SLUMP RATIO 4" .55 3 1 /2" 3 1 /2" CONCRETE SHALL CONTAIN 5� AIR ENTRAINMENT, AIR ENTRAINMENT ADMIXTURE SHALL CONFORM TO ASTM C260. .42 .42 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 CONCREfE IS POURED. MAIN REINFORCING STEEL SHALL HAVE MINIMUM CONCRETE COVER AS FOLLOWS: CONCREfE 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 ME� 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 T0: 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 S � RUCTURAL STEEL STRUCTURAL STEEL W SHAPES SHALL CONFORM TO ASTM A992, OTHER SHAPES AND PLATE SHALL CONFORM TO ASTM A36. STEEL PLATE FOR TRENCH COVERS SHALL CONFORM TO ASTM A572 AND SHALL BE COATED W/ SLIP—NOT. STEEL TUBE SHALL CONFORM TO ASTM A500, GRADE B. STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B. THE FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL CONFORM TO THE 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 SOCIEfY. ELECTRODES FOR WELDING SHALL BE E-70XX LOW HYDROGEN OR E7XT—X FILLER M=TAL. 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. EXTERIOR STEEL SHALL BE HOT DIPPED GALVANIZED PER ASTM A123. 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. PAINTING 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 AI�ERICA. 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) �� a��,�, �;, � �� L • c ACCEPTABILITY �As�i �'�'� THIS DESIGN AND/OR �o SPECIFlCATION IS APPROVED � A APPROVED BY DEPT. DATE � 15820 �,�`v ,� ��°�tat �1 ��' S�ONAL � . --- 4��1 �c� suem� � STRUCTURAL NOTES T"� INSTALL NEW LN2 TANK BUILDING 9-�9 STRUCTURAL MASTER CONSTRUCTION NOTES REVIEUVED FOR �pp� COMPLIANC� - � ��p�0il�i3 I ` JUN 2 � 2016 �i�t �� `�u�ila �ut�o�t�� oivisiorv RECEIVED CITY OFTUKW�LA JUN 10 2016 �a. �nr � � •�r� � � �. �� ° :a P �. �:r - ��}M�. �. �% �N � 1 ..�.��,��IT SET CURRENT REVISION SYMB(7C p W3469099 �I\� SHEEf �2E �oa No. W3469099 c� DEV. CENTER, INq °wc No. 09-099—S2E 05.16.16 �- � � \ rn 0 N � 0 N Z Q _