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HomeMy WebLinkAboutPermit D19-0294 - SHASTA BEVERAGES - CO2 TANKSHASTA BEVERAGES INC, CO2 TANK 1227 ANDOVER PARK E FINALED 10/21/21 D19-0294 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwilla, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 3523049072 1227 ANDOVER PARK E DEVELOPMENT PERMIT Project Name: SHASTA BEVERAGES, INC - CO2 TANK Permit Number: D19-0294 Issue Date: 10/7/2019 Permit Expires On: 4/4/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: NATIONAL BEVERAGE CORP 8100 SW 10TH ST STE 4000 , PLANTATION, WA, 33324 DAVID KEHLE 1916 BONAIR.DR SW , SEATTLE, WA, 98116 OWNER AFFIDAVIT- NICHOLAS H EATO N SHASTA BEVERAGES, INC - CO2 TANK 1227 AI3DOVER PARK E , TUKWILA, WA, 98188 Phone: (206) 433-8997 Phone: Expiration Date: DESCRIPTION OF WORK: INSTALL NEW EXTERIOR HORIZONTAL GROUND MOUNTED CO2 TANK ON NEW CONCRETE REINFORCED SLAB. Project Valuation: $95,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $4,149.81 Occupancy per IBC: U Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signa Volumes: Cut: 0 Fill: 0 Number: 0 No Date: /3 - 7 C✓� I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: u--S-cam Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 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. 2: 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. 3: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 4: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 5: 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. 6: 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. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 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: 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. 11: 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: The CO2 tank installation shall comply with International Fire Code Chapter 53 COMPRESSED GASES. 12: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 13: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 14: 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** 0301 CONCRETE SLAB 1400 FIRE FINAL 0201 FOOTING 4037 SI-CAST-IN-PLACE 4000 SI-CONCRETE CONST CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila; WA 98188 http://www.Tukwi l a W A.gov Building Permit No. Project No. 0,1474 Date Application Accepted: C1 (' i q Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 1227 Andover Park East King Co Assessor's Tax No.: 352304-9072 Suite Number: Tenant Name: Shasta Beverage, Inc CO2 Tank PROPERTY OWNER Name: Shasta Beverage Inc Address: 1227 Andover Park East City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: David Kehle Address: 1916 Bonair Dr SW City: Seattle State: WA Zip: 98116 Phone: 206-433-8997 Fax: Email: dkehle@dkehlearch.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh New Tenant„ Floor: 1 El Yes ..No ARCHITECT OF RECORD Company Name: David Kehle, Architect Architect Name: David Kehle Address: 1916 Bonair Dr SW City: Seattle, State: WA zip: 98116 Phone: 206-433-8997 Fax: Email: dkehle@dkehlearch.com ENGINEER OF RECORD Company Name: KPFF Engineer Name: Mangelito Golez Address: 1601 5th Ave, Suite 1600 City: Seattle State: WA Zip: 98101 Phone: (206) 622-5822 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Shasta Beverage, Inc Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 95,000 Existing Building Valuation: $ 1.3 Million Describe the scope of work (please provide detailed information): Install new exterior horizontal ground mounted CO2 tank on new concrete reinforced slab Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lst Floor 107649 432 0 0 III-B F 1 2nd Floor 3,317 0 0 III-B S 1 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 193,170 Floor area of principal dwelling: 0 Floor area of accessory dwelling: 0 *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: 49 Compact: Handicap: 2 Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: IZ Sprinklers E Automatic Fire Alarm 0 None ❑ Other {specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes Z No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR A HORI • ; ► NT: Signature: Print Name: David Kehle Mailing Address: 1916.Bonitir Dr SW H:\ApplicationsWorms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: 09/10/2019 Day Telephone: 206-433-8997 Seattle WA 98116 City State Zip Page 4 of 4 DESCRIP IONS PermitTRAK ACCOUNT I QUANTITY F PAID $4,007.04 D19-0294 Address: 1227 ANDOVER PARK E Apn: 3523049072 $3,152.68 DEVELOPMENT $3,003.74 PERMIT FEE R000.322.100.00.00 0.00 $1,489.37 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 PERMIT FEE R000.322.100.00.00 0.00 $1,489.37 TECHNOLOGY FEE $148.94 TECHNOLOGY FEE R000.322.900.04.00 0.00 $148.94 M19-0158 Address: 1227 ANDOVER PARK E Apn: 3523049072 $854.36 MECHANICAL $813.68 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 '. $780.53 TECHNOLOGY FEE $40.68 TECHNOLOGY FEE R000.322.900.04.00 0.00 $40.68 TOTAL FEES PAID BY RE 4 EIPT: R18766 =: $4,007.04 Date Paid: Monday, October 07, 2019 Paid By: SHASTA BEVERAGES, INC Pay Method: CHECK 605837 Printed: Monday, October 07, 2019 2:39 PM 1 of 1 SYSTEMS DESCRIP IONS ' PermitTRAK ACCOUNT . QUANTITY PAID $1,451.08 D19-0294 Address: 1227 ANDOVER PARK E Apn: 3523049072 $997.13 Credit Card Fee $29.04 Credit Card Fee R000.369.908.00.00 0.00 $29.04 DEVELOPMENT $968.09 PLAN CHECK FEE R000.345.830.00.00 0.00 $968.09 M19-0152 Address: 1227 ANDOVER PARK E Apn: 3523049072 $194.07 Credit Card Fee $5.65 Credit Card Fee R000.369.908.00.00 0.00 $5.65 MECHANICAL $188.42 PLAN CHECK FEE R000.322.102.00.00 0.00 $188.42 M19-0153 Address: 1227 ANDOVER PARK E Apn: 3523049072 $126.23 Credit Card Fee $3.68 Credit Card Fee R000.369.908.00.00 0.00 $3.68 MECHANICAL $122.55 PLAN CHECK FEE R000.322.102.00.00 0.00 $122.55 PG19-0122 Address: 1227 ANDOVER PARK E Apn: 3523049072 $76.74 Credit Card Fee $2.24 Credit Card Fee R000.369.908.00.00 0.00 $2.24 PLUMBING $74.50 PLAN CHECK FEE R000.322.103.00.00 0.00 $74.50 PG19-0125 Address: 1227 ANDOVER PARK E Apn: 3523049072 $56.91 Credit Card Fee $1.66 Credit Card Fee R000.369.908.00.00 0.00 $1.66 GAS $25.75 PLAN CHECK FEE R000.322.103.00.00 0.00 $25.75 PLUMBING $29.50 PLAN CHECK FEE R000.322.103.00.00 0.00 $29.50 TOTAL FEES PAID BY RE EIPT: R18546 '' $1,451.08 Date Paid: Wednesday, September 11, 2019 Paid By: NICHOLAS HEATON Pay Method: CREDIT CARD 011832 Printed: Wednesday, September 11, 2019 3:36 J. of 1 PM SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TLIKWILA Date: 09/11/2019 03:35:56 PM CREDIT CARD SALE VISA CARD NUMBER: **********5811 K TRAN AMOUNT: $1,451.08 APPROVAL CD: 011832 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy LO, dav kehle March 24, 2020 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Mr. Jerry Hight RE: Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 98118 Tenant Improvement Permit Extension D19-0294 CO2 tank Request for Permit Extension # Current Expiration Date: Li— 20- 2 Extension. Request: [ Approved For /rd days J Denied (provide explanation) Dear Mr. Hight, Sionaturefinitials l�� I am in receipt of letters from Bill Rambo, permit tech, that the above permit will expire on 4-4-20 and that there are outstanding comments. I am asking for an extension to this permit for the following reasons: 1. Construction of the CO2 tank has been delayed by contractor and other work at the plant. Tank is being transported but is delayed by pandemic issues 2. Concrete work for pad is delayed by other work at the plant 3. There has been a hold up of work at the plant due to the pandemic issues going on to keep the plant staff safe. These issues are being resolved but construction will not be completed nor inspections called for before the expiration date. I believe these are adequate to allow for the extension of the permits. Sincerely, David Kehle 1916 Bonair Drive S.W. Seattle, WA 98116 RECEIVED CITY OF TUKWILA I4AR 25 7(I7fl PERMIT CENTER (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com City of Tukwila Department of Community Development 3/5/2020 DAVID KEHLE 1916 BONAIR DR SW SEATTLE, WA 98116 RE: Permit No. D19-0294 SHASTA BEVERAGES, INC - CO2 TANK 1227 ANDOVER PARK E Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director 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 4/4/2020. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/4/2020, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D19-0294 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 david kehle September 9, 2019 City of Tukwila Department of Cornmunity Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Mr. Jerry Hight RE: Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 98118 Tenant Improvement Exterior CO2 Tank Dear Mr. Hight, As the Design Professional In Responsible Charge, I have reviewed the attached permit submittal, drawings and calculations for the ground mounted horizontal CO2 tank per Tomco Systems and structural by KPFF. I have included a site plan with the tank location. There are structural engineering calculations included. There is no change to exterior lighting or building envelope. I believe these are adequate for permit subrnission and initial review. Please accept for permit review. David Kehle bt°oz9y 1916 Bonair Drive S.W. Seattle, WA 98116 RECEIVE[ CITY OF TUKW LA SEP 11 2019 PERMIT CENTER (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com TOMCO2 Shasta CO2 Tank Foundation and Anchorage Tukwila, WA FI E Structural Calculations .91ONALO' 3-21-19 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 KPFF Project No. 1900191 March 21, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 27 2019 City of Tukwila BUILDING DIVISION ElECEIVED CITY OF TUKWILA SEP 11 2019 PERMIT CENTER blOi92i M ._.. ilffehren �V I� Ttot v.ts tit ' de. w ', GV t 000 tt hti .0-ri i0(1 2""** ! 1 00 0 9 ow •vv\ w ►pe, keto4f) vue44tr., (c-ro) o eor 0 z lq 'CONFIDENTIAL -TRADE SECRETS L 8b iY% a 8 8 0 0 G 0 A 8 cA Shasta CO2 Tank Footing 1227 Andover Park E, Tukwila, WA 98'188, USA Latitude, Longitude: 47.44307149999999. -122.25218389999998 Regal Cinemas Parkway Plaza 12 0 Go gle Goodwill Tukwila 9 Trilard Jr OSHPD The Home Depot 9 Les Schwab Tire Center9 Date 3/19/2019, 1:46:34 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value Description Ss 1.432 MCER ground motion. (for 0.2 second period) Si 0.534 MCER ground motion. (for 1.0s period) SMs 1.432 Site-mod;tied spectral acceleration value Si., 0.8 Site -modified spectral acceleration value SD$ 0.955 Numeric seismic design value at 0.2 second SA SD1 0.534 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fe 1 Site amplification factor at 0.2 second F„ 1.5 Site amplification factor at 1.0 second PGA 0.588 MCE0 peak ground acceleration FAA 1 Site amplification factor at PGA PGA.. 0.588 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.432 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.509 Factored uniform -hazard (2% probability of exceedanc:e in 50 years) spectral acceleration SsD 3.116 Factored deterministic acceleration value. (0.2 second) S1RT 0.534 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.572 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.996 Factored deterministic acceleration value. (1.0 second) PGAd 1.119 Factored deterministic acceleration value. (Peak Ground Acceleration) Work 'n More - Tukw Taco Twie NW Map data . )2019 Google Type Value Description CRs 0.949 Mapped value of the risk coefficient at short periods CR1 0.932 Mapped value of the risk coefficient at a period of 1 s 1.5 1.0 0.5 0.0 0 1.00 0.75 rn 0.50 0.25 0.00 0 MCER Response Spectrum 2 4 Period, T (sec) — Sa(g) Design Response Spectrum 2 4 Period, T (sec) — Sa(g) DISCLAIMER 6 6 While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the goveming building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. rsrnWA9 5eatt�e, wa 98tOt bt2 5R2 dont rTic0. TivievGektevk 1 steam. ' c r- ern I-fw+,c` G_h PP I, - u kit- ea=h 0 7 Vu ? . d------ Cols thorn& ( (.29. ('°? 17, I. 40c 0 9s) (t )u)q 031, M 40, oc. tvm Cemirb) a.�cq- (4-01 coo) ra v, Eton �-•--- Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Lic. # : KW-06007506 DESCRIPTION: CO2 Tank Pad - Long Direction CODE REFERENCES File = C:1Usersknannyg\DOCUME-11ENERCA-1\Shasta CO2 Tank Foundation - 8-20-19.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . KPFF CONSULTING ENGINEERS SEA Calculations per ACI 318-11, IBC 2012, C:BC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Material Properties fc 1n = 3.0 ksi 6 Phi Values fr = fc ' 7.50 = psi NI Density = 145.0 pcf ), Lt Wt Factor = '1.0 Elastic Modulus = 3,12:2.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-10 13 Flexure : 0.90 Shear : 0.750 50.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups E - Main Rebar = 29,000.0 ksi E - Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation, D(20) = 40.0 ksi =29,000.0 ksi = # 3 2 D(20) Cross Section & Reinforcing Details Rectangular Section, Width = 144.0 in, Height = 12.0 in Span #1 Reinforcing.... 12-#6 at 3.0 in from Bottom, from 0.0 to 36.0 ft in this span Applied Loads Beam self weight calculated and added to Toads Point Load: D=20.0k@4.0ft Point Load: D = 20.0 k 0 32.0 ft Moment : E = 56.0 k-ft, Location = 4.0 ft from left end of this span Moment : E = 56.0 k-ft, Location = 32.0 ft from left end of this span DESIGN SUMMARY Maximum Bending Stress Ratio = 0.302: 1 Section used for this span Typical Section Mu : Applied 64.609 k-ft Mn * Phi : Allowable 214.203 k-ft Load Combination +1.20D+0.50L+0.20S+E+1.6 Location of maximum on span 4.235 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = Allowable Soil Pressure = Shear Stirrup Requirements 12-#6 at 2.0 in from Top, from 0.0 to 36.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.488 ksf at 36.00 ft LdComb: +D+0.70E+H 1.50 ksf OK Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Design OK 0.000 in 0.000 in 0.068 in -0.003 in Load Combination Segment Length Location (ft) Span # in Span Bending Stress Results (k-ft) Mu : Max Phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 +1.40D+1.60H 1 4.235 64.61 214.20 0.30 Beam on Elastic Foundation Lic. # : KW-06007506 DESCRIPTION: CO2 Tank Pad - Long Direction Load Combination Location (ft) Segment Length Span # in Span Project Title: Engineer: Project ID: Project Descr: File = C:1Userslmannyg\DOCUME-11ENERCA-11Shasta CO2 Tank Foundation - 8-20-19.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . KPcF CONSULTING ENGINEERS SEA Bending Stress Results (k-ft ) Mu : Max Phi'Mnx Stress Ratio Span # 1 1 32.188 26.16 214.20 0.12 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 32.188 22.42 214.20 0.10 +1.20D+1.60L+0.50S+1.60H Span # 1 1 32.188 22.42 214.20 0.10 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 32.188 22.42 214.20 0.10 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 32.188 22.42 214.20 0.10 +1.20 D+0.50L+1.60S+1.60H Span # 1 1 32.188 22.42 214.20 0.10 +1.20D+1.60S+0.50W+1.60H Span # 1 1 32.188 22.42 214.20 0.10 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 32.188 22.42 214.20 0.10 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 32.188 22.42 214.20 0.10 +1.20 D+0.50L+0.20S+E+1.60H Span # 1 1 4.235 64.61 214.20 0.30 +0.90D+W+0.90H Span # 1 1 32.188 16.81 214.20 0.08 +0.90D+E+0.90H Span # 1 1 4.235 59.15 214.20 0.28 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 Detailed Shear Information 1 0.0677 36.000 0.0000 0.000 Load Combination +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20 S+E+1.601 +1.20D+0.50L+0.205+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.200+0.501+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.200+0.50L+0.20S+E+1.601 +1.20D+0.50 L+0.20 S+E+1.601 +1.200+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 Span Distance 'd' Vu (k) Mu d'VuIMu Phi'Vc Number (ft) (in) Actual Design (k-ft) (k) 1 0.00 10.00 1.18 1.18 0.00 1.00 132.19 1 0.42 10.00 2.77 2.77 0.34 1.00 132.19 1 0.85 10.00 4.33 4.33 1.36 1.00 132.19 1 1.27 10.00 5.86 5.86 3.04 1.00 132.19 1 1.69 10.00 7.35 7.35 5.36 1.00 132.19 1 2.12 10.00 8.80 8.80 8.32 1.00 132.19 1 2.54 10.00 10.23 10.23 11.89 1.00 132.19 1 2.96 10.00 11.61 11.61 16.07 1.00 132.19 1 3.39 10.00 12.95 12.95 20.83 1.00 132.19 1 3.81 10.00 14.25 14.25 26.16 1.00 132.19 1 4.24 10.00 -15.84 15.84 64.61 1.00 132.19 1 4.66 10.00 -14.92 14.92 57.74 1.00 132.19 1 5.08 10.00 -13.98 13.98 51.27 1.00 132.19 1 5.51 10.00 -13.05 13.05 45.19 1.00 132.19 1 5.93 10.00 -12.13 12.13 39.51 1.00 132.19 1 6.35 10.00 -11.22 11.22 34.22 1.00 132.19 1 6.78 10.00 -10.33 10.33 29.31 1.00 132.19 1 7.20 10.00 -9.47 9.47 24.77 1.00 132.19 1 7.62 10.00 -8.64 8.64 20.61 1.00 132.19 1 8.05 10.00 -7.85 7.85 16.79 1.00 132.19 1 8.47 10.00 -7.09 7.09 13.31 1.00 132.19 1 8.89 10.00 -6.37 6.37 10.15 1.00 132.19 1 9.32 10.00 -5.70 5.70 7.29 1.00 132.19 1 9.74 10.00 -5.06 5.06 4.72 1.00 132.19 1 10.16 10.00 -4.47 4.47 2.42 1.00 132.19 1 10.59 10.00 -3.93 3.93 0..37 1.00 132.19 1 11.01 10.00 -3.42 3.42 1.44 1.00 132.19 1 11.44 10.00 -2.96 2.96 3.115 1.00 132.19 1 11.86 10.00 -2.55 2.55 4.46 1.00 132.19 1 12.28 10.00 -2.18 2.18 5.70 1.00 132.19 Comment Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Phi'Vs Spacing (in) (k) Req'd Suggest Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Lic. # : KW-06007506 DESCRIPTION: CO2 Tank Pad - Long Direction Detailed Shear Information File = C:1Userslmannyg\DOCUME-11ENERCA-11Shasta CO2 Tank Foundation - 8-20-19.ec6 . Software copyright ENERCALC. INC. 1983-2019, Build:10.19.1.30 . KPIFF CONSULTING ENGINEERS SEA Load Combination +1.20D+0.50L+0.20S+E+1.601 +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +1.40D+1.60H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +1.200+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.200+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.200+0.50L+0.20S+E+1.601 +1.20D+0.50 L+0.20S+E+1.601 +1.20 D+0.50 L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.200+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.50L+0.20S+E+1.601 +1.20D+0.5OL+0.20S+E+1.601 Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi*Vc Number (ft) (in) Actual Design (k-ft) (k) 1 12.71 10.00 -1.85 1.85 6.78 1.00 132.19 1 13.13 10.00 -1.56 1.56 4.20 1.00 132.19 1 13.55 10.00 -1.33 1.33 5.02 1.00 132.19 1 13.98 10.00 -1.13 1.13 5.74 1.00 132.19 1 14.40 10.00 -0.96 0.96 6.38 1.00 132.19 1 14.82 10.00 -0.82 0.82 6.'94 1.00 132.19 1 15.25 10.00 -0.71 0.71 7.44 1.00 132.19 1 15.67 10.00 -0.63 0.63 7!90 0.95 131.22 1 16.09 10.00 0.57 0.57 15.135 0.43 120.97 1 16.52 10.00 -0.53 0.53 8.72 0.73 126,90 1 16.94 10.00 -0.52 0.52 9.'10 0.69 125.98 1 17.36 10.00 -0.53 0.53 9.48 0.67 125.66 1 '17.79 10.00 -0.56 0.56 9.136 0.68 125.83 1 '18.21 10.00 -0.62 0.62 13.59 0.54 123.16 1 18.64 10.00 -0.69 0.69 14.01 0.59 124.08 1 19.06 10.00 -0.78 0.78 14.46 0.64 125.14 1 19.48 10.00 -0.87 0.87 14.94 0.70 126.27 1 19.91 10.00 -0.98 0.98 15.47 0.76 127.40 1 20.33 10.00 -1.09 1.09 16.1)4 0.81 128.48 1 20.75 10.00 -1.20 1.20 16.65 0.86 129.48 1 21.18 10.00 -1.31 1.31 17.32 0.91 130.34 1 21.60 10.00 -1.42 1.42 18.03 0.94 131.05 1 22.02 10.00 -1.52 1.52 18.78 0.97 131.56 1 22.45 10.00 -1.60 1.60 19.138 0.98 131.87 1 22.87 10.00 -1.70 1.70 16.90 1.00 132.19 1 23.29 10.00 -1.79 1.79 17.78 1.00 132.19 1 23.72 10.00 -1.87 1.87 18.70 1.00 132.19 1 24.14 10.00 -1.94 1.94 19.65 1.00 132.19 1 24.56 10.00 -1.98 1.98 20.62 1.00 132.19 1 24.99 10.00 -2.00 2.00 21.62 1.00 132.19 1 25.41 10.00 2.02 2.02 14.82 1.00 132.19 1 25.84 10.00 2.44 2.44 14.12 1.00 132.19 1 26.26 10.00 2.91 2.91 13.25 1.00 132.19 1 26.68 10.00 3.44 3.44 12.17 1.00 132.19 1 27.11 10.00 4.02 4.02 10.87 1.00 132.19 1 27.53 10.00 4.66 4.66 9.32 1.00 132.19 1 27.95 10.00 5.37 5.37 7.50 1.00 132.19 1 28.38 10.00 6.13 6.13 5.39 1.00 132.19 1 28.80 10.00 6.96 6.96 2.95 1.00 132.19 1 29.22 10.00 7.85 7.85 0.15 1.00 132.19 1 29.65 10.00 8.81 8.81 3.02 1.00 132.19 1 30.07 10.00 9.82 9.82 6.59 1.00 132.19 1 30.49 10.00 10.90 10.90 10.59 1.00 132.19 1 30.92 10.00 12.04 12.04 15.(16 1.00 132.19 1 31.34 10.00 13.24 13.24 20.(10 1.00 132.19 1 31.76 10.00 14.49 14.49 25.45 1.00 132.19 1 32.19 10.00 -15.19 15.19 33.50 1.00 132.19 1 32.61 10.00 -13.73 13.73 26.91 1.00 132.19 1 33.04 10.00 -12.17 12.17 20.94 1.00 132.19 1 33.46 10.00 -10.50 10.50 15. fi3 1.00 132.19 1 33.88 10.00 -8.74 8.74 11.03 1.00 132.19 1 34.31 10.00 -6.88 6.88 7.17 1.00 132.19 1 34.73 10.00 -4.93 4.93 4.10 1.00 132.19 1 35.15 10.00 -2.89 2.89 1.85 1.00 132.19 Comment Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Phi'Vs Spacing (in) (k) Req'd Suggest Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Lic. # : KW-06007506 DESCRIPTION: CO2 Tank Pad - Long Direction Detailed Shear Information File = C:lUserslmannyg\DOCUME-11ENERCA-11Shasta CO2 Tank Foundation - 8-20-19.ec6 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . KP=F CONSULTING ENGINEERS SEA Load Combination Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi`Vc Number (ft) (in) Actual Design (k-ft) (k) Comment Phi`Vs Spacing (in) (k) Req'd Suggest +1.20D+0.50L+0.20S+E+1.601 1 35.58 10.00 -0.75 0.75 0.47 1.00 132.19 Vu < PhiVd2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Lic. # : KW-06007506 DESCRIPTION: CO2 Tank Pad - Transv Direction CODE REFERENCES File = C:1Usersiannyg\DOCUME-11ENERCA-11Shasta CO2 Tank Foundation - 8-20-19.ec6 . Software copyright EN[RCALC, INC. 1983-2019, Build:10.19.1.30 . KPrF CONSULTING ENGINEERS SEA Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Material Properties fc to * = 3.0 ksi $ Phi Values fr = fc 7.50 = 410.7'92 psi W Density 145.0 pcf x Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-10 R1 Flexure : 0.90 Shear : 0.750 = 0.850 50.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups E - Main Rebar = 29,000.0 ksi E - Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation. = 40.0 ksi =29,000.0 ksi = # 3 2 216"wx12"h Span='i 2.0 ft Cross Section & Reinforcing Details Rectangular Section, Width = 216.0 in, Height = 12.0 in Span #1 Reinforcing.... 20-#6 at 3.0 in from Bottom, from 0.0 to 12.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 1.670 k/ft, Tributary Width = 1.0 ft Uniform Load : D = 1.670 k/ft, Tributary Width = 1.0 ft Moment : E = 56.0 k-ft, Location = 6.0 ft from left end of this span DESIGN SUMMARY Maximum Bending Stress Ratio = 0.078: 1 Section used for this span Typical Section Mu : Applied 27.496 k-ft Mn * Phi : Allowable 350.729 k-ft Load Combination +0.90D+E+0.90H Location of maximum on span 6.071 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 0.418 ksf Allowable Soil Pressure = 1.50 ksf Shear Stirrup Requirements 20-#6 at 2.0 in from Top, from 0.0 to 12.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection at 12.00 ft LdComb: +D+0.70E+H OK Entire Beam Span Length : Vu < PhiVd2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Design OK 0.000 in 0.000 in 0.058 in 0.003 in Load Combination Location (It)Bending Stress Results (k-ft) Segment Length Span # in Span Mu : Max Phi'Mnx Stress Ratio MAXimum Bending Envelope Span # 1 +1.40D+1.60H 6.071 27.50 350.73 0.08 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Lic. # : KW-06007506 DESCRIPTION: CO2 Tank Pad - Transv Direction Load Combination Segment Length Span # Location (ft) in Span File = C:Userslmannyg\DOCUME-11ENERCA-1\Shasta CO2 Tank Foundation - 8-20-19.ec6 . Software copyright ENERCALC, INC.1983-2019, 8uild:10.19.1.30 . KPFF CONSULTING ENGINEERS SEA Bending Stress Results (k-ft ) Mu : Max Phi*Mnx Stress Ratio Span # 1 1 11.859 -0.00 350.73 0.00 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 11.859 -0.00 350.73 0.00 +1.20 D+1.60L+0.50S+1.60 H Span # 1 1 11.859 -0.00 350.73 0.00 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 11.859 -0.00 350.73 0.00 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 11.859 -0.00 350.73 0.00 +1.20D+0.50L+1.60S+1.60H Span # 1 1 11.859 -0.00 350.73 0.00 +1.20 D+1.60S+0.50W+1.60H Span # 1 1 11.859 -0.00 350.73 0.00 +1.20 D+0.50Lr+0.50L+W+1.60H Span # 1 1 11.859 -0.00 350.73 0.00 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 11.859 -0.00 350.73 0.00 +1.20 D+0.50 L+0.20S+E+1.60H Span # 1 1 6.071 27.50 350.73 0.08 +0.90D+W+0.90H Span # 1 1 11.859 -0.00 350.73 0.00 +0.90D+E+0.90H Span # 1 1 6.071 27.50 350.73 0.08 Overall Maximum Deflections - tJnfactored Loads Load Combination Span Max. "° Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 Detailed Shear Information 1 0.0580 12.000 0.0000 0.000 Span Distance "d' Vu (k) Mu d`Vu/Mu Phi°Vc Load Combination Number (ft) (in) Actual Design (k-ft) (k) +1.40D+1.60H 1 0.00 10.00 0.51 0.51 0.00 1.00 201.59 +1.400+1.60H 1 0.14 10.00 0.51 0.51 0.00 1.00 201.59 +1.40D+1.60H 1 0.28 10.00 0.51 0.51 0.00 1.00 201.59 +0.90D+E+0.90H 1 0.42 10.00 -0.67 0.67 0.20 1.00 201.59 +0.90D+E+0.90H 1 0.56 10.00 -0.96 0.96 0.35 1.00 201.59 +0.900+E+0.90H 1 0.71 10.00 -1.24 1.24 0.54 1.00 201.59 +0.900+E+0.90H 1 0.85 10.00 -1.52 1.52 0.7'7 1.00 201.59 +0.90D+E+0.90H 1 0.99 10.00 -1.79 1.79 1.04 1.00 201.59 +0.90D+E+0.90H 1 1.13 10.00 -2.05 2.05 1.35 1.00 201.59 +0.90D+E+0.90H 1 1.27 10.00 -2.31 2.31 1.70 1.00 201.59 +0.900+E+0.90H 1 1.41 10.00 -2.56 2.56 2.08 1.00 201.59 +0.90D+E+0.90H 1 1.55 10.00 -2.80 2.80 2.50 1.00 201.59 +0.90D+E+0.90H 1 1.69 10.00 -3.04 3.04 2.95 1.00 201.59 +0.90D+E+0.90H 1 1.84 10.00 -3.27 3.27 3.43 1.00 201.59 +0.90D+E+0.90H 1 1.98 10.00 -3.49 3.49 3.95 1.00 201.59 +0.90D+E+0.90H 1 2.12 10.00 -3.71 3.71 4.50 1.00 201.59 +0.90D+E+0.90H 1 2.26 10.00 -3.92 3.92 5.08 1.00 201.59 +0.90D+E+0.90H 1 2.40 10.00 -4.12 4.12 5.69 1.00 201.59 +0.90D+E+0.90H 1 2.54 10.00 -4.31 4.31 6.32 1.00 201.59 +0.90D+E+0.90H 1 2.68 10.00 -4.50 4.50 6.99 1.00 201.59 +0.90D+E+0.90H 1 2.82 10.00 -4.68 4.68 7.68 1.00 201.59 +0.90D+E+0.90H 1 2.96 10.00 -4.86 4.86 8.40 1.00 201.59 +0.900+E+0.90H 1 3.11 10.00 -5.02 5.02 9.14 1.00 201.59 +0.90D+E+0.90H 1 3.25 10.00 -5.18 5.18 9.90 1.00 201.59 +0.90D+E+0.90H 1 3.39 10.00 -5.33 5.33 10.69 1.00 201.59 +0.900+E+0.90H 1 3.53 10.00 -5.48 5.48 11.50 1.00 201.59 +0.90D+E+0.90H 1 3.67 10.00 -5.62 5.62 12.33 1.00 201.59 +0.90D+E+0.90H 1 3.81 10.00 -5.75 5.75 13.18 1.00 201.59 +0.900+E+0.90H 1 3.95 10.00 -5.87 5.87 14.05 1.00 201.59 +0.90D+E+0.90H 1 4.09 10.00 -5.99 5.99 14.93 1.00 201.59 Comment Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Phi*Vs Spacing (in) (k) Req'd Suggest Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Lic. # : KW-06007506 DESCRIPTION: CO2 Tank Pad - Transv Direction Detailed Shear Information File = C:1User& nannyg\DOCUME-11ENERCA-1\Shasta CO2 Tank Foundation - 8-20-19.ec6 . Software copyright ENERCALC. INC. 1983-2019, Build:10.19.1.30 . KPtF CONSULTING ENGINEERS SEA Load Combination +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +0.90D+E+0.90H +1.40D+1.60H +1.40D+1.60H Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Number (ft) (in) Actual Design (k-ft) (k) Comment Phi'Vs Spacing (in) (k) Req'd Suggest 1 4.24 10.00 -6.09 6.09 15.83 1.00 201.59 1 4.38 10.00 -6.19 6.19 16.75 1.00 201.59 1 4.52 10.00 -6.28 6.28 17.68 1.00 201.59 1 4.66 10.00 -6.37 6.37 18.62 1.00 201.59 1 4.80 10.00 -6.44 6.44 19.58 1.00 201.59 1 4.94 10.00 -6.51 6.51 20.54 1.00 201.59 1 5.08 10.00 -6.57 6.57 21.52 1.00 201.59 1 5.22 10.00 -6.62 6.62 22.50 1.00 201.59 1 5.36 10.00 -6.66 6.66 23.49 1.00 201.59 1 5.51 10.00 -6.69 6.69 24.49 1.00 201.59 1 5.65 10.00 -6.72 6.72 25.49 1.00 201.59 1 5.79 10.00 -6.73 6.73 26.49 1.00 201.59 1 5.93 10.00 -6.73 6.73 27.50 1.00 201.59 1 6.07 10.00 -6.73 6.73 27.50 1.00 201.59 1 6.21 10.00 -6.72 6.72 26.49 1.00 201.59 1 6.35 10.00 -6.69 6.69 25.49 1.00 201.59 1 6.49 10.00 -6.66 6.66 24.48 1.00 201.59 1 6.64 10.00 -6.62 6.62 23.49 1.00 201.59 1 6.78 10.00 -6.57 6.57 22.50 1.00 201.59 1 6.92 10.00 -6.51 6.51 21.52 1.00 201.59 1 7.06 10.00 -6.44 6.44 20.54 1.00 201.59 1 7.20 10.00 -6.37 6.37 19.57 1.00 201.59 1 7.34 10.00 -6.28 6.28 18.62 1.00 201.59 1 7.48 10.00 -6.19 6.19 17.68 1.00 201.59 1 7.62 10.00 -6.09 6.09 16.75 1.00 201.59 1 7.76 10.00 -5.99 5.99 15.83 1.00 201.59 1 7.91 10.00 -5.87 5.87 14.'93 1.00 201.59 1 8.05 10.00 -5.75 5.75 14.05 1.00 201.59 1 8.19 10.00 -5.62 5.62 13.18 1.00 201.59 1 8.33 10.00 -5.48 5.48 12.33 1.00 201.59 1 8.47 10.00 -5.33 5.33 11..50 1.00 201.59 1 8.61 10.00 -5.18 5.18 10.69 1.00 201.59 1 8.75 10.00 -5.02 5.02 9.90 1.00 201.59 1 8.89 10.00 -4.85 4.85 9.14 1.00 201.59 1 9.04 10.00 -4.68 4.68 8.40 1.00 201.59 1 9.18 10.00 -4.50 4.50 7.68 1.00 201.59 1 9.32 10.00 -4.31 4.31 6.99 1.00 201.59 1 9.46 10.00 -4.12 4.12 6..32 1.00 201.59 1 9.60 10.00 -3.91 3.91 5.69 1.00 201.59 1 9.74 10.00 -3.71 3.71 5.08 1.00 201.59 1 9.88 10.00 -3.49 3.49 4.50 1.00 201.59 1 10.02 10.00 -3.27 3.27 3.95 1.00 201.59 1 10.16 10.00 -3.04 3.04 3.43 1.00 201.59 1 10.31 10.00 -2.80 2.80 2.95 1.00 201.59 1 10.45 10.00 -2.56 2.56 2.50 1.00 201.59 1 10.59 10.00 -2.31 2.31 2.08 1.00 201.59 1 10.73 10.00 -2.05 2.05 1.70 1.00 201.59 1 10.87 10.00 -1.79 1.79 1.35 1.00 201.59 1 11.01 10.00 -1.52 1.52 1.04 1.00 201.59 1 11.15 10.00 -1.24 1.24 0.77 1.00 201.59 1 11.29 10.00 -0.96 0.96 0.134 1.00 201.59 1 11.44 10.00 -0.67 0.67 0.35 1.00 201.59 1 11.58 10.00 0.51 0.51 0.00 1.00 201.59 1 11.72 10.00 0.51 0.51 0.00 1.00 201.59 Vu < PhiVcJ2 Vu < PhiVcJ2 Vu < PhiVcJ2 Vu < PhiVcJ2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVcJ2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVc/2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Vu < PhiVd2 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Lic. # : KW-06007506 DESCRIPTION: CO2 Tank Pad - Transv Direction Detailed Shear Information File = C:1Userslmannyg\DOCUME-11ENERCA-11Shasta CO2 Tank Foundation - 8-20-19.ec6 , Software copyright ENE RCALC, INC. 1983-2019, Build:10.19.1.30 . KPFF CONSULTING ENGINEERS SEA Load Combination +1.40D+1.60H Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi*Vs Spacing (in) Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest 1 11.86 10.00 0.51 0.51 0.00 1.00 201.59 Vu < PhiVd2 Not Reqd 0.00 0.00 16015th A Si 1600 Seattle. WA � 622-5822 ceer vv. • 1' aloe le. ,,nat 40.0 112 .ri1 Wlp - Yrp. co, coo ( ) , 41, -fob Ifr< • =i r 20 ai �rZ. 4 ✓ O.- > Seattle WA 98101 522�-5822 GiPe r 1 locallon "If\ sled el& lob no. c7. rr)V 112.1 1219 2- V-- l k 5-O 540.2- .'Pr 5 li .z4- whPs. 3 s Vt?4 • F■11LOT' 1 www.hilti.us Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos, No.: Date: 3/19/2019 Specifiers comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1 1/8 111111- Effective embedment depth: het = 6.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-08 / CIP Stand-off installation: e, = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: l x 1, x t = 18.000 in. x 30.000 in. x 0.500 in.; (Recommended plate•thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, fe' = 3000 psi; h = 420.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, in.Ib] t '14 p www.hilti.us Profis Anchor 2.7.5 2 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 3/19/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1873 892 0 892 2 1873 892 0 892 3 1873 892 0 892 4 1873 892 0 892 5 1873 892 0 892 6 1873 892 0 892 max. concrete compressive strain: - [%a] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0,000/0.000): 11240 [Ib] resulting compression force in (xiy)=(0.000/0.000): 0 [Ib] 3 Tension Toad 01 02 Tension 5 03 06 Load Nua [Ib] Capacity N„ [Ib] Utilization ps, = N„ Status Steel Strength* 1873 33190 6 OK Pullout Strength* 1873 24730 8 OK Concrete Breakout Strength** 11240 48084 24 OK Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N 'rota 4) Nsa Z Nua ACI 318-08 Eq. (D-3) ACI 318-08 Eq. (D-1) Variables Ase,N [in 2] futa [psi] 0.76 58000 Calculations Nsa [Ib] 44254 Results Nsa [Ib] 44254 0.750 3.2 Pullout Strength No, =1if cNP Np=8Abrefc NpN 2 Nua Variables W c.P 1.000 Calculations Np [Ib] 35328 Results Npn [Ib] 35328 4 steel ACI 318-08 Eq. (D-14) ACI 318-08 Eq. (D-15) ACI 318-08 Eq. (D-1) Abrg [in.2] 1.47 Nsa [lb] Nua [lb] 33190 1873 fc [psi] 3000 4) concrete 4) Npn [Ib] Nua [Ib] 0.700 24730 1873 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.7.5 3 3/19/2019 3.3 Concrete Breakout Strength ANc Ncbg = (No) W ec,N W ed,N W c,N W cp,N Nb Ncbg 2 N. ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO w ec,N = 9 het 1 1+2eN 51.0 3 he1 W ed,N = 0.7 + 0.3 Ca,min 5 1.0 1.5hef w cp,N = MAX Ca,min 1.5he1) 5 1.0 Cac Cae Nb = ke 1v hef5 Variables he [in.] 6.000 ec1,N [in.] 0.000 ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-013 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-013 Eq. (D-13) ACI 318-013 Eq. (D-7) ec2,N [in.] Ca,min [in.] 0.000 Cac [in.] kc t [psi] 0.000 24 1 300D Calculations ANc [in.2] 1152.00 Results Ncbg [Ib] 68692 W c,N 1.000 ANcO [in.2] W ec1,N W ec2,N W ed,N W cp,N Nb [Ib] 324.00 1.000 1.000 1.000 1.000 19320 concrete 0.700 Ncbg [Ib] 48084 Nua [Ib] 11240 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project 1 Pos. No.: Date: Profis Anchor 2.7.5 4 3/19/2019 4 Shear Toad Load Vua [Ib] Capacity + V„ [Ib] Utilization Dv = Vejl+ V„ Status Steel Strength* 892 17259 6 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 5350 96169 6 OK Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = 0.6 Ase,v futa Vsteel 2 Vua ACI 318-08 Eq. (D-20) ACI 318-08 Eq. (D-2) Variables Ase,v [in.2] futa [psi] 0.76 58000 Calculations Vsa [Ib] 26552 Results Vsa [Ib] 4) steel d Vsa [Ib] Vua [lb] 26552 0.650 17259 892 4.2 Pryout Strength ANc Vcpg — kW [(A— W ec,N W ed,N W c,N V cp,N Nb]1 Vcpg 2 Vue ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO V ec,N V ed,N W cp,N Nb = 9 her 1 = ( 2 eN 51.0 1+3het =0.7+0.3 (Ca,min)51.0 1.5haf = MAx(ca,min 1.5he1) 5 to Cac Cac =kcX Ah8;5 ACI 318-013 Eq. (D-31) ACI 318-013 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-013 Eq. (D-13) ACI 318-08 Eq. (D-7) Variables kcp he [in.] ec1,N [in.] ec2,N [in.] Ca,min [in.] 2 6.000 0.000 0.000 W c,N Cac [in.] ku ) f [psi] 1.000 24 1 3000 Calculations ANc [in.2] ANc0 [in,2] V ecl,N V ec2,N V ed,N 111 cp,N Nb [Ib] 1152.00 324.00 1.000 1.000 1.000 1.000 19320 Results Vcpg [Ib] concrete 41 Vcpg [Ib] Vua [lb] 137384 0.700 96169 535D 5 Combined tension and shear Toads l3N [3v t; Utilization [3N,v [%] Status 0.234 0.056 5/3 10 OK I3Nv=R1+14<=1 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.7.5 5 3/19/2019 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be chedked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The c0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 1■■11`TI www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.7.5 6 3/19/2019 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 1.188 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: - Cleaning: No cleaning of the drilled hole its required Coordinates Anchor in. A 9.000 Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1 1 /8 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 7.250 in. 9.000 0 0 0 0 0 0 0 0) 0 0 0 ai 0 0 0 LC) 0 0 0 m 2.000 14.000 2.000 Anchor x y c, 1 -7.000 9.000 - 2 -7.000 0.000 3 -7.000 -9.000 c., c-y c+y Anchor 4 5 6 x y 7.000 9.000 7.000 0.000 7.000 -9.000 C_x c.„ c-y C'y 1■■III.TI www.hilti.us Profis Anchor 2.7.5 7 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 3/19/2019 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. CITY OF 7'UKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Mechanical Permit No. Project No. Date Application Accepted: Date Application Expires: (For office use only) MECHANICAL PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: 1227 Andover Park East King Co Assessor's Tax No.: Tenant Name: Shasta Beverage Inc Condensing Unit PROPERTY OWNER Name: Shasta Beverage Inc Address: 1227 Andover Park East City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: David Kehle Address: 1916 Bonair Dr SW City: Seattle State: WA Zip: 98116 Phone: 206-433-8997 Fax: Email: dkehle@dkehlearch.com 352304-9072 Suite Number: Floor: 1 New Tenant: ❑ Yes ..No MECHANICAL CONTRACTOR INFORMATION Company Name: tbd Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: Valuation of project (contractor's bid price): $ Describe the scope of work in detail: Install new condensing unit with exterior steel platform and new reinforced concrete footings, slab. 65,000 Use: Residential: New ❑ Replacement ❑ Commercial: New Replacement Fuel Type: Electric ❑ Gas Other: H:\Applications\For s-Applications On Line \2016 Appliattions\Mechanical Permit Application Revised 1-4-16.doc, Revised: January 2016 bh Page 1 of 2 PERMIT COORD COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER:: D19-0294 DATE: 09/11/19 PROJECT NAME: SHASTA BEVERAGES, INC - CO2 TANK SITE ADDRESS: 1227 ANDOVER PARK E X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: � PANG �I /ildi'hg Division ag& °VA A-1/4 Fire Prevention Planning Division tril I�� -I)- Public Works Structural Permit Coordinator M PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 09/12/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 10/10/19 Approved with Conditions n Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 STATE OF WASHINGTON) ) ss. COUNTY OF KING ) •- . c �. �c-�T:�r—� , states as follows: [please print name] CITY OF TUKWILA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplan@ ci.tukwila.wa.us Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: '( ) I ! o % C/ vn(9-015E 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington„ The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for 'work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number (" and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. 1111it\\\%‘\% Owner/Owner's Agent* Signed and sworn to before me this ay of 2CT ,20(`� Y :PUBLIC in and for the State of Washington Residing a.t Name as commissioned: My commission expires: , County EfQ'CL f- iL.J c,X / 2 9-z3 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; io. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; ii. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in -kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions.